Loading...
CC 2016-04-12_09g Engineering Standards Attachment 1 STANDARD SPECIFICATIONS & ENGINEERING STANDARDS APRIL 2016 COMMUNITY DEVELOPMENT DEPARTMENT ENGINEERING DIVISION 300 East Branch Street Arroyo Grande, CA 93420 (805) 473-5420 STANDARD SPECIFICATIONS APRIL 2016 ADOPTED BY THE CITY COUNCIL OF ARROYO GRANDE BY RESOLUTION NO. XXX APRIL 12, 2016 MATTHEW HORN CITY ENGINEER RCE C63611 APPROVED ON: APRIL 12, 2016 COMMUNITY DEVELOPMENT DEPARTMENT ENGINEERING DIVISION 300 East Branch Street Arroyo Grande, CA 93420 (805) 473-5420 Underground Service Alert Dig Alert 1-800-642-2444 i TABLE OF CONTENTS DIVISION I GENERAL PROVISIONS .................................................................................................... 1 1 GENERAL ....................................................................................................................................... 1 1-1.01 GENERAL ........................................................................................................................... 1 1-1.05 REFERENCES .................................................................................................................... 1 1-1.07 DEFINITIONS ...................................................................................................................... 1 1-1.07B GLOSSARY .................................................................................................................. 1 1-1.08 DISTRICTS ......................................................................................................................... 3 1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS ............................................. 3 1-1.12 MISCELLANY ..................................................................................................................... 3 2 BIDDING ......................................................................................................................................... 4 2-1.06 BID DOCUMENTS .............................................................................................................. 4 2-1.06A GENERAL ..................................................................................................................... 4 2-1.06B SUPPLEMENTAL PROJECT INFORMATION .............................................................. 4 2-1.12 DISADVANTAGED BUSINESS ENTERPRISES ................................................................ 4 2-1.12A GENERAL ..................................................................................................................... 4 2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES .......................................................... 4 2-1.15A GENERAL ..................................................................................................................... 4 2-1.18 SMALL BUSINESSAND NON–SMALL BUSINESS SUBCONTRACTOR PREFERENCES ............................................................................................................................. 4 2-1.18A GENERAL ..................................................................................................................... 4 2-1.27 CALIFORNIA COMPANIES ................................................................................................ 4 2-1.31 OPT OUT OF PAYTMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ......... 4 2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL ......................................................... 4 2-1.33A GENERAL ..................................................................................................................... 4 2-1.33B ELECTRONIC BIDS ...................................................................................................... 5 2-1.33D BID FORM SUBMITTAL SCHEDULES ......................................................................... 5 2-1.33D(1) GENERAL ............................................................................................................ 5 2-1.40 BID DOCUMENT COMPLETION AND SUBMITTAL ......................................................... 5 3 CONTRACT AWARD AND EXECUTION ....................................................................................... 6 3-1.04 CONTRACT AWARD .......................................................................................................... 6 3-1.04A BID PROTEST .............................................................................................................. 6 3-1.04B ADDITIVE/DEDUCTIVE CONTRACT AWARD ............................................................. 6 3-1.05 CONTRACT BONDS .......................................................................................................... 6 3-1.05A ENCROACHMENT PERMIT BOND .............................................................................. 7 3-1.08 SMALL BUSINESS PARTICIPATION REPORT ................................................................. 7 3-1.11 PAYEE DATA RECORD ...................................................................................................... 8 3-1.18 CONTRACT EXECUTION .................................................................................................. 8 3-1.18A ENCROACHMENT PERMIT ......................................................................................... 8 4 SCOPE OF WORK ........................................................................................................................ 10 4-1.02 INTENT ............................................................................................................................. 10 4-1.05 CHANGES AND EXTRA WORK ...................................................................................... 10 4-1.05A GENERAL ................................................................................................................... 10 4-1.05A(1) COST REQUEST BULLETIN (CRB) .................................................................. 10 4-1.07 VALUE ENGINEERING .................................................................................................... 10 4-1.13 CLEANUP ......................................................................................................................... 10 4-1.13A WORK SITE MAINTENANCE ..................................................................................... 10 4-1.13B STOCKPILES .............................................................................................................. 11 5 CONTROL OF WORK .................................................................................................................. 12 5-1.01 GENERAL ......................................................................................................................... 12 ii 5-1.02 CONTRACT COMPONENTS ........................................................................................... 12 5-1.02A PRIVATE CONSTRUCTION PROJECTS COORDINATION AND INTERPRETATION OF PLANS ................................................................................................................................ 12 5-1.02B ENCROACHMENT PERMIT PLANS .......................................................................... 13 5-1.02C INSPECTION FOR ENCROACHMENT INTO PUBLIC RIGHT-OF-WAY ................... 13 5-1.02D SEQUENCING ............................................................................................................ 14 5-1.09 PARTNERING ................................................................................................................... 14 5-1.13 SUBCONTRACTING ........................................................................................................ 14 5-1.13A GENERAL ................................................................................................................... 14 5-1.17 CHARACTER OF WORKERS .......................................................................................... 14 5-1.20 COORDINATION WITH OTHER ENTITIES ...................................................................... 14 5-1.20B PERMITS. LICENSES, AGREEMENTS, AND CERTIFICATIONS ............................. 14 5-1.20B(4) CONTRACTOR–PROPERTY OWNER AGREEMENT ...................................... 14 5-1.20B(5) COMPLY WITH LOCAL, STATE AND FEDERAL REGULATIONS .................... 15 5-1.20C RAILROAD RELATIONS ............................................................................................ 15 5-1.20G CITY AUTHORIZATIONS AND PERMITS .................................................................. 15 5-1.23 SUBMITTALS .................................................................................................................... 16 5-1.23A GENERAL ................................................................................................................... 16 5-1.23B COORDINATION ........................................................................................................ 16 5-1.23C ORGANIZATION ......................................................................................................... 17 5-1.23D DEVIATION FROM CONTRACT ................................................................................ 17 5-1.23E SUBMITTAL COMPLETENESS .................................................................................. 17 5-1.23F SUBMITTAL PACKAGE .............................................................................................. 17 5-1.23G RETURNED SUBMITTALS ........................................................................................ 18 5-1.23H RESPONSIBILITY ...................................................................................................... 18 5-1.23I CHARGES FOR THIRD PARTY SUBMITTAL REVIEW ............................................... 19 5-1.26 CONSTRUCTION SURVEYS ........................................................................................... 19 5-1.26A GENERAL ................................................................................................................... 19 5-1.26B PAYMENT ................................................................................................................... 19 5-1.27 RECORDS ........................................................................................................................ 20 5-1.27E CHANGE ORDER BILLS ............................................................................................ 20 5-1.36 PROPERTY AND FACILITIES PRESERVATION ............................................................. 20 5-1.36A GENERAL ................................................................................................................... 20 5-1.36A(1) TRENCHLESS OPERATIONS ........................................................................... 21 5-1.38 MAINTENANCE AND PROTECTION RELIEF ................................................................. 21 5-1.39 DAMAGE REPAIR AND RESTORATION ......................................................................... 21 5-1.39A GENERAL ................................................................................................................... 21 5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION ..................................................... 21 5-1.43E ALTERNATIVE DISPUTE RESOLUTION ................................................................... 21 6 CONTROL OF MATERIALS ......................................................................................................... 22 6-1 GENERIAL ............................................................................................................................. 22 6-1.04 BUY AMERICA .............................................................................................................. 22 6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION ...................................... 22 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ................................................. 23 7-1 GENERAL .............................................................................................................................. 23 7-1.02 LAWS ............................................................................................................................ 23 7-1.02K LABOR CODE ......................................................................................................... 23 7-1.02K(1) GENERAL ....................................................................................................... 23 7-1.02K(3) CERTIFIED PAYROLL RECORDS (LABO R CODE 1776) ............................. 23 7-1.03 PUBLIC CONVENIENCE .............................................................................................. 23 7-1.03A PUBLIC NOTIFICATION ......................................................................................... 24 7-1.03A(1) STREET MAINTENANCE ............................................................................... 25 7-1.03A(2) STREET CLOSURE ....................................................................................... 25 iii 7-1.03A(3) NO PARKING .................................................................................................. 26 7-1.03B TRAFFIC CONTROL PLAN .................................................................................... 26 7-1.04 PUBLIC SAFETY ........................................................................................................... 27 7-1.06 INSURANCE ................................................................................................................. 27 7-1.06A GENERAL ............................................................................................................... 27 7-1.06B CITY CONTRACT ................................................................................................... 28 7-1.06C PRIVATE CONTRACT ............................................................................................ 32 8 PROSECUTION AND PROGRESS .............................................................................................. 33 8-1.02 SCHEDULE ....................................................................................................................... 33 8-1.02A GENERAL ................................................................................................................... 33 8-1.02A(1) PRIVATELY FUNDED ENCROACHMENT PERMITS, PROJECTS, TRACTS AND SUBDIVISIONS ............................................................................................................ 33 8-1.02B LEVEL 1 CRITICAL PATH METHOD SCHEDULE ...................................................... 34 8-1.02B(1) GENERAL ........................................................................................................... 34 8-1.02B(4) PAYMENT ........................................................................................................... 34 8-1.03 PRECONSTRUCTION CONFERENCE ............................................................................ 34 8-1.04 START OF JOB SITE ACTIVITIES ................................................................................... 34 8-1.04B STANDARD START .................................................................................................... 34 8-1.05 TIME .................................................................................................................................. 35 8-1.10 LIQUIDATED DAMAGES ................................................................................................. 35 8-1.10A GENERAL ................................................................................................................... 35 8-1.10B FAILURE TO COMPLETE WORK PARTS WITHIN SPECIFIED TIMES .................... 35 8-1.10B(1) FAILURE TO COORDINATE SIGNAL TURN-ONS, STRIPING AND SIGNING . 35 9 PAYMENT ...................................................................................................................................... 36 9-1.03 PAYMENT SCOPE ............................................................................................................ 36 9-1.04 FORCE ACCOUNT ........................................................................................................... 36 9-1.04A GENERAL ................................................................................................................... 36 9-1.04B LABOR ........................................................................................................................ 36 9-1.04D EQUIPMENT RENTAL ................................................................................................ 37 9-1.04D(1) GENERAL .......................................................................................................... 37 9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ................................ 37 9-1.16 PROGRESS PAYMENTS .................................................................................................. 37 9-1.16A GENERAL ................................................................................................................... 37 9-1.16C MATERIALS ON HAND .............................................................................................. 37 9-1.16E WITHHOLDS ............................................................................................................... 37 9-1.16E(2) PROGRESS WITHHOLDS ................................................................................. 37 9-1.16E(4) STOP NOTICE WITHHOLDS ............................................................................. 38 9-1.16F RETENTIONS ............................................................................................................. 38 9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE .............................................................. 38 9-1.17C PROPOSED FINAL ESTIMATE .................................................................................. 38 9-1.17D FINAL PAYMENT AND CLAIMS ................................................................................. 38 9-1.17D(1) GENERAL .......................................................................................................... 38 9-1.17D(2) CLAIM STATEMENT .......................................................................................... 38 9-1.17D(2)(A) GENERAL .................................................................................................. 38 9-1.17D(2)(D) WAIVER ..................................................................................................... 39 9-1.17D(3) FINAL DETERMINATION OF CLAIMS ............................................................... 39 9-1.22 ARBITRATION .................................................................................................................. 39 9-1.22 CLAIM RESOLUTION PROCEDURE .............................................................................. 39 9-1.23 CITY BILLING ................................................................................................................... 40 DIVISION II GENERAL CONSTRUCTION .......................................................................................... 41 12 TEMPORARY TRAFFIC CONTROL ........................................................................................... 41 iv 12-1 GENERAL ............................................................................................................................ 41 12-1.01 GENERAL ................................................................................................................... 41 12-1.03 FLAGGING COSTS ..................................................................................................... 41 12-1.04 TEMPORARY TRAFFIC CONTROL COSTS .............................................................. 41 12-8 TEMPORARY PAVEMENT DELINEATION ......................................................................... 41 12-8.01 GENERAL ................................................................................................................... 41 12-8.02 MATERIALS ................................................................................................................ 42 12-8.03 CONSTRUCTION ........................................................................................................ 42 13 WATER POLLUTION CONTROL ............................................................................................... 43 13-1 GENERAL ............................................................................................................................ 43 13-1.01 GENERAL ................................................................................................................... 43 13-1.01A SUMMARY ............................................................................................................ 43 13-1.01D QUALITY CONTROL AND ASSURANCE ............................................................. 44 13-1.01D(3) WATER POLLUTION CONTROL MANAGER .............................................. 44 13-1.01D(3)(A) GENERAL ............................................................................................ 44 13-1.04 PAYMENT ................................................................................................................ 44 13-3 STORM WATER POLLUTION PREVENTION PLAN .......................................................... 44 13-3.01 GENERAL ................................................................................................................... 44 14 ENVIRONMENTAL STEWARDSHIP .......................................................................................... 45 14-1 GENERAL ............................................................................................................................ 45 14-1.01 GENERAL ................................................................................................................... 45 14-2 CULTURAL RESOURCES .................................................................................................. 45 14-2.03 ARCHAEOLOGICAL MONITORING AREA ................................................................. 45 14-2.03A GENERAL ............................................................................................................. 45 14-11 HAZARDOUS WASTE A ND CONTAMINATION ............................................................... 46 14-11.01 GENERAL .................................................................................................................. 46 14-11.01B HAZARDOUS WAS TE MANAGEMENT PRACTICES ........................................ 46 14-11.01B(3) HEALTH AND SAFETY PLAN .................................................................... 46 14-11.02 CONSTRUCTION ...................................................................................................... 47 14-11.02B HAZARDOUS WAS TE MANAGEMENT PRACTICES ........................................ 47 14-11.02B(1) GROUNDWATE R ........................................................................................ 47 14-11.02F CITY – GENERATED HAZARDOUS WASTE ..................................................... 47 14-11.02F(4) PAYMENT ................................................................................................... 47 15 EXISTING FACILITIES ............................................................................................................... 48 15-1 GENERAL ............................................................................................................................ 48 15-1.03 CONSTRUCTION ........................................................................................................ 48 15-1.03A GENERAL ............................................................................................................. 48 15-1.03B REMOVING CONCRETE ..................................................................................... 48 15-1.03D ADJUST FRAMES, COVERS, GRATES AND MANHOLES ................................. 48 15-1.04 PAYMENT .................................................................................................................... 49 DIVISION III EARTHWORK AND LANDSCAPE ................................................................................. 50 17 GENERAL ................................................................................................................................... 50 17-1 GENERAL ............................................................................................................................ 50 17-1.01 GENERAL ................................................................................................................... 50 21 EROSION CONTROL ................................................................................................................. 50 21-1.02 MATERIALS .................................................................................................................... 50 21-1.02G SEED ........................................................................................................................ 50 DIVISION IV SUBBASES AND BASES .............................................................................................. 51 26 AGGREGATE BASES ................................................................................................................ 51 v 26-1.02 MATERIAL ...................................................................................................................... 51 26-1.02A GENERAL ................................................................................................................. 51 26-1.02D CLASS 2R AGGREGATE BASE (RECYCLED) ........................................................ 51 26-1.02E CLASS 3 AGGREGATE BASE (SAND) .................................................................... 52 26-1.02F CRUSHED ROCK ..................................................................................................... 52 26-1.02G SELECT BACKFILL MATERIAL (TRENCH BACKFILL SAND) ................................ 52 26-1.02H FLOAT ROCK (TRENCH BACKFILL) ....................................................................... 53 DIVISION V SURFACING AND PAVEMENTS .................................................................................... 54 37 BITUMINOUS SEALS ................................................................................................................. 54 37-1 GENERAL ............................................................................................................................ 54 37-1.01 GENERAL ................................................................................................................... 54 37-2 SEAL COATS ....................................................................................................................... 54 37-2.04 ASPHALTIC EMULSUON SEAL COAT ....................................................................... 54 37-2.04B NONPOLYMER ASPHALTIC EMULSION SEAL COAT ........................................ 54 37-2.04B(2) MATERIALS .................................................................................................. 54 37-2.04C POLYMER ASPHALTIC EMULSION SEAL COAT ................................................ 54 37-2.04C(2) MATERIALS .................................................................................................. 54 37-3 SLURRY SEAL AND MICRO-SURFACING ........................................................................ 54 37-3.01 GENERAL ................................................................................................................... 54 37-3.01D QUALITY CONTROL AND ASSURANCE ............................................................. 54 37-3.01D(1) GENERAL .................................................................................................... 54 37-3.03 CONSTRUCTION ........................................................................................................ 54 37-3.03D PLACING .............................................................................................................. 54 37-3.03D(1) GENERAL .................................................................................................... 54 37-3.03D(2) SURFACE PREPARATION .......................................................................... 55 37-3.03D(2)(A) GENERAL ............................................................................................ 55 37-3.03D(3) TEST STRIP ................................................................................................. 55 37-3.03D(3)(B) SLURRY SEAL .................................................................................... 55 37-3.03D(3)(C) MICRO-SURFACING ........................................................................... 55 37-3.03D(4) PLACEMENT ................................................................................................ 56 37-3.03D(4)(A) GENERAL ............................................................................................ 56 37-3.03D(4)(A)(I) GENERAL .................................................................................... 56 37-3.03D(4)(C) MICRO-SURFACING ........................................................................... 56 37-3.03D(4)(C)(III) FINISHED SURFACE ................................................................. 56 37-3.04 PAYMENT .................................................................................................................... 56 39 HOT MIX ASPHALT .................................................................................................................... 58 39-1 GENERAL ............................................................................................................................ 58 39-1.01 GENERAL ................................................................................................................... 58 39-1.02 MATERIALS ................................................................................................................ 58 39-1.02A TACK COAT .......................................................................................................... 58 39-1.02B ASPHALT BINDER ................................................................................................ 58 39-1.03 CONSTRUCTION ........................................................................................................ 58 39-1.04 PAYMENT .................................................................................................................... 58 39-2 HOT MIX ASPHALT ............................................................................................................. 58 39-2.01 GENERAL ................................................................................................................... 58 39-2.01A GENERAL ............................................................................................................. 58 39-2.01A(3) SUBMITTALS ................................................................................................ 58 39-2.01A(3)(B) JOB MIX FORMULA ............................................................................ 58 39-2.01A(3)(B)(I) GENERAL ..................................................................................... 58 39-2.01A(4) QUALITY ASSURANCE ............................................................................... 59 39-2.01A(4)(I) CITY ACCEPTANCE ............................................................................. 59 39-2.01A(4)(I)(II) IN-PLACE DENSITY ..................................................................... 59 vi 39-2.01A(I)(II)(A) ACCEPTANCE OF PRIVATE CONSTRUCTION ...................... 59 39-2.01B MATERIALS .......................................................................................................... 59 39-2.01B(9) GEOSYNTHETIC PAVMENT INTERLAYER ................................................ 59 39-2.01C CONSTRUCTION ................................................................................................. 59 39-2.01C(3) SURFACE PREPARATION .......................................................................... 59 39-2.01C(3)(A) GENERAL ............................................................................................ 59 42 GROOVE AND GRIND CONCRETE .......................................................................................... 62 42-3 GRINDING ........................................................................................................................... 62 42-3.03 CONSTRUCTION ........................................................................................................ 62 42-3.03A GENERAL ............................................................................................................. 62 42-3.03A(1) EQUIPMENT ................................................................................................ 62 42-3.03B PAVEMENT ........................................................................................................... 62 DIVISION VI STRUCTURES ................................................................................................................ 64 51 CONCRETE STRUCTURES ....................................................................................................... 64 51-1 GENERAL ............................................................................................................................ 64 51-1.02 MATERIALS ................................................................................................................ 64 51-1.02A GENERAL ............................................................................................................. 64 51-1.04 PAYMENT .................................................................................................................... 64 52 REINFORCEMENT ..................................................................................................................... 64 52-1 GENERAL ............................................................................................................................ 64 52-1.02 MATERIALS ................................................................................................................ 64 52-1.02B BAR REINFORCING ............................................................................................. 64 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES .............................................. 64 56-2 OVERHEAD SIGN STRUCTURES ...................................................................................... 64 56-2.01 GENERAL ................................................................................................................... 64 56-2.01C SUBMITTALS ........................................................................................................ 64 56-2.01C(3) QUALITY CONTROL PROGRAM ................................................................ 64 56-2.02 MATERIALS ................................................................................................................ 64 56-2.02B BARS, PLATES, SHAPES, AND STRUCTURAL TUBING ................................... 64 DIVISION VII DRAINAGE FACILITIES ................................................................................................ 65 64 PLASTIC PIPE ............................................................................................................................ 65 64-2 PLASTIC PIPE ..................................................................................................................... 65 64-2.02 MATERIALS ................................................................................................................ 65 64-2.02A GENERAL ............................................................................................................. 65 64-2.03 CONSTRUCTION ........................................................................................................ 65 64-2.04 PAYMENT .................................................................................................................... 65 66 CORRUGATED METAL PIPE ..................................................................................................... 65 DIVISION VIII MISCELLANEOUS CONSTRUCTION ......................................................................... 66 73 CONCRETE CURBS AND SIDEWALKS .................................................................................... 66 73-1 GENERAL ............................................................................................................................ 66 73-1.01 GENERAL ................................................................................................................... 66 73.1.02 MATERIAL ................................................................................................................... 66 73-1.02A GENERAL ............................................................................................................. 66 73-1.02B DETECTABLE WARNING SURFACE ................................................................... 66 73-1.03 CONSTRUCTION ........................................................................................................ 66 73-1.03A GENERAL ............................................................................................................. 66 73-1.03B SUBGRADE PREPARATION ................................................................................ 68 vii 73-1.03C FIXED FORMS ..................................................................................................... 68 73-1.03E CURING ................................................................................................................ 68 73-1.03F EXPANSION AND CONTRACTION JOINTS ........................................................ 68 73-1.03G BACKFILL AND CLEANUP ................................................................................... 69 73-1.03H ASPHALT CONCRETE PAVEMENT ..................................................................... 69 73-1.04 PAYMENT .................................................................................................................... 69 73-5 VILLAGE STYLE SIDEWALK – EXPOSED AGGREGATE ................................................ 69 73-5.01 GENERAL ................................................................................................................... 69 73-5.01A SUBMITTALS ........................................................................................................ 70 73-5.02 MATERIALS ................................................................................................................ 70 73-5.02A MORTAR ............................................................................................................... 70 73-5.02B GROUT ................................................................................................................. 70 73-5.02C SEED AGGREGATE ............................................................................................. 70 73-5.03 CONSTRUCTION ........................................................................................................ 70 73-4.03A SEED AGGREGATE ............................................................................................. 71 73-4.03B TILE ....................................................................................................................... 71 73-5.04 PAYMENT .................................................................................................................... 72 75 MISCELLANEOUS METAL ........................................................................................................ 73 75-1.02 MISCELLANEOUS IRON AND STEEL .......................................................................... 73 75-1.02A GENERAL ................................................................................................................. 73 77 LOCAL INFRASTRUCTURE ...................................................................................................... 74 77-1 EXCAVATION AND RESTORATION ................................................................................... 74 77-1.01 GENERAL ................................................................................................................... 74 77-1.02 MATERIALS ................................................................................................................ 75 77-1.02A BASE MATERIALS ................................................................................................ 75 77-1.02B SLURRY CEMENT BACKFILL (ONE SACK) ........................................................ 75 77-1.02C TRACER MATERIAL ............................................................................................. 75 77-1.02C(1) TAPE ............................................................................................................. 75 77-1.02C(2) WIRE ............................................................................................................ 75 77-1.02C(3) TRACTER MATERIAL TESTING .................................................................. 75 77-1.03 CONSTRUCTION ........................................................................................................ 75 77-1.03A EXCAVATION ........................................................................................................ 75 77-1.03A(1) UTILITIES ..................................................................................................... 75 77-1.03A(1)(A) WATERLINES ...................................................................................... 76 77-1.03A(1)(B) SEWERLINES ...................................................................................... 77 77-1.03A(2) TREE PROTECTION .................................................................................... 77 77-1.03A(2)(A) PROTECTION FENCES ...................................................................... 77 77-1.03A(2)(B) PRUNING ............................................................................................. 77 77-1.03A(2)(C) PARKING AND STORAGE OF BUILDING MATERIALS ..................... 77 77-1.03A(2)(D) DUMPING ............................................................................................ 77 77-1.03A(2)(E) HERBICIDE USE ................................................................................. 77 77-1.03A(2)(F) TRUNK PROTECTION ........................................................................ 78 77-1.03A(2)(G) EXCAVATION, GRADING, TRENCHING AND BORING ..................... 78 77-1.03A(2)(I) TREE REMOVALS ................................................................................ 78 77-1.03A(2)(J) TREE PROTECTION PLAN ................................................................. 78 77-1.03A(3) GROUNDWATER ......................................................................................... 79 77-1.03B TRENCH CONSTRUCTION ................................................................................. 79 77-1.03B(1) GENERAL ..................................................................................................... 79 77-1.03B(2) TRENCH BEDDING ...................................................................................... 80 77-1.03B(3) PIPE LAYING ................................................................................................ 80 77-1.03B(4) INITIAL BACKFILL ........................................................................................ 81 77-1.03B(5) SUBSEQUENT BACKFILL ........................................................................... 81 77-1.03B(6) COMPACTION .............................................................................................. 81 viii 77-1.03C TEMPORARY PAVING AND STEEL PLATES ...................................................... 81 77-1.03C(1) TEMPORARY PAVING ................................................................................. 81 77-1.03C(2) STEEL PLATES ............................................................................................ 81 77-1.03D SURFACE RESTORATION .................................................................................. 82 77-1.03D(1) PORTLAND CEMENT CONCRETE PAVEMENT ......................................... 83 77-1.03D(2) ASPHALT CONCRETE (AC) PAVEMENT .................................................... 83 77-1.03D(3) SIDEWALK, CURB AND GUTTER RESTORATION .................................... 84 77-1.03D(4) TRAFFIC STRIPES, PAVEMENT MARKINGS, AND PAVEMENT MARKERS .......................................................................................................................................... 84 77-1.04 PAYMENT .................................................................................................................... 84 77-2 WATERLINES ...................................................................................................................... 85 77-2.01 GENERAL ................................................................................................................... 85 77-2.02 MATERIALS ................................................................................................................ 85 77-2.02A GENERAL ............................................................................................................. 85 77-2.02B PIPE ...................................................................................................................... 85 77-2.02B(1) DUCTILE IRON PIPE ................................................................................... 85 77-2.02B(2) POLYVINYL CHLORIDE (PVC) PIPE ........................................................... 85 77-2.02B(3) POLYETHYLENE TUBING ........................................................................... 85 77-2.02B(4) SOLID SLEEVES .......................................................................................... 86 77-2.02B(2) HIGH DENSITY POLYETHYLENE (HDPE) .................................................. 86 77-2.02C JOINTS AND FITTINGS ....................................................................................... 87 77-2.02D VALVES ................................................................................................................. 87 77-2.02D(1) GATE VALVES (3 INCH TO 8 INCH) ............................................................ 87 77-2.02D(2) BUTTERFLY VALVES (10 INCH TO 24 INCH) ............................................. 88 77-2.02D(3) CHECK VALVES ........................................................................................... 88 77-2.02D(4) AIR RELEASE VALVES ................................................................................ 89 77-2.02E CHLORINE ............................................................................................................ 89 77-2.03 CONSTRUCTION ........................................................................................................ 89 77-2.03A PIPE LAYING ........................................................................................................ 89 77-2.03A(1) ASBESTOS CEMENT PIPE ......................................................................... 89 77-2.03A(2) POLY VINYL CHLORIDE (PVC) PIPE INSTALLATION ................................ 89 77-2.03B JOINTS AND FITTINGS ........................................................................................ 89 77-2.03B(1) MECHANICAL JOINTS ................................................................................. 90 77-2.03B(2) COMPRESSED GASKET JOINTS ............................................................... 90 77-2.03B(3) FLANGED JOINTS ....................................................................................... 90 77-2.03B(4) FLEXIBLE COUPLINGS ............................................................................... 90 77-2.03C FIRE HYDRANT ................................................................................................... 91 77-2.03D VALVES AND VALVE WELLS ............................................................................... 91 77-2.02E HAND WHEELS .................................................................................................... 91 77-2.03F WATER SERVICES ............................................................................................... 91 77-2.02G TAPPING SLEEVES ............................................................................................. 91 77-2.03H EXISTING WATER PIPES .................................................................................... 91 77-2.03H(1) ABANDONMENT OF WATERLINES ............................................................ 92 77-2.03H(2) COORDINATION AND NOTIFICATION ....................................................... 92 77-2.03I COMPLIANCE WITH PUBLIC HEALTH CODE ..................................................... 93 77-2.03J TESTING ............................................................................................................... 93 77-2.03J(1) SAMPLING .................................................................................................... 94 77-2.03J(2) FLUSHING .................................................................................................... 94 77-2.03J(3) DISINFECTION ............................................................................................. 94 77-2.03J(4) PRESSURE ................................................................................................... 95 77-2.04 PAYMENT .................................................................................................................... 95 77-3 SEWERS .............................................................................................................................. 97 77-3.01 GENERAL ................................................................................................................... 97 77-3.02 MATERIALS ................................................................................................................ 97 ix 77-3.02A PIPE ...................................................................................................................... 97 77-3.02A(1) GENERAL ..................................................................................................... 97 77-3.02A(2) HIGH DENSITY POLYETHYLENE (HDPE) .................................................. 97 77-3.02A(3) POLYVINYL CHLORIDE (PVC) PIPE ........................................................... 98 77-3.02A(3)(A) PVC PIPE 4 TO 15 INCH DIAMETER ................................................. 98 77-3.02A(3)(B) PVC PIPE 18 TO 27 INCH DIAMETER ............................................... 99 77-3.02A(3)(C) PVC PIPE 30 TO 48 INCH DIAMETER ............................................... 99 77-3.02A(4) DUCTILE IRON PIPE ................................................................................... 99 77-3.02A(5) SEWER LATERAL PIPE ............................................................................... 99 77-3.02B JOINTS AND FITTINGS ........................................................................................ 99 77-3.02B(1) HDPE ............................................................................................................ 99 77-3.02B(2) PVC ............................................................................................................ 100 77-3.02B(3) DUCTILE IRON .......................................................................................... 100 77-3.02B(4) REPAIR JOINT ........................................................................................... 100 77-3.02B(5) SEWER LATERAL JOINTS (NEW AND REPLACEMENT) ........................ 100 77-3.02C CONCRETE ........................................................................................................ 100 77-3.02D MORTAR ............................................................................................................. 101 77-3.03 CONSTRUCTION ...................................................................................................... 101 77-3.03A PIPE INSTALLATION .......................................................................................... 101 77-3.03A(1) PIPE LAYING .............................................................................................. 101 77-3.03A(2) PIPE BURSTING AND REAMING .............................................................. 101 77-3.03A(3) HDPE PIPE JOINT ..................................................................................... 102 77-3.03B SAND TRAPS ..................................................................................................... 103 77-3.03C BYPASS PUMPING ............................................................................................ 103 77-3.03D MANHOLES ........................................................................................................ 103 77-3.03E SEWER LATERALS ............................................................................................ 103 77-3.03F EXISTING SEWER ............................................................................................. 104 77-3.03F(1) EXISTING MANHOLES .............................................................................. 104 77-3.03F(2) ABANDONMENT OF SEWERLINES .......................................................... 104 77-3.03F(3) REPAIR ....................................................................................................... 104 77-3.03G TESTING ............................................................................................................ 105 77-3.03G(1) AIR TEST .................................................................................................... 105 77-3.03G(2) DEFLECTION ............................................................................................. 107 77-3.03G(3) TELEVISION INSPECTION ....................................................................... 108 77-3.03G(4) PVC JOINTS .............................................................................................. 108 77-3.03G(5) TESTING OF FORCE MAINS .................................................................... 108 77-3.03H CLEANING .......................................................................................................... 108 77-3.04 PAYMENT .................................................................................................................. 109 77-4 STORM DRAINS ................................................................................................................ 110 77-4.01 GENERAL ................................................................................................................. 110 77-4.02 MATERIALS .............................................................................................................. 110 77-4.02A PIPE .................................................................................................................... 110 77-4.02A(2) HIGH DENSITY POLYETHYLENE (HDPE) ................................................ 110 77-4.02B JOINTS AND FITTINGS ...................................................................................... 110 77-4.02B(1) HDPE .......................................................................................................... 11 0 77-4.02C CONCRETE ........................................................................................................ 110 77-4.03E CATCH BASINS .................................................................................................. 110 77-4.03G TESTING ............................................................................................................ 111 77-4.03G(1) AIR TEST .................................................................................................... 111 77-4.04 PAYMENT .................................................................................................................. 111 77-5 MINOR ELECTRICAL ........................................................................................................ 112 77-5.01 GENERAL ................................................................................................................. 112 77-5.02 MATERIALS .............................................................................................................. 112 77-5.02A LED LUMINARIES .............................................................................................. 112 x 77-5.03 CONSTRUCTION ...................................................................................................... 112 77-5.04 PAYMENT .................................................................................................................. 112 78 INCIDENTAL CONSTRUCTION ............................................................................................... 113 78-2 SURVEY MONUMENTS .................................................................................................... 113 78-2.01 GENERAL ................................................................................................................. 113 78-2.02 MATERIALS .............................................................................................................. 113 78-2.03 CONSTRUCTION ...................................................................................................... 113 78-2.04 PAYMENT .................................................................................................................. 113 84 MARKINGS ............................................................................................................................... 114 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS .......................................................... 114 84-2.01 GENERAL ................................................................................................................. 114 84-2.01A SUMMARY .......................................................................................................... 114 84-2.01B DEFINITIONS ..................................................................................................... 114 84-2.03 CONSTRUCTION ...................................................................................................... 114 84-2.03C APPLICATION OF STRIPES AND MARKINGS .................................................. 114 84-2.04 PAYMENT .................................................................................................................. 114 84-9 EXISTING MARKINGS ...................................................................................................... 115 84-9.03 CONSTRUCTION ...................................................................................................... 115 84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERS ............................. 115 DIVISION X MATERIALS .................................................................................................................. 116 90 CONCRETE .............................................................................................................................. 116 90-1 GENERAL .......................................................................................................................... 116 91-1.01 GENERAL ................................................................................................................. 116 90-1.01B DEFINITIONS ..................................................................................................... 116 90-1.01D QUALITY ASSURNACE ..................................................................................... 116 90-1.01D(1) GENERAL .................................................................................................. 116 1 STANDARD SPECIFICATIONS These Standard Specifications are to be used in conjunction with the State of California, Department of Transportation Standard Specifications and Standard Plans dated 2015. In absence of revision by these Standard Specifications, comply with the State of California Department of Transportation Standard Specifications dated 2015. DIVISION I GENERAL PROVISIONS 1 GENERAL 1-1.01 GENERAL Add to 1st paragraph in Section 1-1.01. When counting paragraphs, individually numbered items and tables are part of the preceding paragraph. Replace the 8th paragraph of Section 1-1.01 with: The Engineer will number bid items consecutively and uniquely for each contract. 1-1.05 REFERENCES Replace the 4th paragraph of Section 1-1.05 with: Where a section number is referenced without a reference to a document, the reference is to a section of the 2015 State Standard Specifications as revised by the City Standard Specifications and Special Provisions. 1-1.07 DEFINITIONS 1-1.07B Glossary Add to Section 1-1.07B or Replace if defined in Section 1-1.07B with: Architect: The Engineer as defined in this Section. Bid Item List: The Bid Item List is found in the bid forms. City: City of Arroyo Grande Department of Transportation: The City of Arroyo Grande Community Development Department. Department: The City of Arroyo Grande Community Development Department. Director: The City of Arroyo Grande Public Works Director or designee. The Village Core Downtown: The Village Core Downtown is that area of: 2 1. East Branch Street that is bounded by Wesley Street, Traffic Way, and Whitley Street as projected to Le Point Street; and 2. Bridge Street from East Branch Street to Nelson Street. Engineering Standards: The current City of Arroyo Grande Engineering Standards Engineer: The City Engineer or Director of Public Works of the City of Arroyo Grande, acting either directly or through properly authorized agents, the agents acting within the scope of the particular duties delegated to them. Holiday: Holiday shown in the following table: Holiday Date Observed Sunday Every Sunday New Year’s Day January 1st Birthday of Martin Luther King, Jr. 3rd Monday in January Lincolns Birthday 2nd Friday in February Presidents Day 3rd Monday in February Memorial Day Last Monday in May Independence Day July 4th Labor Day 1st Monday in September Veterans Day November 11th Thanksgiving Day 4th Thursday in November Day after Thanksgiving Day after Thanksgiving Day Day before Christmas Day Last working day prior to Christmas Day Christmas Day December 25th or first working day after Day before New Year’s Day Last working day prior to New Year’s Day If January 1st, July 4th, November 11th, or December 25th falls on a Sunday, the Monday following is a holiday. If November 11th falls on a Saturday, the preceding Friday is a holiday. Laboratory: The City or a designated laboratory authorized by the City to test materials and work involved in the contract. Landscape Architect: The Engineer as defined in this Section. Village Style Sidewalk District: That area of: 1. Branch Street from Traffic Way to Tally Ho Creek 2. Bridge Street from Branch Street to Nelson Street 3. Downtown district Must have exposed aggregate Village Style Sidewalk. Other areas within the Village Core Downtown and Mixed Use districts may have exposed aggregate sidewalks or conventional concrete, as approved by the City. (Design Guidelines and Standards for the Historic Character Overlay District (D-2.4)) MUTCD: The most current version of the California Manual on Uniform Traffic Control Devices. Office of Structure Design: The Office of the City Engineer at the address located in the Special Provisions for the submission of bids. 3 Plans: 1. Project Plans: Drawings specific to the project, including authorized shop drawings. 2. Engineering Standards: Drawing standard to City of Arroyo Grande. 3. Standard Plans: Drawing standard to Caltrans. Scheduled Completion Date: Planned work completion date shown on the current schedule. Specifications: The directions, provisions and requirements contained in the City of Arroyo Grande, Standard Specifications and Engineering Standards as supplemented by the Special Provisions. Whenever the term “these specifications” or “these Standard Specifications” is used in this book, it means the provisions set forth in this book, in conjunction with, by reference, the edition of the State Standard Specifications as referenced in the beginning of this book. The Department of Transportation publications entitled Labor Surcharge and Equipment Rental Rates and General Prevailing Wage Rates are to be considered as a part of the Special Provisions. State: The City of Arroyo Grande Community Development Department. State of California: The City of Arroyo Grande Community Development. State Standard Specifications: Means the Standard Specifications of the California Department of Transportation, Business and Transportation Agency, dated 2015 1-1.08 DISTRICTS Delete Section 1-1.08. 1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS Add to Section 1-1.11: Reference Web Site Address Telephone Number City of Arroyo Grande www.arroyogrande.org 300 East Branch Street Arroyo Grande, CA 93420 (805) 473-5420 1-1.12 MISCELLANY Replace 1st paragraph of Section 1-1.12 with: Make checks and bonds payable to the City of Arroyo Grande. 4 2 BIDDING 2-1.06 BID DOCUMENTS 2-1.06A General Replace Section 2-1.06A with: Standard Specifications and Standard Plans are available for review on the City’s web site or at the City Public Works Office. Obtain bid packages including plans and specifications at the City Public Works Office. 2-1.06B Supplemental Project Information Replace Section 2-1.06B with: Your attention is directed to the Special Provisions for the specific project regarding additional information that may be available. 2-1.12 DISADVANTAGED BUSINESS ENTERPRISES 2-1.12A General Add to Section 2-1.12A: This Section is applicable to federally funded projects and only as directed in the Special Provisions. 2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES 2-1.15A General Add to Section 2-1.15A: This Section is applicable only as directed in the Special Provisions. 2-1.18 SMALL BUSINESSAND NON–SMALL BUSINESS SUBCONTRACTOR PREFERENCES 2-1.18A General Add to Section 2-1.18A: This Section is applicable only as directed in the Special Provisions. 2-1.27 CALIFORNIA COMPANIES Delete Section 2-1.27. 2-1.31 OPT OUT OF PAYTMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS Delete Section 2-1.31. 2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL 2-1.33A General Add to Section 2-1.33A: Any items of work that do not have a distinct pay item are included in other items of work paid and no additional compensation will be allowed. 5 Bids must have all spaces for bid prices and totals filled in. In the case of arithmetic discrepancy between item prices and total prices, item prices prevail over total prices. Submit bid as directed in the notice to bidders. On the Subcontractor List, you must submit each subcontracted bid item number and corresponding percentage with your bid. Failure to do so results in a nonresponsive bid. Furnish bid using blank forms provided in the Special Provisions. Bid must include all forms and must be signed by the bidder. Subcontractor List and percentage of each item subcontracted must be provided with the bid, on the List of Subcontractors form provided herein. 2-1.33B Electronic Bids Delete Section 2-1.33B 2-1.33D Bid Form Submittal Schedules 2-1.33D(1) General Add to Section 2-1.33(D)1: Submit your bid: 1. Under sealed cover marked outside of the envelope containing the bid in compliance with the instructions contained in the notice to bidders. 2. No bid will be considered unless accompanied by one of the following: a. Certified check b. Cashier’s check c. Bidder’s bond must comply with Section 2-1.34 If the bid is made by an individual, the individual’s name and mailing address must be shown. If made by a firm or a partnership, the name and mailing address of each member of the firm or partnership must be shown. If made by a corporation, the bid must show the name of the state under the laws of which the corporation was chartered, and the: 1. Names 2. Titles 3. Business addresses Of the: 1. President 2. Secretary 3. Treasurer 2-1.40 BID DOCUMENT COMPLETION AND SUBMITTAL Delete the 2nd paragraph in Section 2-1.40 6 3 CONTRACT AWARD AND EXECUTION 3-1.04 CONTRACT AWARD Replace Section 3-1.04 with: If the City awards the contract, the award will be made to the lowest responsive bid submitted by a responsible bidder within 60 calendar days. 3-1.04A Bid Protest Bid protest procedure is defined in the notice to bidders. 3-1.04B Additive/Deductive Contract Award When the bid form includes additive or deductive alternates, the Engineer will determine the lowest bid as defined in the Special Provisions. If no method is defined in the Special Provisions, the lowest bid is determined on the base price without consideration for the prices of the additive or deductive alternates in compliance with Section 20103.8 of the Public Contract Code. The City reserves the right to award or not award the contract including or omitting the alternates. Determination as to whether or not the alternates are included in the contract will be made by the City. All requirements in the contract apply to the work required to complete the alternates. 3-1.05 CONTRACT BONDS Replace Section 3-1.05 with: Furnish two good and sufficient bonds to the City of Arroyo Grande, California. Each bond must be in the amount equal to one hundred percent of the total contract price. One bond is for payment of claims for labor and materials, and the other bond for faithful performance. Only bonds from companies that are "Admitted" to do business in California will be acceptable to the City. Bonding companies must be on the Department of Treasuries approved list in Circular 570. Bonds must remain in full force during the guaranty period. Bond forms, penal sums. Within the time period set forth in the Contract Documents and prior to commencing the Work on the Project, the Contractor shall file with the Agency good and sufficient labor and material payment bond (Payment Bond) and performance bond (Performance Bond) in the amount of one hundred percent (100%) of the Contract Sum covering performance of the Work other than the professional design services portion of the Work. The Performance Bond and Payment Bond shall be in the form required by the Contract Documents. The amounts of the Payment Bond and Performance Bond shall be increased as, when and in the amount of any Change Orders that are executed increasing the Contract Sum, the Contract shall, upon request by the Agency, provide evidence of such increases. Should the Payment Bond or Performance Bond or any Surety on such bond become or be determined by the Agency to be insufficient, it shall be replaced within ten Days by a bond that fully complies with the requirements of this Paragraph. No further payments to the Contract for the Work performed shall be made or due until the Contractor has fully complied with the requirements of this Paragraph. 7 Duration. The Payment Bond shall remain in effect until Acceptance of the Work and payment of all stop notices and Claims by the Contractor or the Subcontractors, of any Tier, have been satisfied. The Performance Bond shall remain in effect and assure faithful performance of all the Contractor’s obligations under the Contract Documents, including, without limitation, all obligations that survive Final Completion or termination, such as, but not limited to, the Contractor’s warranty, commissioning and indemnity obligations. Surety. At the time the Contract is signed and at all times thereafter until Final Payment has been made by the Agency, the Surety on the Payment Bond shall be an Admitted Surety and the Surety on the Performance Bond shall be a licensed Surety in good standing with the California Department of Insurance, and having an A.M. Best's Insurance Rating of not less than A-: VI. Premiums. The premiums for all bonds are included in the Contract Sum and shall be paid by the Contractor. Obligee. The Payment Bond and Performance Bond shall each name the Agency as obligee. All bonds purchased by the Subcontractors shall name the Contractor and the Agency as dual obligees. No exoneration. Changes, Change Orders, Unilateral Change Orders, Field Orders, Modifications and adjustments to the Contract Sum or Contract Time shall in no way release or exonerate the Contractor or its Surety from their obligations, and notice thereof shall be waived by the Surety. The foregoing provision shall be included in the terms of the Payment Bond, Performance Bond and any bonds obtained by the Subcontractors. Communications. The Agency shall have the right to communicate with the Contractor’s sureties with respect to matters that are related to the Contractor’s performance of its obligations under the Contract Documents. The Contractor shall be provided with a copy of all such written communications. Such communications shall not create, or be interpreted as creating, any contractual relationship between the Agency and the Surety. No limitation. The requirements of this Paragraph pertaining to the Performance Bond and the Payment Bond shall be without limitation to any other obligations the Contractor may have under Applicable Law to provide bonding for the benefit of and to assure payment to the Subcontractors or Subconsultants performing the Work for the Project. 3-1.05A Encroachment Permit Bond Encroachment Permits issued by the City are not effective for any purpose until the permittee files with the City a surety bond, when required by the Engineer, in the form and amount required by the City's Municipal Code. A surety bond is not ordinarily required of any public corporation or utility but will be required of any utility that fails to meet any obligation arising out of the work permitted or done under an Encroachment Permit or fails to maintain its plant, work, or facilities. The surety bond must remain in force for a period of one (1) year after acceptance of the work by the City. 3-1.08 SMALL BUSINESS PARTICIPATION REPORT Delete Section 3-1.08. 8 3-1.11 PAYEE DATA RECORD Delete Section 3-1.11. 3-1.18 CONTRACT EXECUTION Replace Section 3-1.18 with: The successful bidder must sign the contract and deliver to the Engineer: 1. Signed contract 2. Contract bonds 3. Insurance policies The Engineer must receive these documents before the 10th business day after the bidder receives the contract. The bidder’s security may be forfeited for failure to execute the contract and provide the Engineer with all documents within the time specified 3-1.18A Encroachment Permit Any encroachment permit application can be denied and once issued can be: 1. Modified 2. Revised 3. Revoked At any time, without prejudice, to prior rights including those evidenced by: 1. Joint use agreements 2. Franchise rights 3. Reserved rights 4. Any other agreements for operating purposes in the public right-of-way. If, in the opinion of the Engineer, you have violated any of the conditions of the permit, including but not limited to: 1. Work hours 2. Traffic control 3. Time of completion 4. Air pollution control 5. Water pollution control 6. Engineering Standardss 7. Engineer’s directive The permit will be revoked. You are responsible to obtain a new permit including repayment of fees. You are responsible to reimburse the City for any costs incurred to maintain the work site until a new permit can be obtained and the work completed. If you violate any condition of any permit twice within any five-year period you will be prohibited from working within the right-of- way for a period of two years following the completion of the project during which the second violation occurred. No party other than the named permittee or their agents may work under any permit. Excavations must be restored to the applicable Engineering Standard within 4 weeks of removal of the existing surface improvement or after one week where no work is completed within excavation, whichever is less. 9 If any: 1. Street 2. Sidewalk or 3. Driveway Is not reconstructed within the time limit set forth in this section the City reserves the right to complete the repair with its own or contract forces and obtain reimbursement from you in compliance with Section 9-1.23. Temporary paving must comply with Section 77-1.03C. Unless otherwise stated on the permit or other separate written agreement, all costs incurred for work within the public right-of-way pursuant to this Encroachment Permit are borne by the permittee, and permittee hereby waives all claims for indemnification or contribution from the City for such work. This permit is not in effect for any purpose until the permittee files with the City a surety bond when required by the Engineer in the form and amount required by the City's Municipal Code. The bond must remain in force for a period of one year after acceptance of the work by the City. This permit is issued with the understanding that any particular action is not to be considered as establishing any precedent: 1. On the question of the expediency of permitting any certain kind of encroachment to be erected within the public right-of-way; or 2. As to any utility of the acceptability of any such permits as to any other or future situation. Permittee understands and agrees that whenever permitted facilities conflicts with future City: 1. Improvements 2. Projects 3. New construction 4. Reconstruction 5. Maintenance In the public right-of-way, the facilities must be: 1. Relocated 2. Removed 3. Modified 4. Adjusted 5. As directed by the City At permittee’s sole expense. 10 4 SCOPE OF WORK 4-1.02 INTENT Add to Section 4-1.02. You are responsible to obtain a copy of the plans and current applicable standards and specifications and keep them at the job site for reference. You must maintain on the job site information on the manufacturer’s recommendation for installation or application when that information exists. 4-1.05 CHANGES AND EXTRA WORK 4-1.05A General Add to Section 4-1.05A. In instances where you and the City dispute that certain work is: 1. Extra work or 2. A change in the character of the work You are responsible to obtain, from the Engineer, for the disputed work daily agreement on: 1. Labor 2. Materials 3. Equipment Both parties daily must sign the agreements. Maintain and submit these records in compliance with: 1. Section 5-1.27E 2. Section 5-1.43 Daily agreement by the Engineer for disputed work items does not constitute agreement to pay for disputed work. 4-1.05A(1) Cost Request Bulletin (CRB) The Engineer may during the course of the work, issue Cost Request Bulletin (CRB) describing work that may increase or delete work from the contract. Respond to the CRB in a thorough and timely manner identifying separately and fully all costs of the proposed addition or deleted work as described in the CRB and how the work change impacts critical path and contract completion date. Failure to respond within two weeks to CRB will not constitute justification for a time extension to the project. Failure to adequately describe the full cost associated with the CRB will not be justification for additional compensation at a later date. 4-1.07 VALUE ENGINEERING Add to Section 4-1.07. This Section is applicable only as directed in the Special Provisions. 4-1.13 CLEANUP Add to Section 4-1.13. 4-1.13A Work Site Maintenance You agree, by acceptance of a contract or issuance of permit, to properly maintain the work site in a: 11 1. Safe 2. Clean 3. Neat Condition at all times. Prior to the end of each workday you must remove all equipment and construction materials from the public right-of-way. The public right-off-way must be clean of any construction materials including but not limited to: 1. Concrete 2. Oils 3. Asphalt 4. Sand 5. Aggregate 6. Base At the direction of the Engineer, use a self-loading motor street sweeper with spray nozzles to clean the right-of-way. Do not use street sweepers or blowers that use high velocity air to disperse or blow contaminants out of project area. Clean project area and surrounding perimeter including any other area impacted by this work. Any traffic stripes or pavement markings that are removed or obliterated during work must be replaced with temporary tape, markers, or paint prior to opening the area to traffic. This maintenance and repair responsibility will run for the life of the encroachment and guarantee period. Replace with permanent striping and pavement markings in compliance with Section 84-1.03E. 4-1.13B Stockpiles Keep stockpile materials in the street to a minimum and remove by the end of each work day. Sweeping is required to remove stockpile residue either by hand, or at the direction of the Engineer, by mechanical street sweeper. Provisions must be made for controlling dust, arising for whatever reason, from stockpile materials. You are responsible for maintaining all stockpile areas in a neat and dust-free condition, with adequate stormwater controls. 12 5 CONTROL OF WORK 5-1.01 GENERAL Replace the 9th paragraph in Section 5-1.01 with: Whenever you change the normal agreed-to hours of work you must provide 24-hour notice to the Engineer. The Engineer may or may not approve such a change. If the change is not approved or work is allowed but no inspection will be available any work you perform outside the normal hours of work and in the absence of the Engineer will be subject to rejection. Normal hours of work fall between 7:00 A.M. and 5:00 P.M. Monday through Friday excluding City holidays. Obtain approval from the Engineer and Community Development Director for any work between the hours of 5 P.M. and 7 A.M. Add to Section 5-1.01. Adjustments to working hours may be imposed due to public traffic impacts in compliance with section 7-1.03B. 5-1.02 CONTRACT COMPONENTS Replace Section 5-1.02 with: A component in one contract part applies as if appearing in each. The parts are complementary and describe and provide for complete work. These Standard Specifications work in conjunction with: 1. Project plans 2. Engineering Standards 3. Standard plans 4. Manufacturer’s recommendations Where materials and methods are specified, details in plans and standards are to be consulted to provide full information needed to complete installations. If a discrepancy exists, the governing ranking of contract parts in descending order is: 1. Project Special Provisions 2. Project plans 3. City Engineering Standards 4. City Standard Specifications 5. State Standard Specifications 6. State standard plans Where manufacturer's recommendations for installation are more stringent than those prescribed in the Standard Specifications or the Special Provisions, the manufacturer's recommendations will take precedence. This condition may be waived at the discretion of the Engineer. Working drawings must be submitted in compliance with the provisions in Section 5-1.23. 5-1.02A Private Construction Projects Coordination and Interpretation of Plans When private construction: 13 1. Project plans, or 2. Project Special Provisions Conflict with: 1. City Engineering Standards, or 2. City Standard Specifications In these cases: 1. City Engineering Standards 2. City Standard Specifications Govern unless an approved exception is noted on the cover sheet of the approved plans or listed on the encroachment permit. 5-1.02B Encroachment Permit Plans For installation of all: 1. Underground facilities 2. All surface work 3. Other activity of consequence The permittee must furnish three (3) sets of plans showing: 1. Location 2. Construction 3. Other activity For underground mainline facilities work, the permittee must submit a complete set of “record drawings”, prepared by a registered civil engineer, for review and approval prior to placing facility into operation and signing of the final inspection Building or Encroachment Permit. Any change to the approved plan must be reviewed and approved by the design engineer and the Engineer and the change will not be authorized without the written concurrence of the owner for which the facility is being constructed. Place facility line markers or notification markers flush with the finished surface. Do not create a pedestrian trip or slip hazard. Markers are the responsibility of the owner of the facility to maintain. New facilities must maintain a clearance of five feet to existing City facilities unless otherwise authorized in writing by the Engineer. Failure to comply with this condition will result in a revocation of the encroachment permit at the time it is discovered by the Engineer. You are responsible to remove or relocate the facility at no cost to the City. 5-1.02C Inspection for Encroachment into Public Right-of-Way Before starting work notify the Engineer two working days prior to initial start of work. When work has been interrupted for more than five working days, provide the Engineer with one working day notification before restarting work. Unless otherwise specified, all work requiring inspection must be performed on weekdays, excluding holidays, during the normal working hours in compliance with Section 5-1.01. Work is subject to: 1. Monitoring 2. Inspection 3. Approval 14 By the Engineer. The Engineer must receive all inspection requests at least one working day prior to the need for inspection. You must request a final inspection and acceptance of the work. The Engineer reserves the right to require work completed without inspection to be removed and reconstructed with inspection. 5-1.02D Sequencing Work within any block must be finished and the right-of-way completely restored (including finished pavement) prior to commencing work at any other permitted location or along any other portion of a permitted route. The Engineer may grant exceptions for permitted activities with low impacts to traffic (e.g. directional bore). 5-1.09 PARTNERING Delete Section 5-1.09. 5-1.13 SUBCONTRACTING 5-1.13A General Replace 5th paragraph in Section 5-1.13A with: Perform work equaling at least 50 percent of the value of the original total bid with your: 1. Employees 2. Equipment 3. Rental equipment with operator 4. Rental equipment without operators Excluding items designated with an “S” on the Bid Item List. “S” indicates specialty items of work. The value of specialty items of work is not included in the calculation. 5-1.17 CHARACTER OF WORKERS Add to Section 5-1.17. If in the opinion of the Engineer, you or an employee fail to comply with contract provisions after receiving either written or oral direction, at the discretion of the Engineer, that person must not again be employed on the work or project. 5-1.20 COORDINATION WITH OTHER ENTITIES 5-1.20B Permits. Licenses, Agreements, and Certifications 5-1.20B(4) Contractor–Property Owner Agreement Add to Section 5-1.20B(4). Review the City of Arroyo Grande's Construction Code and Municipal Code dealing with the stockpiling of materials in the City. Dispose of all materials in a legal manner. Prior to use, furnish the Engineer evidence that properties have required: 1. Permits 2. Licenses 3. Clearances To be a construction yard and a temporary storage site for stockpiling. 15 5-1.20B(5) Comply with Local, State and Federal Regulations Add to Section 5-1.20B. You are responsible to comply with: 1. Local 2. State 3. Federal Regulations regarding: 1. Air pollution 2. Water pollution 3. Proper disposal of materials In compliance with the Standard Specifications. Should you fail to meet the requirements of a permit or regulation as it pertains to work for the City, and the City has notice of an impending fine or mitigation measure against the City, the City will withhold payment or portions of payment in compliance with Section 9-1.16E in an amount sufficient to satisfy any fine or mitigation measure that may be imposed on the City in addition to any other retention held. Encroachment permittee’s are required to obtain all necessary permits and clearances including authorizations required from: 1. Public Utilities Commission 2. Railroad company 3. OSHA 4. Other public agency 5. Regulatory authority Having jurisdiction. Failure to comply is cause to revoke encroachment permit. 5-1.20C Railroad Relations Replace Section 5-1.20C with: If the Contract includes an agreement with a railroad company, the City makes the provisions of the agreement available in the Information Handout in the document titled "Railroad Relations and Insurance Requirements." Comply with the requirements in the document. 5-1.20G City Authorizations and Permits Add to Section 5-1.20. A Five Cities Fire Authority permit is required prior to crossing any liquid petroleum or high pressure gas main. If a prior encroachment conflicts with the proposed work, you must arrange for any necessary removal or relocation with the prior permittee. Any such removal or relocation will be at no expense to the City. Before using explosives in work, you must receive authorization from the Engineer and obtain a permit for use from the Five Cities Fire Authority. You may also be required to increase the amount of insurance coverage if, in the opinion of the Engineer, your insurance does not include sufficient coverage for use of explosives. 16 5-1.23 SUBMITTALS Replace Section 5-1.23 with: 5-1.23A General Submittals are required for: 1. Materials and equipment not specified by standards, or a trade name and number 2. For working drawings. Submittals are also required when specified in the contract documents. Where products are clearly identified by standards or trade names and no substitution is proposed, no submittal is required. Submit adequate descriptive information, from which the Engineer can determine if the proposed: 1. Materials 2. Equipment 3. Working drawings Are in compliance to the design concept and in compliance with the contract documents. Submittal must consist of: 1. Drawings 2. Specifications 3. Calculations 4. Descriptive data 5. Certificates 6. Samples 7. MSDS sheets 8. Test results 9. Information required in the specifications. Submittal will be reviewed for general compliance with the design concept and general compliance with the information given in the contract documents. Submittals will not be review for: 1. Quantities 2. Dimensions 3. Coordination with the work of other trades 4. Construction safety precautions All of which are your sole responsibility. Review of a specific item does not indicate acceptance of an assembly of which the item is a component. The Engineer and contract designer are not required to review and will not be responsible for any deviations from the contract documents not clearly noted. Partial submittals and partial grouped submittals will not be reviewed. 5-1.23B Coordination You must furnish submittals to the Engineer. You must: 1. Coordinate 2. Compile 3. Submit All required submittals from suppliers and subcontractors to the Engineer. All communications between you and a contract designer must be written and submitted to the Engineer to furnish to contract designer. 17 5-1.23C Organization Submittals must be accompanied with a transmittal. Transmittal must include: 1. Submittal number 2. Brief description of the submittal 3. Submittal log The submittal number is a unique number in the following formant: XXXXX-YY-ZZ X is equal the project’s specification number. Project specification number can be found in the project’s Special Provisions. Y is equal to the submittal item number. The submittal item number is a unique number and sequentially assigned for each specific: 1. Item 2. Class of material 3. Equipment 4. Items specified in separate Sections Z is equal to the number of times the submittal item has been furnished to the Engineer for review. Start at 01 for the initial review and increment 1 integer larger for each subsequent resubmittal. A submittal log must accompany each submit tal showing all know past and future submittals and current status. 5-1.23D Deviation from Contract If you propose to provide any: 1. Material 2. Equipment 3. Working drawings Which deviates from the contract requirements, indicate this on the transmittal form accompanying the submittal. In the transmittal provide a brief description of submittal and why the deviation is requested and compare the: 1. Material 2. Coatings 3. Mechanical functions 4. Energy efficiency 5. Warranty Differences between the material specified and the material submitted. 5-1.23E Submittal Completeness Submittals that do not contain all the information required to allow the Engineer to make a determination as to the submittals acceptability and compliance with the project documents, will be returned without a complete review. A resubmittal must be made. 5-1.23F Submittal Package Group submittal to expedite the review process and to reduce the likelihood of conflicts among submittals. Submittals for various items must be made as a single submittal when the items taken together constitute a manufacturer's package or are so functionally related that 18 expediency indicates checking or review of the group or package as a whole. Conversely, various items that are not functionally related must be submitted separately. Submittal packages that are not appropriately grouped will be returned without review. Provide one complete portable document format (PDF) file of each submittal to the Engineer. If you are unable to provide electronic documents, provide two complete copies of each submittal to the Engineer. The Engineer will retain two copies of the submittal and return one package to you within three weeks. Submittals that require review by: 1. Agency 2. Community Development Department 3. Utility 4. Consultant designer Will require one additional copy of the submittal as well as three additional weeks of review time. 5-1.23G Returned Submittals Returned submittals will indicate one of the following actions. 1. No Exceptions Taken – The review indicates that the material, equipment, or work method is in compliance with the design concept and complies with the contract documents. You may begin to the work method or incorporate the material or equipment covered by the submittal. 2. Make Corrections Noted – The review indicates limited corrections are required to the submittal in order for the material, equipment, or work method to be in compliance with the design concept and to comply with the contract documents. You may begin imple- menting the work method or incorporating the material and equipment covered by the submittal in compliance with the noted corrections. Where submittal information will be incorporated in Operation and Maintenance data, a corrected copy must be provided. 3. Revise and Resubmit – The review indicates that the submittal is insufficient or contains incorrect data. Except at your own risk, you may not undertake work covered by this submittal until it has been revised, resubmitted and returned marked either "No exceptions taken" or "Make corrections noted." 4. Rejected – The review indicates that the material, equipment, or work method is not in compliance with the design concept and not in compliance with the contract documents. Except at your own risk, you may not undertake the work covered by such submittals until a new submittal is made and returned marked either "No exceptions taken" or "Make corrections noted." 5. Information Only –The review indicates that the submittal contains contract required information. 5-1.23H Responsibility Review of working drawings or submittals does not relieve you of responsibility for errors and does not indicate an assumption of risks or liability by the: 1. City, or by any officer or employee of or 2. By any engineering firm conducting the review on behalf of the City and You have no claim under the contract on account of the failure, or partial failure, of the method of: 1. Work 2. Material or 3. Equipment Reviewed. A mark of "No exceptions taken" or "Make corrections noted" means that the City has no objection to you using the: 19 1. Plan 2. Method of work proposed or 3. Providing the materials or 4. Equipment proposed. 5-1.23I Charges for Third Party Submittal Review The Engineer will allow up to two reviews of each submittal. If you are required to make a third submittal for any item, then the costs of the third review will be at your expense. The cost of the review will be deducted from payments due. The cost of the review by contract professional services will be on a time and materials basis at standard company billing rates. Billing for this expense will be in compliance with Section 9-1.23. 5-1.26 CONSTRUCTION SURVEYS Replace Section 5-1.26 with: 5-1.26A General You must provide the necessary horizontal and vertical survey control for the completion of the work. A Licensed Land Surveyor or a Registered Civil Engineer must perform survey work. Control must be provided for site grading, significant layout, or as directed by the Engineer. Control must be provided in the same system of units as shown. You must provide surface grade control every 50 feet and at grade breaks and begin and end of curves. You must l mark the control points in the field and provide a printed sheet with the point information, site layout, and control point layout to the Engineer. If you are working within 24 inches of a survey monument or bench mark you must employ a Licensed Land Surveyor or a Registered Civil Engineer to tie-out the monument or bench mark. Should any existing survey monument be disturbed or destroyed during construction, it must be reset at the previous location. Should any existing bench mark be disturbed or destroyed during construction, a new one must be set at a nearby, but different, location than the existing, as determined by the Engineer. Monuments and bench marks must be set by a Licensed Land Surveyor or a Registered Civil Engineer properly licensed to complete survey work. The City reserves the right to review the Land Surveyor or Engineer's license to determine its validity. For monuments, a Corner Record must be filed with the County and a copy delivered to the Engineer. For bench marks, documentation of the bench mark and how it was reset must be delivered to the Engineer prior the project acceptance or sign off of the Encroachment Permit. Damaged or disturbed property corners must be replaced by a Land Surveyor at your expense. 5-1.26B Payment Full compensation for work specified in Section 5-1.26 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 20 5-1.27 RECORDS 5-1.27E Change Order Bills Replace Section 5-1.27E with: You must deliver all Change Order Bills and support documents in writing to the Engineer. The Engineer will not accept a Change Order Bill unless prior approval for the work has been given. A change order is approved when both you and the Engineer have approved it in writing. 5-1.36 PROPERTY AND FACILITIES PRESERVATION 5-1.36A General Add to Section 5-1.36A. 12. Infrastructure 13. Street surfacing 14. Traffic stripes 15. Pavement markings and markers 16. Survey monuments 17. Bench marks 18. Utilities 19. Trees 20. Traffic signal equipment 21. Other public fixtures Restore facilities in kind. Monuments and benchmarks must comply with Section 5-1.26. Where trees or tree roots are present in the work area, tree protection must comply with Section 77-1.03A(2)(g). The Engineer reserves the right to require you to video inspect any service line or mainline suspected of damage by your operation. If the Engineer requires a video inspection on a sewer lateral, you must install a sewer clean out on the lateral in compliance with Engineering Standards. Provide written notification to the property owner, with a copy to the Engineer, prior to any: 1. Modification 2. Repair 3. Replacement Of the lateral. Damage to property and facilities must be reported immediately to the Engineer. Prior to beginning work determine the location of any underground facilities. Contact Underground Service Alert (USA) at 1-800-642-2444 and request all utility lines to be marked. Contacting USA using 811 does not work in the City of Arroyo Grande. 21 5-1.36A(1) Trenchless Operations When any trenchless method is used to install or repair a utility, all pressurized utility lines and sewer laterals that will be crossed must be pot-holed. Other State or Federal requirements may apply. When completing work by a directional bore, you must field locate and verify the: 1. Condition 2. Type of material 3. Depth of all service lines and mainlines to be crossed If the bore will provide at least 3 feet of clearance from sewer laterals, the Engineer may waive field locating of sewer laterals. 5-1.38 MAINTENANCE AND PROTECTION RELIEF Add to Section 5-1.38. However, nothing in this Section 5-1.38 providing for relief from maintenance and responsibility will be construed as relieving you of full responsibility for correcting any defective work or materials found at any time. 5-1.39 DAMAGE REPAIR AND RESTORATION 5-1.39A General Add to Section 5-1.39A. You must immediatly repair or install an approved alternate to any facility missing, damaged or non-operational as a result of your work, prior to continuing with the other contract work. If the repairs are not made as required, you agree to the cost of those repairs made by others at the City’s direction in compliance with Section 9-1.23. 5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION 5-1.43E Alternative Dispute Resolution Delete Section 5-1.43E. 22 6 CONTROL OF MATERIALS 6-1 GENERIAL 6-1.04 BUY AMERICA Add to Section 6-1.04. This Section is applicable only as directed in the Special Provisions. 6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION Replace Section 6-1.05 with: Whenever the specifications permit the substitution of a similar or equivalent material or article, no tests or action relating to the approval of the substitute material will be made until you request for substitution is made in writing accompanied by complete data as to the equality of the material or article proposed. The request must be made a minimum of ten working days prior to the bid opening date identified in the Notice to Bidders. Substitutions requested after bid opening must be made in ample time to permit approval without delaying the work. Requests for substitutions must comply with Section 5-1.23. Any substitutions that are approved must be furnished without additional cost to the City. If any changes are required for the proper installation and fit of alternative materials or equipment, or because of deviations from the contract plans and specifications, such changes must not be made without the consent of the Engineer and must be made without additional cost to the City. 23 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC 7-1 GENERAL 7-1.02 LAWS 7-1.02K Labor Code 7-1.02K(1) General Add to Section 7-1.02K(1). The project is subject to compliance monitoring and enforcement by the California Department of Industrial Relations. 7-1.02K(3) Certified Payroll Records (Labor Code 1776) Replace 5th paragraph in Section 7-1.02K(3) with: You may submit certified payroll records electronically to the Engineer. Engineer’s email address is provided at the Project’s Pre-Construction Meeting. 7-1.03 PUBLIC CONVENIENCE Add to Section 7-1.03. Public traffic includes all: 1. Motorized vehicles 2. Bicycles 3. Pedestrian traffic 4. Personal mobility devices Areas modified by you for use by pedestrians must provide adequate accessibility to meet Americans with Disabilities Act (ADA) requirements. Where walkways are damaged, alternate walkways must be placed around the work site or other materials may be used to allow use of the area. Where plywood is used it must be a minimum of ¾ inch in thickness and beveled at the ends to prevent tripping, fastened down to prevent shifting and supported underneath as needed to prevent bowing. The Engineer may require cold mix to be placed to transition walkway to plywood. Sidewalks must not be blocked. Where excavations in pedestrian walkways are minor and do not restrict pedestrian walking area or create a hazard to the pedestrian, structurally sound walkways with safety railings must be provided over or around the excavated area. All walkway areas must comply with the Americans with Disabilities Act. In the Village Downtown Core or other high pedestrian traffic areas, temporary walkways must be a minimum of five feet in width. Where sidewalk and bike path facilities exist, a minimum width of four feet must be maintained at all times and must provide for a safe passage through the work area. At no time will pedestrians be diverted into a portion of the street used concurrently for motorized traffic. At locations where adjacent alternate walkways are not practical, the Engineer may approve sidewalk closures. Appropriate signs and barricades must be installed at the limits of 24 construction and in advance of the closure at the nearest crosswalk or intersection to divert pedestrians across the street. Provisions must be made to accommodate existing transit routes and stops. You must notify the Engineer at least 72 hours in advance of any work that will require rerouting or delay of a transit line or school bus. You must post any transit stop affected by the rerouting at least 48 hours in advance at the affected transit stop identifying the affected routes, days, and times. Furnish the Engineer and utility companies with the 1. Names 2. Addresses 3. Telephone numbers Of two individuals in Arroyo Grande, before starting work that can be reached in case of emergency, 24 hours a day, throughout the duration of the job. These emergency contacts must be able to provide on-site response within one hour. Do not close streets to traffic without written permission from the Engineer. However, in the absence of the Engineer, if the necessity for closing a street is absolute to prevent immediate danger to the public, you must immediately notify the: 1. Engineer 2. Police Department 3. Fire Department Provide access to and from all property adjacent to the work area where normal access existed prior to your work. All: 1. Traffic lanes 2. Driveways 3. Sidewalks 4. Street crossings Must be usable at the end of the work day. 7-1.03A Public Notification Supply and deliver notices of the work to all properties adjacent to and within 100 feet of the work area. The notice must include: 1. A briefly describe the work 2. Date the work will start 3. Date the work will end 4. Potential impacts on the adjacent property 5. Company representative’s name 6. Company representative’s phone number where they can be reached or a message can be left Company representative must respond to all phone calls received within 18 hours of receipt with the requested information. Provide notices at least 48 hours in advance of the work. The dates in the notice must represent only those dates when work is anticipated at the specific address. The project duration must not be used as a substitute for actual site dates. Hangers without proper dates must be reissued to adjacent property owners at your expense. The Engineer must review and approve notice wording prior to distribution. Do not place notices 25 inside mailboxes. Notices must be hand delivered or made up as a door hanger. This notice is in addition to notice required for water service interruptions. 7-1.03A(1) Street Maintenance Street maintenance activities, including: 1. Overlays 2. Reconstruction 3. Slurry seal 4. Micro-surfacing 5. Other surfacing or seal coats Require you notify all residents and businesses within 300 feet or one block (whichever is a greater distance) of the work areas between three and five days in advance of the work. This notification must be in the form of a door hanger that is to be hand-delivered or placed on the front door of each business or residence. A sample door hanger is included in the appendix of the Engineering Standards. 7-1.03A(2) Street Closure Where street closures are allowed either under the conditions of the Special Provisions or by separate authority of the Engineer, comply with the following conditions. By noon Monday, submit a written schedule of planned closures for the following week period, defined as Friday noon through the following Friday noon. The street closure schedule must show the: 1. Locations 2. Dates 3. Times Of the proposed street closures. Street closure schedules submitted to the Engineer with any: 1. Incomplete 2. Unintelligible 3. Inaccurate information Will be returned for correction and resubmittal. The Engineer will review and approve or return for corrections the street closure schedule. You may be required to coordinate with other parties as a condition of approval of the street closure schedule. Provide notification to: 1. Police dispatch 2. Bus services 3. Garbage company 4. Affected properties as described above Of the street closure. Immediately notify the Engineer if a scheduled street closure will not take place. Amendments to the street closure schedule, including adding additional closures, must be submitted to the Engineer for review and approval, and must be done in writing at least three working days in advance of a planned street closure. Approval of amendments to the street closure schedule will be at the discretion of the Engineer. Approved closures that are cancelled due to 26 unsuitable weather may be rescheduled at the discretion of the Engineer for the following working day. Public traffic may only be restricted during those times when work is actually underway. 7-1.03A(3) No Parking Place "No Parking" signs at least 24 hours before beginning of work. In areas where vehicles may be in the way of construction, place and request Police Department verify “No Parking” signs at least 30 hours prior to the beginning of work to allow for the legal time required for notification prior to removing a vehicle. Do not place “No Parking“ signs more than five days in advance of the anticipated work without prior approval from the Engineer. If no work is performed for five consecutive days, remove the “No Parking” signs and reposted as stated above prior to the start of work. “No Parking” signs must specify the following: No Parking Construction Zone Tow Away Per Municipal Code 10.16.055 and CVC 22651(m) Towed Vehicles Contact AGPD 473-5110 Date: XXXXX to XXXXXX Time: XXXXX to XXXXXX Contractor: Contractor Office Number: 7-1.03B Traffic Control Plan Submit to the Engineer a traffic control plan for review and approval by the Engineer prior to any construction activities starting and prior to issuance of an encroachment permit. Submit separate traffic control plans for each phase of the work requiring a change in traffic control. Allow a minimum of five working days for review of the submitted traffic control plan and five working days for review of any resubmitted plans. Do not begin work until the Engineer approves the traffic control plan. Limited work hours may be imposed at any time. If the work impacts traffic flow on any: 1. Major route 2. In the vicinity of schools 3. The Village Core Downtown Expect that the Engineer will impose work hour restrictions. Do not restrict the public right-of-way roadway without an approved traffic control plan. The Engineer must review the implemented traffic control for compliance with the approved traffic control plan, prior to the start of any work. Provide adequate width to allow a bike lane adjacent to the travel lane or provide clear posting that the bicycle lane is closed. 27 Do not place traffic control devices or construction equipment in bike lanes or in sidewalk such that they are blocked, as determined by the Engineer, when these facilities are open for use. 7-1.04 PUBLIC SAFETY Replace 15th paragraph of Section 7-1.04 with: Notify the Engineer not less than five days and not more than 40 days before the anticipated start of an activity that will change the vertical or horizontal clearance available to traffic, including shoulders. 7-1.06 INSURANCE Replace Section 7-1.06 with: 7-1.06A GENERAL You must obtain and maintain for the duration of the Contract insurance against claims for injuries to persons or damages to property that may arise from or in connection with the performance of the work by you, your agents, representatives, employees or subcontractors. Contractor shall indemnify, defend with legal counsel approved by City, and hold harmless City, its officers, officials, employees and volunteers from and against all liability, loss, damage, expense, cost (including without limitation reasonable legal counsel fees, expert fees and all other costs and fees of litigation) of every nature arising out of or in connection with Contractor's negligence, recklessness or willful misconduct in the performance of work hereunder or its failure to comply with any of its obligations contained in this agreement, except such loss or damage which is caused by the sole or active negligence or willful misconduct of the City. Should conflict of interest principles preclude a single legal counsel from representing both City and Contractor, or should City otherwise find Contractor’s legal counsel unacceptable, then Contractor shall reimburse the City its costs of defense, including without limitation reasonable legal counsels fees, expert fees and all other costs and fees of litigation. The Contractor shall promptly pay any final judgment rendered against the City (and its officers, officials, employees and volunteers) with respect to claims determined by a trier of fact to have been the result of the Contractor’s negligent, reckless or wrongful performance. It is expressly understood and agreed that the foregoing provisions are intended to be as broad and inclusive as is permitted by the law of the State of California and will survive termination of this Agreement. Contractor obligations under this section apply regardless of whether or not such claim, charge, damage, demand, action, proceeding, loss, stop notice, cost, expense, judgment, civil fine or penalty, or liability was caused in part or contributed to by an Indemnitee. However, without affecting the rights of City under any provision of this agreement, Contractor shall not be required to indemnify and hold harmless City for liability attributable to the active negligence of City, provided such active negligence is determined by agreement between the parties or by the findings of a court of competent jurisdiction. In instances where City is shown to have been actively negligent and where City active negligence accounts for only a percentage of the liability involved, the obligation of Contractor will be for that entire portion or percentage of liability not attributable to the active negligence of City. 28 7-1.06B CITY CONTRACT Without limiting Contractor’s indemnification of City, and prior to commencement of Work, Contractor shall obtain, provide and maintain at its own expense during the term of this Agreement, policies of insurance of the type and amounts described below and in a form satisfactory to City. MINIMUM SCOPE OF INSURANCE Coverage must be at least as broad as: 1. Insurance Services Office Commercial General Liability coverage ("Occurrence,” Form CG-0001). 2. Insurance Services Office Commercial General Liability Endorsement Form (ISO CG 20 10 85 OR CG 20 10 (ongoing operations) & CG 2037 (completed operations). 3. Insurance Services Office Form Number CA-0001 (ED. 1/78), covering Automobile Liability, Code 1, "Any Auto,” and endorsement CA-0025. 4. Workers' Compensation Insurance as required by the State of California and Employer's Liability Insurance; 5. Course of Construction insurance covering for all risks of loss. MINIMUM LIMITS OF INSURANCE Minimum limits of insurance must be no less than: 1. General Liability: Contractor shall maintain commercial general liability insurance with coverage at least as broad as Insurance Services Office form CG 00 01, in an amount not less than $1,000,000 per occurrence, $2,000,000 general aggregate, for bodily injury, personal injury, and property damage, and a $2,000,000 completed operations aggregate. The policy must include contractual liability that has not been amended. Any endorsement restricting standard ISO “insured contract” language will not be accepted. 2. Automobile Liability: Contractor shall maintain automobile insurance at least as broad as Insurance Services Office form CA 00 01 covering bodily injury and property damage for all activities of the Contractor arising out of or in connection with Work to be performed under this Agreement, including coverage for any owned, hired, non- owned or rented vehicles, in an amount not less than $1,000,000 combined single limit for each accident. 3. Umbrella or excess liability insurance: Contractor shall obtain and maintain an umbrella or excess liability insurance policy that will provide bodily injury, personal injury and property damage liability coverage at least as broad as the primary coverages set forth above, including commercial general liability and employer’s liability. Such policy or policies shall include the following terms and conditions: • A drop down feature requiring the policy to respond in the event that any primary insurance that would otherwise have applied proves to be uncollectable in whole or in part for any reason; • Pay on behalf of wording as opposed to reimbursement; • Concurrency of effective dates with primary policies; and • Policies shall “follow form” to the underlying primary policies. • Insureds under primary policies shall also be insureds under the umbrella or excess policies.As required by the State of California; 4. Workers’ compensation insurance. Contractor shall maintain Workers’ Compensation Insurance (Statutory Limits) and Employer’s Liability Insurance (with limits of at least 29 $1,000,000) for Contractor ’s employees in accordance with the laws of the State of California, Section 3700 of the Labor Code In addition, Contractor shall require each subcontractor to similarly maintain Workers’ Compensation Insurance and Employer’s Liability Insurance in accordance with the laws of the State of California, Section 3700 for all of the subcontractor’s employees. Contractor shall submit to City, along with the certificate of insurance, a Waiver of Subrogation endorsement in favor of City, its officers, agents, employees and volunteers. If required by projects Special Provisions provide: 1. Builder’s risk insurance. Upon commencement of construction and with approval of City, Contractor shall obtain and maintain builder’s risk insurance for the entire duration of the Project until only the City has an insurable interest. The Builder’s Risk coverage shall include the coverages as specified below. The named insureds shall be Contractor and City, including its officers, officials, employees, and agents. All Subcontractors (excluding those solely responsible for design Work) of any tier and suppliers shall be included as additional insureds as their interests may appear. Contractor shall not be required to maintain property insurance for any portion of the Project following transfer of control thereof to City. The policy shall contain a provision that all proceeds from the builder’s risk policy shall be made payable to the City. The City will act as a fiduciary for all other interests in the Project. Policy shall be provided for replacement value on an "all risk" basis for the completed value of the project. There shall be no coinsurance penalty or provisional limit provision in any such policy. Policy must include: (1) coverage for any ensuing loss from faulty workmanship, Nonconforming Work, omission or deficiency in design or specifications; (2) coverage against machinery accidents and operational testing; (3) coverage for removal of debris, and insuring the buildings, structures, machinery, equipment, materials, facilities, fixtures and all other properties constituting a part of the Project; (4) Ordinance or law coverage for contingent rebuilding, demolition, and increased costs of construction; (5) transit coverage (unless insured by the supplier or receiving contractor), with sub-limits sufficient to insure the full replacement value of any key equipment item; (6) Ocean marine cargo coverage insuring any Project materials or supplies, if applicable; (7) coverage with sub-limits sufficient to insure the full replacement value of any property or equipment stored either on or off the Site or any staging area. Such insurance shall be on a form acceptable to City to ensure adequacy of terms and sublimits and shall be submitted to the City prior to commencement of construction. OTHER INSURANCE PROVISIONS Proof of insurance. Contractor shall provide certificates of insurance to City as evidence of the insurance coverage required herein, along with a waiver of subrogation endorsement for workers’ compensation. Insurance certificates and endorsements must be approved by City’s risk manager prior to commencement of performance. Current certification of insurance shall be kept on file with City at all times during the term of this contract. City reserves the right to require complete, certified copies of all required insurance policies, at any time. 30 Duration of coverage. Contractor shall procure and maintain for the duration of the contract insurance against claims for injuries to persons or damages to property, which may arise from or in connection with the performance of the Work hereunder by Contractor, his agents, representatives, employees or subcontractors. Contractor must maintain general liability and umbrella or excess liability insurance for as long as there is a statutory exposure to completed operations claims. City and its officers, officials, employees, and agents shall continue as additional insureds under such policies. Primary/noncontributing. Coverage provided by Contractor shall be primary and any insurance or self-insurance procured or maintained by City shall not be required to contribute with it. The limits of insurance required herein may be satisfied by a combination of primary and umbrella or excess insurance. Any umbrella or excess insurance shall contain or be endorsed to contain a provision that such coverage shall also apply on a primary and non- contributory basis for the benefit of City before the City’s own insurance or self-insurance shall be called upon to protect it as a named insured. City’s rights of enforcement. In the event any policy of insurance required under this Agreement does not comply with these requirements or is canceled and not replaced, City has the right but not the duty to obtain the insurance it deems necessary and any premium paid by City will be promptly reimbursed by Contractor or City will withhold amounts sufficient to pay premium from Contractor payments. In the alternative, City may cancel this Agreement. Acceptable insurers. All insurance policies shall be issued by an insurance company currently authorized by the Insurance Commissioner to transact business of insurance or is on the List of Approved Surplus Line Insurers in the State of California, with an assigned policyholders’ Rating of A- (or higher) and Financial Size Category Class VII (or larger) in accordance with the latest edition of Best’s Key Rating Guide, unless otherwise approved by the City’s Risk Manager. Waiver of subrogation. All insurance coverage maintained or procured pursuant to this agreement shall be endorsed to waive subrogation against City, its elected or appointed officers, agents, officials, employees and volunteers or shall specifically allow Contractor or others providing insurance evidence in compliance with these specifications to waive their right of recovery prior to a loss. Contractor hereby waives its own right of recovery against City, and shall require similar written express waivers and insurance clauses from each of its subconsultants. Enforcement of contract provisions (non estoppel). Contractor acknowledges and agrees that any actual or alleged failure on the part of the City to inform Contractor of non-compliance with any requirement imposes no additional obligations on the City nor does it waive any rights hereunder. Requirements not limiting. Requirements of specific coverage features or limits contained in this Section are not intended as a limitation on coverage, limits or other requirements, or a waiver of any coverage normally provided by any insurance. Specific reference to a given coverage feature is for purposes of clarification only as it pertains to a given issue and is not intended by any party or insured to be all inclusive, or to the exclusion of other coverage, or a waiver of any type. If the Contractor maintains higher limits than the minimums shown above, 31 the City requires and shall be entitled to coverage for the higher limits maintained by the Contractor. Any available insurance proceeds in excess of the specified minimum limits of insurance and coverage shall be available to the City. Notice of cancellation. Contractor agrees to oblige its insurance agent or broker and insurers to provide to City with a thirty (30) day notice of cancellation (except for nonpayment for which a ten (10) day notice is required) or nonrenewal of coverage for each required coverage. Additional insured status. General liability policies shall provide or be endorsed to provide that City and its officers, officials, employees, agents, and volunteers shall be additional insureds under such policies. This provision shall also apply to any excess/umbrella liability policies. Prohibition of undisclosed coverage limitations. None of the coverages required herein will be in compliance with these requirements if they include any limiting endorsement of any kind that has not been first submitted to City and approved of in writing. Separation of Insureds. A severability of interests provision must apply for all additional insureds ensuring that Contractor ’s insurance shall apply separately to each insured against whom claim is made or suit is brought, except with respect to the insurer’s limits of liability. The policy(ies) shall not contain any cross-liability exclusions. Pass Through Clause. Contractor agrees to ensure that its subconsultants, subcontractors, and any other party involved with the project who is brought onto or involved in the project by Contractor, provide the same minimum insurance coverage and endorsements required of Contractor. Contractor agrees to monitor and review all such coverage and assumes all responsibility for ensuring that such coverage is provided in conformity with the requirements of this section. Contractor agrees that upon request, all agreements with consultants, subcontractors, and others engaged in the project will be submitted to City for review. City’s right to revise requirements. The City reserves the right at any time during the term of the contract to change the amounts and types of insurance required by giving the Contractor a ninety (90)-day advance written notice of such change. If such change results in substantial additional cost to the Contractor, the City and Contractor may renegotiate Contractor’s compensation. Self-insured retentions. Any self-insured retentions must be declared to and approved by City. City reserves the right to require that self-insured retentions be eliminated, lowered, or replaced by a deductible. Self-insurance will not be considered to comply with these specifications unless approved by City. Timely notice of claims. Contractor shall give City prompt and timely notice of claims made or suits instituted that arise out of or result from Contractor’s performance under this Agreement, and that involve or may involve coverage under any of the required liability policies. Additional insurance. Contractor shall also procure and maintain, at its own cost and expense, any additional kinds of insurance, which in its own judgment may be necessary for its proper protection and prosecution of the Work. 32 ACCEPTABILITY OF INSURERS Insurance is to be placed with insurers with a Best Rating of no less than A: V, and who are admitted to write policies in the State of California and contribute to the state guaranty fund. VERIFICATION OF COVERAGE Contractors shall furnish the City with certificates of insurance and with original endorsements affecting coverage required by this Section (actual policy). The certificates and endorsements for each insurance policy are to be signed by a person authorized by that insurer to bind coverage on its behalf. The certificates and endorsements are to be on forms provided by the City and are to be received and approved in writing by the City before work commences. The City reserves the right to require complete, certified copies of all insurance policies, including endorsements affecting the coverage required by these Special Provisions at any time. SUBCONTRACTORS The Contractor shall include all Subcontractors as named insured under his policies, or shall furnish separate certificates and endorsements for each Subcontractor. All coverage for Subcontractors shall be subject to all of the requirements stated herein. 7-1.06C PRIVATE CONTRACT A certificate of liability insurance with at least $1 million in general liability coverage and a CG 2012 additional insured endorsement attached to it. 33 8 PROSECUTION AND PROGRESS 8-1.02 SCHEDULE Replace Section 8-1.02A with: 8-1.02A General Submit the type of schedule specified in the Special Provisions. If no type is specified, submit a Level 1. Acceptance of the schedule will not relieve you of the responsibility for accomplishing the all the work in compliance with the contract. You agree by submission of a bid, that the work can be completed within contract duration and working hour restrictions. The Engineer will not accept a schedule that shows a project completion date in excess of the contract time duration. No progress payments will be paid until the Engineer has approved the project schedule. Float time shown on the approved project schedule is not for exclusive use or benefit of either you or the Engineer. Float time is available for use by either you or the Engineer whoever needs it first in order to: 1. Minimize the impact of project problems 2. Delays 3. Changes in the work You agree that float time may be used by the Engineer to resolve project problems. You agree that there will be no basis for any modification of the 1. Project milestone dates 2. An extension of the contract time 3. A claim for additional compensation As a result of any: 1. Project problem 2. Change orders 3. Delay That only results in the loss of available float on the project schedule. On a monthly basis prior to application for payment, you must arrange a meeting with the Engineer to review your updated project schedule. Updates must include accurate progress data and be based upon your best judgment. Updates must be made to the project schedule in consultation with all subcontractors and suppliers. 8-1.02A(1) Privately Funded Encroachment Permits, Projects, Tracts and Subdivisions For privately funded projects, submit a copy of the project schedule prior to the start of work. The schedule must be a Level 1 schedule and at a minimum show: 1. The start of work 2. All major phases of the project 3. The project completion date 34 Schedule updates must be submitted when prepared or as requested by the Engineer. 8-1.02B Level 1 Critical Path Method Schedule 8-1.02B(1) General Replace 1st paragraph in Section 8-1.02B(1) with: Section 8-1.02B applies to a contract with a total bid less than $1 million and less than 200 original working days. Add to Section 8-1.02B 8-1.02B(4) Payment Full compensation for work specified in Section 8-1.02A and 8-1.02B is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 8-1.03 PRECONSTRUCTION CONFERENCE Replace Section 8-1.03 with: The Engineer will execute the contract with the successful bidder upon receipt of: 1. Bonds 2. Insurance 3. Signed agreement The Engineer will set a date for the pre-construction conference. The pre-construction conference will take place within 15 working days of the execution of the contract by the Engineer. Attendance by your representative is required. The pre-construction conference will generally be held on a Thursday or Friday. 8-1.04 START OF JOB SITE ACTIVITIES 8-1.04B Standard Start Replace Section 8-1.04B with: The contract time, as stated in the Special Provisions, will begin on the date specified in the notice to proceed, generally the second Monday following the pre-construction conference. Work must commence within ten working days from the start of contract time. Failure to start work within the allotted time period, without written approval of the Engineer, is considered abandonment of the work and the Engineer may terminate your control over the work in compliance with Section 8-1.13. Work must be diligently prosecuted to completion before the expiration of the contract time provided in the Special Provisions, beginning on, and including, the start date given in the notice to proceed. Private projects may begin following receipt of required approvals and noticing for inspection staff. 35 8-1.05 TIME Replace Section 8-1.05 with: You must complete all of the work called for under the contract within the time set forth in the Special Provisions. You must complete any designated portion of the project within the time as shown or specified. Determination that a day is a non-working day by reason of inclement weather or conditions resulting from will be made by the Engineer. The Engineer will provide the status of working days on the monthly progress payment, including: 1. Total days 2. Days used 3. Days remaining You are responsible to verify the days are correctly shown on the pay estimate. If you believe an error has been made, notify the Engineer in writing within 15 days of receipt of the pay estimate, or the status of days is deemed accepted as correct. Complete all work including punch list items before the expiration of the contract time. Monthly status of working days will only be provided when working days are being charged and monthly payment is due to you. 8-1.10 LIQUIDATED DAMAGES 8-1.10A General Replace 3rd and 4th paragraphs in Section 8-1.10A with: Liquidated damages per day amount are as directed in the Special Provisions. 8-1.10B Failure to Complete Work Parts within Specified Times Add to Section 8-1.10B. 8-1.10B(1) Failure To Coordinate Signal Turn-Ons, Striping And Signing If signal turn-on, road striping, and signing are not coordinated as required by the project specifications, the City and its residents will sustain damage. Since it is and will be impractical to determine the actual damage which the City and its residents will sustain by reason of your failure to comply with the project specifications, it is agreed that you will pay to the City the sum of $500 per day for each: 1. Day that you fail to stripe the road 2. Day that you fail to install required signs after the third day after a signal is turned on 3. Day that you fail to turn on a signal after the second day after striping the road 4. Day that you fail to remove signs which conflict with new striping 5. Day that you fail to install signs as shown or specified 36 9 PAYMENT 9-1.03 PAYMENT SCOPE Delete the 11th through 14th paragraphs in Section 9-1.03. Add to Section 9-1.03. When the Engineer does not retain a portion of the funds during the prosecution of the work, as required on federally funded projects, you may not retain a portion of the funds due to subcontractors when making progress payments. The Engineer does not pay interest on progress payment retentions. Your bid prices includes all items of work and materials as shown and called out in the project Special Provisions necessary to complete all the work. The contract prices for doing the work include full compensation for furnishing all: 1. Labor 2. Materials 3. Tools 4. Equipment 5. Incidentals To complete the work. Any item of work that does not have a separate pay item is considered included in other items cost of work and no additional compensation will be paid. 9-1.04 FORCE ACCOUNT 9-1.04A General Add to Section 9-1.04A. When force account or extra work is in dispute, you must still review your daily work report for the disputed work with the Engineer everyday. The daily work must be signed by the Engineer daily to verify that your report has been reviewed. Final determination as to whether the work is included in the contract work or is extra work, may be decided after the work is completed. 9-1.04B Labor Add to Section 9-1.04B. For the purposes of calculating the cost of extra work or force account payment: 1. Owner 2. Superintendents 3. Other salaried employees Performing work on the project must be billed at the prevailing wage corresponding to the type of work performed as shown in the current labor rate publication. 37 9-1.04D Equipment Rental 9-1.04D(1) General Add to Section 9-1.04D(1). You must submit a list of equipment anticipated to be used on the project and the associated Caltrans equipment rental rate. If there is no established rate for equipment planned to be used, furnish that information to the Engineer. Provide equipment submittal with Caltrans rates at the pre-construction conference. The most current Caltrans equipment rental rate publication at the date of contract award will be used for the entire project. 9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS Delete Section 9-1.07. 9-1.16 PROGRESS PAYMENTS 9-1.16A General Add to Section 9-1.16A Progress payments will provide you compensation for work and eligible materials through the last day of the month. No progress payment will be made when the work is not proceeding in compliance with the contract or when the total value of the work done since the last progress payment is less than $300, as determined by the Engineer. Payment will be made within 30 days of the last day of the month. 9-1.16C Materials on Hand Replace Section 9-1.16C with: Materials on hand but not incorporated into the work are eligible for progress payment of fifty percent (50%) of the value of the materials furnished and delivered and unused. For materials to be eligible for progress payment: 1. The cost of the materials must be greater than $20,000 2. An invoice is provided for the material clearly showing the material is for this current work and cost 3. The material is stored in a secure yard and made available to the Engineer for inspection 4. A request for partial payment is made 9-1.16E Withholds 9-1.16E(2) Progress Withholds Add to Section 9-1.16E(2). The City may withhold a portion of your payment for fines and mitigation imposed by outside regulatory authorities, as a result of your failure to comply with regulations and permits. 38 9-1.16E(4) Stop Notice Withholds Replace the 2nd paragraph in Section 9-1.16E(4) with: The City will withhold 125 percent of the value of all Stop Notices, pursuant to Section 3179 et seq. of the Civil Code. 9-1.16F Retentions Replace Section 9-1.16F with: Public Contract Code 7202 does not apply to the City. Unless defined differently in the Special Provisions the Engineer will withhold and retain five percent of the estimated value of the work done from each progress payment. 9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE 9-1.17C Proposed Final Estimate Delete 3rd paragraph in Section 9-1.17C. 9-1.17D Final Payment and Claims 9-1.17D(1) General Replace Section 9-1.17D(1) with: If you accept the proposed final estimate or do not submit a claim statement within 30 days of receiving the proposed final estimate, the Engineer will process the proposed final estimate for payment. The final payment will not be due and payable until the expiration of 40 days from the date the notice of completion is filed with the County of San Luis Obispo. The Notice of Completion will be filed within five days of formal acceptance of the work by the City Council or its designated representative, upon the recommendations of the Engineer. This final estimate and payment is conclusive except as specified in Sections 5-1.27, 6-3.06, and 9-1.21. If you submit a claim statement within 30 days of receiving the Engineer’s proposed final estimate, the Engineer will process for payment the proposed final pay estimate for payment of the uncontested amount due. The Engineer will pay the uncontested amount due within40 days from the date the notice of completion is filed with the County of San Luis Obispo. The uncontested amount due estimate is conclusive as to the amount of work completed and the amount payable except as affected by the claims or as specified in Sections 5-1.27, 6- 3.06,and 9-1.21. 9-1.17D(2) Claim Statement 9-1.17D(2)(a) General Add to Section 9-1.17D(2)(a). For each claim, submit a claim statement showing: 1. The identification number 2. Date the Initial Potential Claim was furnished to the Engineer 3. Date the Supplemental Potential Claim was furnished to the Engineer 39 4. The final amount of additional payment requested 5. Attach a copy of the Full and Final Potential Claim Record Submit claims to: Public Works Director City of Arroyo Grande – Public Works Department 1375 Ash Street Arroyo Grande, CA 93420 9-1.17D(2)(d) Waiver Add to 1st paragraph in Section 9-1.17D(2)(d). 6. You did not comply with applicable notice or protest requirements including but not limited to: a. Section 4-1.06 b. Section 5-1.06 c. Section 5-1.42 d. Section 8-1.07 9-1.17D(3) Final Determination of Claims Delete 6th paragraph in Section 9-1.17D(3) 9-1.22 ARBITRATION Replace Section 9-1.22 with: 9-1.22 CLAIM RESOLUTION PROCEDURE Claim Resolution Procedure is substituted for arbitration provisions and is as follows: 1. For all claims contested by the Engineer and not included in the semifinal estimate, the Engineer may request additional information within 30 days of submittal of the semifinal estimate. A proof of mailing or delivery must be retained. 2. You must submit to the Engineer the information requested for each claim within 30 days of the date of mailing of the Engineer’s request. Proof of mailing or Engineer’s receipt will be retained for the submittal. Failure to timely submit the information requested is deemed a waiver of the claim. 3. The Engineer will submit a written response to you for each claim within 30 days after the date of mailing of your submittal, or if the Engineer did not request additional information, within 30 days of submittal of the semifinal estimate. 4. If you dispute the Engineer’s written response to any claim, or the Engineer fails to respond within the time specified, you must notify the Engineer in writing, either within 15 days of the Engineer’s response or the Engineer’s failure to respond within the specified time period, and demand an informal meeting to discuss and attempt to settle the issues remaining in dispute. Upon receipt of such a demand, the Engineer will schedule such a meeting within 30 days. 5. Following the meeting if any claim or portion thereof remains in dispute, you may file a claim as provided in Government Code 910 and following. 6. Either party may request non-binding mediation at any time following the informal meeting in an attempt to settle any issues remaining in dispute. If both sides agree to 40 mediation and agree on a mediator, the parties must pay equally the fees and expenses of the mediator. 7. If either party initiates litigation against the other, within 60 days, but no earlier than 30 days, following the filing of the responsive pleading, the court may submit the matter to nonbinding mediation unless both parties stipulate to waive this requirement. The parties must select a disinterested third person as mediator within 15 days following the 60th day after the filing of the responsive pleading, and the mediation must commence within 30 days of selection of the mediator, unless the parties stipulate otherwise, or the court, on a showing of good cause, orders a time extension. If the parties fail to select a mediator within the 15 days period, any party may petition the court to appoint the mediator. The parties must pay equally the fees and expenses of the mediator. The court may, upon either party’s request, order any witnesses to participate in the mediation process. The party requesting the appearance of any witness must pay the costs and expenses of the witness. Add to Section 9-1 9-1.23 CITY BILLING After given the opportunity, you fail to complete any of the following: 1. maintain the project site, 2. complete project work, 3. any other cause which requires City staff to complete work at the project site; you must reimburse the City. Where City staff and equipment are used for work, billing will be done at the hourly billing rate for City staff. City materials and equipment will be billed in compliance with Section 9-1.04. Work performed by a third party will be billed at the amount charged to the City for the work plus an additional five percent markup. The total cost plus markup may be retained from contract or for private work billed to permittee. 41 DIVISION II GENERAL CONSTRUCTION 12 TEMPORARY TRAFFIC CONTROL 12-1 GENERAL 12-1.01 GENERAL Replace 1st paragraph in Section 12-1.01 with: Section 12-1 includes general specifications for: 1. Flagging 2. Placing and installing temporary traffic-handling equipment and devices 3. Maintaining traffic 4. Placing and installing temporary traffic control systems 5. Placing temporary pavement delineation In compliance with approved traffic control plan and Engineer authorized field adjustments. You must provide all: 1. Signs 2. Lights 3. Barricades 4. Programmable message boards 5. Other facilities To provide protection and warning for public traffic. Traffic cones must be used to delineate detoured lanes. 12-1.03 FLAGGING COSTS Replace Section 12-1.03 with: Full compensation for work specified in Section 12-1.03 in compliance with Sections 7-1.03 and 7-1.04 is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 12-1.04 TEMPORARY TRAFFIC CONTROL COSTS Add Section 12-1.04. Full compensation for work specified in Section 12and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Add to Section 12. 12-8 TEMPORARY PAVEMENT DELINEATION 12-8.01 GENERAL Furnish and install: 1. Raised reflective pavement markers 2. Paint for lane lines 3. Legends Install temporary lane lines and legends using paint. Install temporary striping, prior to opening the travel lanes to traffic and prior to installation of permanent delineation, under the following conditions: 1. After removal of existing striping 42 2. After new surface applications 3. If your operation has either removed or obliterated the existing striping or markings 4. At the direction of the Engineer Maintain temporary delineation and striping in good condition at all times. Install temporary delineation before the end of the work day in which the existing delineation is removed. Reflective tape and raised reflective pavement markers may be used instead of temporary paint when allowed by the Engineer. 12-8.02 MATERIALS Temporary raised reflective pavement markers must be one of the temporary pavement markers listed below: 1. Apex Universal, Model 932 2. Pexco LLC, Models TOM, TRPM and "HH" (High Heat) 3. Hi-Way Safety, Inc., Model 1280/1281 4. Glowlite, Inc., Model 932 Or approved equal. 12-8.03 CONSTRUCTION Paint must comply with Section 84-3.03. Place temporary raised reflective pavement markers per the manufacturer's instructions at an interval of 15-foot or less. Place, a minimum of six, temporary raised reflective pavement markers at all stop bars that are removed, or as directed by the Engineer. Completely remove all temporary road marker tabs prior to the application of thermoplastic stripping and pavement markings. 43 13 WATER POLLUTION CONTROL 13-1 GENERAL 13-1.01 GENERAL 13-1.01A Summary Add before 1st paragraph in Section 13-1.01A. All work must comply with the following requirements: 1. You must comply with City Storm Water Ordinance, Chapter 13.24 of the Municipal Code. 2. As part of the Water Pollution Control Plan (WPCP) or Storm Water Pollution Prevention Plan (SWPPP), you are required to keep enough gravel bags, sand bags, filter bags, and filtering material at the job site at all times to protect all drainage inlets within the work area. 3. All drainage inlets are considered as flowing to a waterway protected under this Section. You must not allow anything but clean rainwater into the drainage inlet. Cover all drainage inlets within and adjacent to work area. 4. Approval of the WPCP or SWPPP by the Engineer does not release you from the responsibility to only allow clean rainwater to leave the site. You must make immediate changes in the control system as needed to ensure that only clean rainwater leaves the site. 5. If your work interferes with established drainage patterns, ample provisions must be made to provide for drainage. The Engineer may direct additional provisions if needed. For projects less than one acre in size and not regulated by the Regional Water Quality Control Board’s General Construction Permit you must complete and comply with a simplified City Water Pollution Control Plan. For private projects one acre and larger in size, you must additionally comply with all requirements in the Regional Water Quality Control Board’s General Construction Permit. Add to 1st paragraph in Section 13-1.01A. Information on: 1. Form 2. Reports 3. Manuals 4. Other documents Referenced in the 2nd and 3rd paragraph of this Section refer to Caltrans maintained documents and web sites. A simplified City Water Pollution Control Plan (WPCP) form is available for use in the Special Provisions or may be furnished by the Engineer. Add to 2nd paragraph in Section 13-1.01A. WPCP may be either City’s WPCP or Caltrans forms. 44 13-1.01D Quality Control and Assurance 13-1.01D(3) Water Pollution Control Manager 13-1.01D(3)(a) General Replace 2nd paragraph in Section 13-1.01D(3)(a) with: Assign one Water Pollution Control Manager to implement SWPPP. Assign one Water Pollution Control Manager to implement WPCP. Water Pollution Control Manager is not required to be QSP for WPCP implementation unless: 1. WPCP is not being implemented as required 2. Work area discharge is unacceptable 3. Required by the engineer Provide QSP for Water Pollution Control Manager at no additional cost to City. 13-1.04 PAYMENT Replace Section 13-1.04 with: Full compensation for work specified in Section 13 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 13-3 STORM WATER POLLUTION PREVENTION PLAN 13-3.01 GENERAL Add to Section 13-3.01. Section 13-3 is only applicable if required in the Special Provisions or if required due to work’s area of disturbance. 45 14 ENVIRONMENTAL STEWARDSHIP 14-1 GENERAL 14-1.01 GENERAL Add to Section 14-1.01. When an environmental stewardship monitor is required for construction operations that are being conducted under City contract, the monitor will be retained by the City and work together with you. Environmental stewardship monitors do not eliminate your responsibility for compliance. The monitor has no authority to direct your work unless this authority is granted by the project’s Special Provisions. Any costs incurred by you resulting from work done at the direction of the monitor without proper authorization must be borne entirely by you. You must give the Engineer written notice 14 calendar days in advance of the need for environmental stewardship monitor. The Engineer will coordinate environmental stewardship monitor to be at the work-site in compliance with your notification. Once the environmental stewardship monitor is at the work-site, you must work consistently to complete task requiring environmental stewardship monitor. If you fail to provide the proper notification or fail to work consistently to complete task requiring environmental stewardship monitor, you will be responsible for any additional cost for the monitors work. 14-2 CULTURAL RESOURCES 14-2.03 ARCHAEOLOGICAL MONITORING AREA 14-2.03A General Add to Section 14-2.03A. When archaeological monitoring is required by the Engineer the following apply: 1. Your attention is directed to Section 15064.5 of the Guidelines for the California Environmental Quality Act (Public Resources Code Section 21000 et seq.) that provide for the protection and preservation of historical and archaeological resources (hereinafter called “cultural resources”).You must conform to the applicable requirements of these statutes and guidelines as they relate to the protection and preservation of cultural resources. 2. You must exercise care to protect significant cultural resources from being damaged. In addition to other notifications in this Section, you are required to notify the Engineer forty-eight (48) hours prior to entering areas that require cultural resource monitoring to allow time for monitors to be mobilized. You must not start activities that require cultural resource monitoring until the cultural resource monitor arrives to work-site and the Engineer authorizes the start of work. 3. You must work with the cultural resource monitor to ensure systematic removal of excavation sediments, allow examination of trench spoils and sidewalls as they are removed and exposed, and permit documentation and evaluation of cultural resources remains according to the terms of the Cultural Resources Monitoring Plan. If potentially significant remains are encountered, you may be requested to alter excavation methods to accommodate cultural resource requirements, or use a smooth-bladed backhoe bucket to avoid cutting into intact cultural deposits. 4. You are strictly prohibited from collecting prehistoric or historical artifacts from project site. 5. In the event that potentially significant cultural resources are discovered during the course of construction, you must follow the procedures for the treatment of such 46 discoveries as established in the Cultural Resource Monitoring Plan. In addition, the following procedures must be instituted: a. You must immediately cease all construction operations at the location of the discovery. The work may be redirected to a location beyond the cultural resource discovery site. b. You must immediately notify the Engineer. c. You may not resume work in the area until given clearance by the Engineer. 6. In the event that human remains are uncovered, work within the vicinity of the find must be halted immediately. You may not resume work in the area until given clearance by the Engineer. 14-11 HAZARDOUS WASTE AND CONTAMINATION 14-11.01 GENERAL 14-11.01B Hazardous Waste Management Practices Add to Section 14-11 .01B. 14-11.01B(3) Health And Safety Plan If contamination exists in the work area, prepare and submit a site specific Health and Safety Plan (HSP) for the review of the Engineer. HSP must include requirements to protect workers while working in the presence of contaminate. Provide HSP that has been: 1. Prepared 2. Signed 3. Stamped By a Certified Industrial Hygienist. The HSP must comply with all: 1. Local 2. State 3. Federal 4. Ordinances 5. Rules 6. Regulations 7. Guidelines For occupational health and safety. Provide a copy of the HSP to all personnel working in the contaminated area. All personnel working in or overseeing work in the contaminated areas must read the HSP and sign an acknowledgment that stating that they have: 1. Been furnished a copy of the HSP 2. Read the HSP Maintain acknowledgements on file and furnish to the Engineer upon request. Submit two copies of the HSP to the Engineer prior to the start of work. Revise the HSP as required by the progress of work. Submit two copies of the revised HSP to the Engineer prior to proceeding with the work. HSP must require the implementation of ongoing monitoring of the work by you for contaminated materials. All personnel must have appropriate equipment and training. 47 If you are not prepared to work in the area of contamination, you must stop work in that area until preparation is complete. No additional working days will be granted for failure to be prepared for contaminate working conditions. 14-11.02 CONSTRUCTION 14-11.02B Hazardous Waste Management Practices Add to Section 14-11.02B. 14-11.02B(1) Groundwater Ground water containing hazardous or contaminated materials may be encountered. If encountered and if you choose to remove the water from the excavation, you may dispose of the ground water in the sanitary sewer system once a no fee discharge permit is obtained. Provide the type of contaminate and levels of contamination with permit application. Under no conditions may contaminated groundwater be discharged to the: 1. Street 2. Storm drains 3. Waterways 14-11.02F City – Generated Hazardous Waste Add to Section 14-11.02F. 14-11.02F(4) Payment Measurement for removal of contaminated material will be taken daily. The Engineer will measure the trench in the area affected by the contamination. You must verify the measurement. If you fail to verify measure to confirm the findings of the Engineer is interpreted as an agreement with the Engineer’s measurements. Full compensation for work specified in Section 3-6 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the bid list item. Contaminated material work performed under Section 3-6 is designated in the contract by: 1. Size 2. Type 3. Quantity, or 4. Whatever information is necessary for identifying the work. HSP preparation is paid by lump sum. HSP implementation and work area monitoring is paid by the day. The excavation of contaminated soils is paid by the cubic foot. 48 15 EXISTING FACILITIES 15-1 GENERAL 15-1.03 CONSTRUCTION 15-1.03A General Add to Section 15-1.03A. Locate and protect existing irrigation facilities that are not identified to be removed. Contact Underground Service Alert (1-800-642-2444) for location and identification work. Contact property owner to obtain record information. If existing facilities are damaged by your work, you must repair them immediately at your expense and to the satisfaction of the owner. 15-1.03B Removing Concrete Replace 7th paragraph of Section 15-3.03B with: Dispose of concrete outside the right-of-way. 15-1.03D Adjust Frames, Covers, Grates and Manholes Replace Section 15-1.03D with: Lower existing utility surface facilities within the paving area prior to grinding and paving. Furnish the Engineer with a copy of the utility surface facility reference point documentation in the event of a utility emergency. Do not start lowering utilities sooner than ten working days before paving. Within two working days after final paving, mark locations of all: 1. Water valves 2. Sewer manholes 3. Storm drain manholes 4. Survey monuments Within project area. All utilities must be raised within ten working days of final paving. The Engineer may direct the order in which utilities must be raised. Replace all: 1. Frames 2. Covers 3. Wells As needed to meet current Engineering Standards. Set metal lids over lowered wells and manholes to keep them clean and to assist with future locating work. Coat utility covers with sand or fabric that will be paved over to prevent the adhesion of new asphalt to the metal lid. Cut fabric neatly around the utility covers prior to placement. Prior to the application of a slurry seal or other bituminous seal coat, locate and protect all existing utility covers and concrete collars. Cover all utility covers and surrounding collars prior to the application of the seal. Place a vertical tab on each cover for future locating after the seal application is complete. The vertical tab must extend at least 3 inches above the existing pavement surface. Upon completion of any reconstruction work within two feet of a survey monument, verify the monument has not been disturbed. 49 15-1.04 PAYMENT Replace Section 15-1.04 with: Full compensation for work specified in Section 15 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 50 DIVISION III EARTHWORK AND LANDSCAPE 17 GENERAL 17-1 GENERAL 17-1.01 GENERAL Add to Section 17-1.01. Use of potable water is not allowed. The City has a non-potable water supply located at 1375 Ash Street that may be used. The availability of this water is not guaranteed. 19 EARTHWORK 19-1 GENERAL 19-1.03 CONSTRUCTION 19-1.03B Unsuitable Material Replace Section 19-1.03B with: Notify the Engineer prior to removal of unsuitable material. Excavate unsuitable material. Ensure that unsuitable material is separated from other suitable construction materials or removed from the work area. Removal of unsuitable material, including rock, within contract work area and limits will be paid as described on the Bid Item List. Removal of unsuitable material outside contract work area and limits, as directed by the Engineer, will be paid by force account. 21 EROSION CONTROL 21-1.02 MATERIALS 21-1.02G Seed Add to Section 21-2.02G Seed (% minimum purity, % minimum germination) pounds per acre Bromus carinatus - California Brome (95%, 85%) 22 Festuca megalura - Zorro Fescue (85%, 80%) 10 Trifolium hirtum "Hykon" - Rose Clover (95%, 90%) 30 inoculated with appropriate bacteria 5 Eschscholzia californica - California Poppy (95%, 75%) 5 Lupinus nanus - Sky Lupine (95%, 75%) 5 51 DIVISION IV SUBBASES AND BASES 26 AGGREGATE BASES 26-1.02 MATERIAL 26-1.02A General Replace the 1st and 2nd paragraph of Section 26-1.02A with: Aggregate for base must be clean and consist of any combination of the following: 1. Broken stone 2. Crushed gravel 3. Natural rough surfaced gravel 4. Sand 5. Reclaimed portland cement concrete 6. Lean concrete base 7. Cement treated base Recycled or reclaimed asphalt concrete may only be used in class 2R aggregate base. Use ¾ inch maximum grading aggregate for class 2 and 2R aggregate base. All aggregate base must be free from organic matter and other deleterious substances. Add to Section 26-1.02. 26-1.02D Class 2R Aggregate Base (Recycled) Class 2R aggregate base material use is limited to the City right-of-way unless authorized by the Engineer. Do not use class 2R aggregate base material within the creek areas or creek setback areas as described in the Municipal Code. Class 2R aggregate base must conform to the following grading and quality requirements: Aggregate Grading Requirements Percentage Passing ¾” Maximum Sieve Sizes Operating Range Compliance Range 1 inch 100 100 ¾ inch 90-100 87-100 No. 4 35-62 30-65 No. 30 10-30 5-35 No. 200 2-9 0-12 Quality Requirements Test Operating Range Compliance Range Resistance (R-Value) ---- 70 Min. Sand Equivalent 25 Min. 22 Min. Durability Index ---- 30 Min. Furnish a laboratory report, not more than 3 months old, verifying the material’s compliance with this Section’s requirements prior to material being delivered to site. Material is still subject to testing and acceptance after it is delivered and placed. 52 Class 2R aggregate base must be encapsulated by placing it below another material such as asphalt concrete or Portland cement concrete, where it will not be exposed to wearing and cause it to enter the air or drainage system. Use of class 2R aggregate base with an R value below that of Class 2 aggregate base will only be allowed when the structural Section has been designed for that value. 26-1.02E Class 3 Aggregate Base (Sand) Class 3 aggregate base must be of a nature that can be compacted readily under watering and rolling to form a firm, stable base. Aggregate must conform to the grading and quality requirements shown in the following tables: Grading Requirements (Percent Passing) Sieve Size Operating Range Contract Compliance 1 inch 100 100 #4 80-95 75-95 #30 35-70 30-75 #200 15 Max. 10 Max. Quality Requirements Test Operating Range Compliance Range Sand Equivalent --- 30 Min. 26-1.02F Crushed Rock Crushed rock must be of a nature that can compacted readily to form a firm, stable base. Crushed rock must conform to the grading and quality requirements shown in the following table. Grading Requirements Sieve Size Percent Passing 1 inch 100 ¾ inch 90-100 3/8 inch 20-55 #4 0-10 #8 0-5 Quality Requirements Sand Equivalent 30 Min. 26-1.02G Select Backfill Material (Trench Backfill Sand) Select Backfill Material must be of a nature that it can be compacted readily to 90 percent relative compaction. The following materials are not acceptable for use as select backfill material: 1. Material with corrosive properties 2. Marine or beach sand 3. Recycled / reclaimed material Select Backfill Material must conform to the grading and quality requirements shown in the following table: 53 Grading Requirements Sieve Size Percent Passing 1 inch 100 #4 80-95 #30 35-70 #200 15 Max. Quality Requirements Sand Equivalent 30 Min. 26-1.02H Float Rock (Trench Backfill) Float rock must be of a nature that it can be compacted readily to 90 percent relative compaction. The following materials are not acceptable for use as Float Rock: 1. Material with corrosive properties 2. Local "Red Rock" Float rock must conform to the grading requirements shown in the following table: Grading Requirements Sieve Size Percent Passing ¾ inch 100 ½ inch 95-100 3/8 inch 70-80 #4 15-25 #8 0-5 54 DIVISION V SURFACING AND PAVEMENTS 37 BITUMINOUS SEALS 37-1 GENERAL 37-1.01 GENERAL Add to Section 37-1.01. Notification and operational requirements must comply with Sections 7-1.03 and 7-1.04. 37-2 SEAL COATS 37-2.04 ASPHALTIC EMULSUON SEAL COAT 37-2.04B Nonpolymer Asphaltic Emulsion Seal Coat 37-2.04B(2) Materials Add to Section 37-2.04B(2). Use Fine ¼” max seal coat gradation. 37-2.04C Polymer Asphaltic Emulsion Seal Coat 37-2.04C(2) Materials Add to Section 37-2.04C(2). Use Fine ¼” max seal coat gradation. 37-3 SLURRY SEAL AND MICRO-SURFACING 37-3.01 GENERAL 37-3.01D Quality Control and Assurance 37-3.01D(1) General Add to Section 37-3.01D(1). No single: 1. Aggregate grading, or 2. Sand equivalent test May represent more than: 3. 360,000 square yards or 4. One day’s production, Whichever is smaller. 37-3.03 CONSTRUCTION 37-3.03D Placing 37-3.03D(1) General Add to Section 37-3.03D(1). Seal coat placed adjacent to concrete gutter must be placed up to, but not on, concrete gutter. Seal coat material extending more than 1 inch into adjacent concrete gutter must be removed within 24 hours of seal coat application. Seal coat placement may not continue until previous days gutters have been cleaned. 55 37-3.03D(2) Surface Preparation 37-3.03D(2)(a) General Add to Section 37-3.03D(2)(a). Protecting existing utility collars and concrete collars must comply with Section 15. Provide to the Engineer, a written herbicide recommendation by a Licensed Pest Control Adviser with material safety data sheets of recommended products. Spray the approved herbicide, which leaves behind a visible blue marker dye, on vegetation. The herbicide must be applied under dry condition and at 48 hours prior to vegetation removal. Before placing the seal coat, vegetation in pavement cracks and between pavement and curb/gutter must be removed. You must assume full responsibility for the proper application of the herbicide governed by Federal, State and Local laws. Remove surface contaminates such as grease or oil spots to allow for proper adhesion of seal coat. If seal coat placement includes locations where a bike lane is located immediately adjacent to a concrete gutter, grind pavement surface flush prior to application of seal coat. The width of the grind must be a minimum of one foot and up to five feet, as necessary to leave the cross slope of the pavement surface less than 5%. The finish surface adjacent to the seal coat must not be more than ¼ inch above the surface of the gutter where a bike lane abuts the gutter. In areas where concrete pavement is exposed, apply a tack coat consisting of one part emulsified asphalt and three parts water at a rate of 0.10 gallons to 0.15 gallons per square yard, or as directed by the Engineer. Use CSS1H emulsion grade emulsified asphalt. 37-3.03D(3) Test Strip 37-3.03D(3)(b) Slurry Seal Replace Section 37-3.03D(3)(b) with 37-3.03D(3)(c). 37-3.03D(3)(c) Micro-Surfacing Replace Section 37-3.03D(3)(c) with: Calibration of each truck that will be used on the project within 20 miles of the City of Arroyo Grande and must be calibrated specifically for the City’s project. Calibrate per California Test 109, Monday through Friday between the hours of 7:00 AM and 4:00 PM. You must construct a test strip for evaluation by and at a location provided by the Engineer. A test strip must: 1. Be placed under similar conditions of the contract work 2. Be placed at the same time of day or night that contract application will occur 3. Use the approved project mix design 4. Use the same laydown procedures and equipment that will be used for contract work 5. Have a minimum length of one hundred feet 6. Be completed and accepted as satisfactory by the Engineer two working days prior to the first contract application day 7. Curing properly to allow normal traffic on the surfaced roadway within three hours 56 8. Have edge lines that are straight and remain straight 9. Have no lumping, balling or unmixed aggregate 10. Have a uniform surface texture that is free of streaks, slick spots or excessive drag marks You must propose adjustments in the mixture to compensate for sudden changes in weather conditions or night application. All adjustments to the in the mixture must be lab approved prior to placement of the mix. If the mix design or the placement procedure is determined by the Engineer to be unacceptable, the test strip will be rejected and not measured as part of the completed work. You must remove and replace the test strip at no additional cost or overlay the test strip with material that conforms to the project specifications, at the Engineer's discretion. The edges and ends of overlaid material must be feathered to conform to the longitudinal and transverse joint requirements in these specifications. Accepted test strips, when placed within project contract area, will remain in place and be measured as part of the completed work. A new test strip will be performed when there is field evidence that the system is not performing as specified. 37-3.03D(4) Placement 37-3.03D(4)(a) General 37-3.03D(4)(a)(i) General Add to Section 37-3.03D(4)(a)(i). Roll all seal material with a rubber-tired roller, a minimum of three passes, prior to allowing traffic on the surfaced roads. After placement of seal material surfaced roads must be opened to traffic no later than 3 hours after the seal material has been placed and no later than4:00 p.m. in the evening. Quantities of seal placed daily must be adjusted to accommodate road- opening schedule. 37-3.03D(4)(c) Micro-Surfacing 37-3.03D(4)(c)(iii) Finished Surface Add to Section 37-3.03D(4)(c)(iii). Micro-surfacing must cure to allow turning truck traffic within 3 hours. Adequate cure must be verified through actual traffic conditions. Micro-surfacing that exhibits large aggregate displacement after 3 hours from actual traffic must be removed and replaced at no cost to the City. At the expiration of the time allowed for closure of lanes, the micro-surfacing mixture must be sufficiently cured to support unrestricted traffic. 37-3.04 PAYMENT Replace Section 37-3.04A and 37-3.04B with: Full compensation for work specified in Section 37 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 57 If test results for slurry seal or micro-surfacing indicate that the material does not comply with the requirements, you may remove the installed material represented by the failing test results or request it remain in place with a payment deduction in the amount of $0.50 per square yard. 58 39 HOT MIX ASPHALT 39-1 GENERAL 39-1.01 GENERAL Add to Section 39-1.01. Asphalt grinding and removal must comply with Section 42. Temporary transitions must comply with Section 42-3.03C(1). 39-1.02 MATERIALS Add to Section 39-1.02. 39-1.02A Tack Coat Use RS-1 asphaltic emulsion for tack coat. See Section 94 for requirements. 39-1.02B Asphalt Binder Use asphalt binder for Hot Mix Asphalt (HMA) in compliance with Section 39-1.02D. Use PG 64-10, in compliance with Section 92, for asphalt binder unless otherwise directed by the Engineer. 39-1.03 CONSTRUCTION Add to Section 39-1.03. Asphalt concrete must be type A conforming to the requirements for ½” aggregate grading. Provide leveling course conforming to the requirements of type A asphalt concrete 3/8” aggregate grading. 39-1.04 PAYMENT Add to Section 39-1.04. Full compensation for work specified in Section 39 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 39-2 HOT MIX ASPHALT 39-2.01 GENERAL 39-2.01A General 39-2.01A(3) Submittals 39-2.01A(3)(b) Job Mix Formula 39-2.01A(3)(b)(i) General Replace Section 39-2.01A(3)(b)(i) with: Submit asphalt mix design prepared by an independent laboratory in compliance with Section 39-1.03B. Submit mix design, a minimum of 7 days, prior to any paving for review and approval of the Engineer. 59 39-2.01A(4) Quality Assurance 39-2.01A(4)(i) City Acceptance 39-2.01A(4)(i)(ii) In-Place Density Add to Section 39-2.01A(4)(i)(ii). 39-2.01A(i)(ii)(A) Acceptance of Private Construction Obtain special inspection services of a geotechnical engineer, if required by the Engineer, to provide density testing during paving operations to determine that the work effort is sufficient to achieve a minimum of 95 percent relative compaction. Where 95 percent compaction is not achieved, you must work with the geotechnical engineer to modify the operations to achieve the required compaction of 95 percent. Obtain special inspection services, if required by the Engineer. Cease paving operations until the necessary adjustments are made to provide a smooth surface. 39-2.01B Materials 39-2.01B(9) Geosynthetic Pavment Interlayer Add to Section 39-2.01B(9). Pavement reinforcing fabric and paving grid must comply Sections 96-1.02J and 96-1.02M. Provide a certificate of compliance for pavement fabric used to the Engineer. Place fabric into the asphalt binder with a minimum of wrinkles. The placed fabric must be boomed or squeegeed to remove any bubbles prior to the binder cooling to the point that fabric will not adhere. The equipment for placing the fabric must be mechanized and capable of handling full rolls of material and be capable of laying the fabric without forming excess wrinkles or folds. The equipment to be used is subject to the approval of the Engineer. 39-2.01C Construction 39-2.01C(3) Surface Preparation 39-2.01C(3)(a) General Prior to placing asphalt paving over an existing surface, the surface must be cleaned by vacuum sweeping, or other means necessary to remove all surface contaminates, to the satisfaction of the Engineer, including: 1. Loose particles of paving 2. Dirt 3. Grease 4. Oil spots 5. Other extraneous material Prior to vegetation removal spray an approved herbicide, which leaves behind a visible blue marker dye, a minimum of 48 hours in advance of vegetation removal. Submit to the Engineer a written recommendation, for herbicide intended to be used, by a Licensed Pest Control Adviser along with material safety data sheets of recommended products. Apply herbicide in strict compliance with all: 1. Federal Law 60 2. State Law 3. Local Law 4. Manufacture’s recommendations Remove vegetation in pavement 1. Cracks 2. Between pavement and gutter 3. Between pavement and curb Prior to cleaning and placing asphalt concrete. When placing asphalt concrete to established lines and grades, the automatic screed controls must provide the longitudinal grade and transverse slope. You must: 1. Furnish 2. Install 3. Maintain Grade and slope. Place screed with automatic controls adjacent to existing pavement to provide grade and slope of new pavement and transitions between new and existing pavement in strict compliance with Section 39-1.12B. All screeds must be controlled in the same manner. Asphalt concrete must not be placed during rain or other unsuitable weather. At no time is the soil beneath the existing pavement material to be exposed to rain or other adverse weather conditions. If vibratory rollers are used as finish rollers, turn off vibratory unit. On streets receiving an asphalt concrete overlay, you must spread a leveling course in all: 1. Dip areas 2. Depressions 3. Voids greater than two inches 4. As directed by the Engineer Spreading and compacting must be performed by methods that will produce a surfacing of uniform: 1. Smoothness 2. Texture 3. Density Place asphalt concrete adjacent to curb ramps in compliance Engineering Standards for curb ramp landing slope requirements. Submit grade and slope information for curb ramp landings to the Engineer prior to placing asphalt concrete. Submit a variance request if curb ramp landing slope requirements are unattainable prior to placing asphalt concrete. Schedule paving operations so that the entire width of the street is available to public traffic by the end of each working day. At no time may a vertical drop-off exist on a surface open to public traffic. Do not place new asphalt concrete pavement on a portion of a travel lane. 61 Asphalt concrete may not be placed after 3:00 P.M. unless authorized by the Engineer. Compact asphalt concrete to a relative compaction not less than 95 percent. Place and compact asphalt concrete to the required finished lines and grades and cross-section as shown. Should the methods and equipment furnished fail to produce a layer of asphalt concrete conforming to all requirements, including compaction and smoothness, discontinue paving operations and modify operation or equipment. 62 42 GROOVE AND GRIND CONCRETE 42-3 GRINDING 42-3.03 CONSTRUCTION 42-3.03A General Add to Section 42-3.03A. 42-3.03A(1) Equipment Cutter head for asphalt concrete grinding machines must not less than 6 feet in width and must be operated without producing fumes or smoke. The grinding machine must be capable of cold plane grinding without the need to soften pavement. Streets may contain areas of concrete below the asphalt concrete surface; grinding equipment must be capable of grinding through these areas. 42-3.03B Pavement Add to Section 42-3.03B. Provide the: 1. Depth 2. Width 3. Shape Of the grind as shown or as directed by the Engineer. The final grind must result in a uniform longitudinal and transverse surface conforming to the new cross Section as shown. The outer limits of the grind area must be neat and uniform. Do not damage remainder surface. Provide a continuous grind width. You may grind around corners and through conform lines at intersections. Remove grind spoils and deposit in: 1. Gutters 2. Driveways 3. Around structures 4. On adjacent lanes Concurrently with grinding operations. Furnish and operate a self-loading motor sweeper with spray nozzles to clean and maintain ground areas at all times until final lift of paving. Where transverse joints are ground in the pavement at conform lines, no drop-off may remain between the existing pavement and the ground area when the pavement is opened to public traffic. Provide an asphalt concrete temporary taper, if permanent asphalt concrete has not been placed to the level the pavement prior to opening to public traffic. 63 Provide the following temporary tapers at locations shown below if difference in elevation between adjacent surfaces is more than ¾ inch: Location Ratio (horizontal: vertical) Transverse joints 30:1 Sidewalk ramps 20:1 Driveway / Access Point 12:1 Longitudinal joints * 12:1 * Required only for streets with existing bike lanes where joint will remain more than 2 calendar days Use commercial quality asphalt concrete for temporary tapers. Spread and compact asphalt concrete for temporary tapers by any method that will produce a smooth riding surface. Completetly remove, including all loose material from the underlying surface, temporary tapers before placing the permanent surfacing. 64 DIVISION VI STRUCTURES 51 CONCRETE STRUCTURES 51-1 GENERAL 51-1.02 MATERIALS 51-1.02A General Replace Section 51-01.02A with: Drainage inlet basins may be precast units. For precast basins requiring weep holes, weep holes must be part of the casting and may not be drilled. The gutter, opening and deck portion of the drainage inlet must be cast in place to conform to required grades. 51-1.04 PAYMENT Add to Section 51.04. Full compensation for work specified in Section 51 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Minor concrete structures including: 1. Pipe headwalls 2. Drop inlets 3. Catch basins 4. Other miscellaneous concrete structures That are identified in the Bid Item List as separate items, will be paid for at the contract price for each structure listed. 52 REINFORCEMENT 52-1 GENERAL 52-1.02 MATERIALS 52-1.02B Bar Reinforcing Add to Section 52-1.02B. Do not substitution reinforcement bars with welded wire reinforcement, unless: 1. Specified, 2. Shown, or 3. Provided for in Engineering Standards. 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES 56-2 OVERHEAD SIGN STRUCTURES 56-2.01 GENERAL 56-2.01C Submittals 56-2.01C(3) Quality Control Program Add to Section 56-2.01C(3). A quality control plan is not required when the total number of signs installed is less than 100. 56-2.02 MATERIALS 56-2.02B Bars, Plates, Shapes, and Structural Tubing Add to Section 56-2.02B. Signs must include a graffiti guard coating. 65 DIVISION VII DRAINAGE FACILITIES 64 PLASTIC PIPE 64-2 PLASTIC PIPE 64-2.02 MATERIALS 64-2.02A General Add to Section 64-2.02A. Solid wall Polyvinyl Chloride (PVC) pipe is an approved plastic pipe. PVC pipe may not be used if exposed to sunlight. High Density Polyethylene (HDPE) corrugated type c pipe (corrugation on interior and exterior of pipe) is not an approved plastic pipe and may not be used. Plastic pipe must comply with Section 77. 64-2.03 CONSTRUCTION Delete Section 64-2.03. 64-2.04 PAYMENT Delete Section 64-2.04. 66 CORRUGATED METAL PIPE Delete Section 66. 66 DIVISION VIII MISCELLANEOUS CONSTRUCTION 73 CONCRETE CURBS AND SIDEWALKS 73-1 GENERAL 73-1.01 GENERAL Add to Section 73-1.01. Provide a construction plan, including plan and profile information, when installing new: 1. Curb 2. Gutter 3. Spandrels 4. Cross gutters 5. Curb ramp or 6. Other surface concrete Where none currently exist. Provide that plan to the Engineer at least 10 working days prior to construction. The plan must conform with: 1. Uniform Design Criteria 2. Engineering Standards 3. Standard Specifications 4. As directed by the Engineer. The Engineer will make a determination as to how much of the existing street must be removed and replaced in order to provide an acceptable transition between the existing pavement and the new lip of the gutter. 73.1.02 MATERIAL 73-1.02A General Delete 1st paragraph in Section 73-1.02A. Add to Section 73-1.02A. Concrete must comply with Section 90. Aggregate base must comply with Section 26. Earthwork must comply with Sections 19 and 77-1. 73-1.02B Detectable Warning Surface Replace Section 73-1.02B with: Truncated domes or detectable warning surfaces must comply with Engineering Standard 4440. 73-1.03 CONSTRUCTION 73-1.03A General Add to Section 73-1.03A. Pour: 1. Mow curbs 2. Spandrels 3. Cross gutters 4. Other surface concrete 67 As a complete unit. Stop concrete pours at expansion or cold joints as approved by the Engineer. Pour integral sidewalks monolithic with curb and gutter. Complete the discharge within 1 hour or before 250 revolutions of the drum or blades, whichever occurs first, after the introduction of cement materials to aggregates from batch plant. Install and finish concrete per the lines and grades shown. Finished concrete may not deviate more than ¼” in 10 feet from the design grade, plane or curvature as shown. Finished concrete that does not meet this requirement must be removed and replaced at your expense. Use a clean hair broom drawn lightly and transversely across to finish sidewalk and driveway ramps. Finish all edges with an edger. Do not backfill and restore other improvements until the placed concrete reaches sufficient strength to support the other improvements. Repair or replace all adjacent improvements to a condition equal to that before the work began. Sawcut, at the nearest score mark, concrete: 1. Sidewalks 2. Curb 3. Gutters 4. Driveways Which must be removed to pursue the work. When the nearest score mark is greater than five feet in distance from the work area, you may request to establish a sawcut line at a distance of: 1. Five 2. Ten or 3. Fifteen Feet from the nearest score mark. Distance is measured parallel to the curb face. The Engineer may approve the request at their discretion. In all cases, concrete replacements must be equal in dimensions to that removed with new score marks at the same location as previously existing score marks. Make every effort to protect existing concrete improvements and to match the existing improvements color and surface texture. In the Village Style Sidewalk District, restore sidewalk with exposed aggregate sidewalk. Any existing feature in the concrete that is: 1. Special 2. Unique 3. Unusual or 4. Historic nature Must not be: 68 1. Replaced 2. Removed or 3. Altered Without approval of the Engineer. 73-1.03B Subgrade Preparation Add to Section 73-1.03B. See Engineering Standards for typical Sections and depth of subgrade. Fill any excavation made below the base subgrade with imported base material approved by the Engineer. Prepare subgrade to optimum moisture content and compacted to a relative compaction of ninety percent maximum density. Use mechanical compacting equipment. At time of concrete placement, subgrade must be at optimum moisture. 73-1.03C Fixed Forms Add to Section 73-1.03C. The depth of the curb face form must be equal to the full-face height of the curb. Curb forms must be held in place with iron stakes or clamps. Construct forms to be clear of the concrete finishing operations. 73-1.03E Curing Replace Section 73-1.03E with: Immediately after completing the finishing operations, apply concrete curing compound number 4 in compliance with Section 90-1.03B(3) which is a no pigmented curing compound type 1 class B to all exposed concrete surfaces. Add to Section 73-1.03. 73-1.03F Expansion and Contraction Joints See Engineering Standards for locations of expansion and contraction joints. Expansion joints may not be cut into concrete without prior approval of the Engineer. Use dowels when: 1. New concrete street pavement meets existing concrete street pavement 2. New sidewalk, curb and gutter meets existing sidewalk, curb and gutter 3. Between concrete cross gutters and curb and gutter Do not dowel curb and gutter into concrete street pavement. 69 73-1.03G Backfill and Cleanup Remove all form and construction debris. Backfill all excavations to grade. Backfill all landscape areas with clean native soil. The area adjacent to back of sidewalk must be: 1. Level 2. Properly sloped or 3. Retaining wall constructed. 73-1.03H Asphalt Concrete Pavement Where new curb and gutter or cross gutter abut an existing street, pavement removal and replacement is required as shown in the Engineering Standards. 73-1.04 PAYMENT Replace Section 73-1.04 with: Full compensation for work specified in Section 73 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Quantities of: 1. Curbs 2. Gutters 3. Sidewalks 4. Gutter depressions 5. Cross gutters 6. Driveways 7. Curb ramps 8. Island paving Will be measured as indicated in the Bid Item List. Quantities will be determined by the count, from the dimensions shown, or as ordered in writing by the Engineer. You will not be paid for concrete placed in excess of these dimensions or for the cost of restoration improvements damaged by your operations. Concrete curb and gutter will be measured by the linear foot. Driveway ramps will be measured by the square foot area between the expansion joint at each side of the ramp, and between the outer lip of the gutter and the back of the driveway. Sidewalk will be measured by the square foot, measured behind the curb line score mark on integral construction. Detectable warning surface is included in the payment for curb ramps. When detectable warning surfaces are placed on an existing curb ramp, the detectable warning surfaces are measured by the square foot. Add to Section 73 73-5 VILLAGE STYLE SIDEWALK – EXPOSED AGGREGATE 73-5.01 GENERAL Section 73-5 includes specifications for Village Style Sidewalk which is an exposed aggregate sidewalk. 70 In compliance with the Guidelines and Standards for Historic Districts, for sidewalks in the Village Historic District, existing sidewalk parkways must be retained. Detached sidewalks with parkways must be installed with new sidewalk construction. Continuous hardscaped parkways are not permitted. 73-5.01A Submittals Provide submittals to the Engineer for the following: 1. Concrete mix design 2. Curing compound 3. Tile 4. Grout 5. Mortar 6. Seed Aggregate – surface aggregate Prior to construction. 73-5.02 MATERIALS Use Class 3 concrete. Use Terrace unglazed ceramic tile, mission red, 1 foot squares or approved equal. 73-5.02A Mortar Use: 1. One part waterproof cement 2. Four parts sand 3. No more than one part hydrated lime For Village Style Sidewalk tile. 73-5.02B Grout Grout for Village Style Sidewalk tile color to match sidewalk. 73-5.02C Seed Aggregate Provide aggregate that is primarly comprised of colors of: 1. Red 2. Black 3. Brown Provide course aggregate 3/8” pea gravel. Aggregate graded such that all the material passes the 1/2-inch screen and not more than 5 percent passes the No. 4 sieve, under California Test 202. The same source rock shall be utilized for the entire project frontage. 73-5.03 CONSTRUCTION For Village Style Sidewalk: 1. Form 2. Place Rebar 3. Pour concrete 4. Tamp 71 5. Screed 6. Seed Aggregate 7. Float 8. Expose Aggregate Set tile in a mortar bed flush with adjacent surface. Place all: 1. Sign posts 2. Utility vaults 3. Water meter vaults 4. Sewer cleanouts Outside the tile row and install compliance with Engineering Standards. The finished appearance of the exposed aggregate concrete sidewalk shall produce an appearance and texture that matches the adjacent exposed aggregate sidewalk. Any significant difference in texture or appearance between two adjacent concrete panels, as determined by the Engineer, shall result in removal and replacement of concrete panels by Contractor at no additional cost. 73-4.03A Seed Aggregate Prior to the concrete placing operation, wash all seeding aggregate so that it is free of all: 1. Dust 2. Dirt 3. Clay particles. The aggregate must be in a damp condition but without free surface water at the time of seeding application. Ensure there is sufficient select aggregate on hand to complete the seeding once it has commenced. Start the seeding operation immediately after the placement of concrete. Uniformly place aggregate so that the entire surface is completely covered with one layer of stone. Remove stacked stones. The aggregate shall be embedded by suitable means. Care shall be taken to not over-embed and deform the surface. Without dislodging aggregate, remove excess mortar by lightly brushing surface with a stiff, nylon bristle broom. Spray surface with water and brush. Repeat water flushing and brushing cycle until cement film is removed from aggregate surfaces to depth required. 73-4.03B Tile Procedure for setting tile: 1. Set the tile in a full mortar bed. 2. Place damp cloth fabric over grouted tile joints immediately after completion and leave overnight. 3. Clean tile with HILLYARD'S 777, or approved equal and seal with AQUA MIX “Grout Sealer” or approved equal. 72 73-5.04 PAYMENT Replace Section 73-5.04 with Section 73-1.04. 73 75 MISCELLANEOUS METAL 75-1.02 MISCELLANEOUS IRON AND STEEL 75-1.02A General Replace last paragraph in Section 75-1.02A with: Galvanize only metal materials specified to be galvanized as shown or as required in the Engineering Standards. 74 77 LOCAL INFRASTRUCTURE Replace Section 77 with: 77-1 EXCAVATION AND RESTORATION 77-1.01 GENERAL Excavation and restoration consists of all necessary: 1. Clearing and grubbing 2. Sawcutting 3. Removal and disposal of asphalt concrete 4. Removal and disposal of concrete 5. Removal and disposal of excavated material 6. Backfill and compaction of excavation 7. Surface restoration City streets are typically constructed of Asphalt Concrete or Portland Cement Concrete or a combination of the two. Unless clearly indicated on the plans or the project’s Special Provisions, it is your responsibility to determine the nature and depth of the street paving material. Sawcut on all sides of: 1. Pavement 2. Curb 3. Gutter 4. Sidewalk Do not overcut the corners. If corners are overcut, corners must be repaired to the satisification of the Engineer. Earthwork must comply with Section 19. Prior to excavation. If there is the possibility of a Section of pavement breaking out between the excavation and a nearby crack or joint, remove pavement up to the crack or joint and the true-up the edges. Additional sawcutting may be required prior to paving operations if surroundings are damaged during work. Where the pavement edges have raveled or broken out in an irregular fashion due to work, you must "true-up" and square off the pavement edges to provide a neat and regular appearance, as directed by the Engineer. All trimmed edges must have a straight and vertical face at least 1½ inches deep prior to resurfacing. Concrete must comply with Section 90. Use Class 2 concrete for thrust blocks and encasement. You may use Class 1, or other approved mix. Excavation and restoration includes removal of concrete. Protection and restoration of survey monuments and bench marks must comply with Section 5-1.26 and 5-1.36. Reinforcement steel must comply with Section 52. 75 77-1.02 MATERIALS 77-1.02A Base Materials Unless shown otherwise, concrete street pavement or thickened asphalt concrete Section pavement base Section may be one of the following: 1. Slurry cement backfill 2. Class 2 aggregate base 3. Class 2R aggregate base (in public right-of-way only) 4. Class 3 aggregate base 5. Select backfill material Provided the base is brought to pavement subgrade and meets all specified requirements for compaction. 77-1.02B Slurry Cement Backfill (One Sack) Slurry cement backfill must comply with Section 19-3.02D. Reduce the cement content of slurry specified in Section 19-3.02D from 188 pounds per cubic yard to 94 pounds per cubic yard. If slurry is placed in area without sufficient access to verify all voids have been filled as determined by the Engineer, vibrate slurry into place. 77-1.02C Trac er Material 77-1.02C(1) Tape Use magnetic tape. Place tracing tape material in trenches over underground pipe lines. 77-1.02C(2) Wire Place tracer wire, AWG #12, in trenches as required in the Engineering Standards. Coil approximately 12 inches inside associated valve wells for easy access for pipeline locating work. Place wire on outside of stacking. 77-1.02C(3) Tracter Material Testing Use utility locater to locate all tracer material after backfill and compaction but prior to paving. Repair any discontinuous tracing tap or wire and repeat test until completed successfully. 77-1.03 CONSTRUCTION 77-1.03A Excavation 77-1.03A(1) Utilities Underground facilities may or may not be shown, take precautions to preserve and protect any facility whether shown or not. You must determine the grade and location of the public utility facilities such as: 1. Telephone poles 2. Telephone conduit 3. Fiber lines 4. Underground conduit 76 5. Sewer mains 6. Sewer laterals 7. Water mains 8. Water services 9. Electrical lines 10. Storm drains 11. Gas mains 12. Gas services In order to conduct the work, prevent damage, and interrupted utility service. Mark out the area to be excavated. Obtain USA markings by calling USA 1-800-642-2444. Notify the Engineer that the site is ready for review. The City is not responsible for any 1. Damages 2. Costs 3. Delay 4. Expenses To the you resulting from a third party underground facility operator’s failure to comply with stipulations as set forth in 4216.7.(c) of California Government Code. Pothole existing utilities in advance of pipe installation work to allow for adjustment in elevation of the new pipe and provide required clearance between the new pipe and the existing utility. Pothole and expose all utility lines as required by utility owner. Protect existing public facilities and private improvements from damage. If, in the opinion of the Engineer, you are not taking all possible precautions to prevent damage to underground improvements, the Engineer may stop any and all operations. Operations will remain stopped until a determination is made as to the procedure to follow to protect and reduce the possibility of damage to the improvement. If any damage is done to an underground facility caused by your negligence, as determined by the Engineer, repair the damage or have the damage repaired at no cost to the City. Any and all expenses that the City incurs having damage repaired will be deducted from the last payment for the project. Payment amount will be determined in compliance with Section 9-1.23. 77-1.03A(1)(a) Waterlines You should expect to find thrust blocks at: 1. Existing bends 2. Tees 3. Crosses 4. Line ends Restore required thrusting as directed by the Engineer. No additional payment will be made for the removal and restoration of existing trust blocks as needed to complete the work. 77 77-1.03A(1)(b) Sewerlines Every property has one or more sewer laterals. Sewer laterals are private owned and will not be marked by Underground Service Alert. You must make an effort to locate and protect the lateral. If you damage a sewer lateral you must repair the damage. When sewer mains or sewer laterals are encountered in the trench and they interfere with the laying of the pipeline, you must excavate the trench to such a depth and length to permit the installation of the new pipeline. If in the opinion of the Engineer, a larger excavation will not allow for installation of the new pipeline you may: 1. Remove the sewer main or sewer lateral 2. Lay the new pipeline 3. Repair the Section of removed sewer facility in compliance with Section 77-3.03F(3) 77-1.03A(2) Tree Protection 77-1.03A(2)(a) Protection Fences Install a 5-foot tall fence around drip-line of trees to be saved, or as directed by the Engineer, before any work starts on the site. The tree protection fence must be orange safety fencing secured with steel t-post set at 8 feet on center. Tree protection fences must: 1. Remain in place 2. Continually maintained 3. Removed as the last item of contract work. 77-1.03A(2)(b) Pruning Pruning of tree limbs will only be allowed if approved by the Engineer. Tree pruning must be done by a certified arborist per International Society of Arboriculture (ISA) standards. 77-1.03A(2)(c) Parking And Storage Of Building Materials Do not: 1. Park vehicles 2. Park construction equipment or 3. Stockpile Within the drip-line of trees to be saved. 77-1.03A(2)(d) Dumping Do not deposit: 1. Water 2. Waste or 3. Construction materials Within 20 feet of drip-line of trees to be saved. 77-1.03A(2)(e) Herbicide Use Do not use herbicide including pre and post emergent within 20 feet of drip-line of trees to be saved. 78 77-1.03A(2)(f) Trunk Protection Do not attach anything to any portion of trees to be saved. If you wound a tree to be saved, immediately expand tree protective fencing and treat tree wound to the satisfaction of the Engineer. If severe tree damage occurs you may be fined in compliance with the City’s tree ordinance. 77-1.03A(2)(g) Excavation, Grading, Trenching And Boring No trenching of any depth will be allowed within the drip-line of trees or shrubs to be saved, unless approved by the Engineer. If you plan to trench within 20 feet of the drip-line of tree to be saved, layout trench location with chalk or paint, and notify the Engineer for review and approval before trenching work begins. If the Engineer approves trenching within the drip-line of trees or shrubs to be saved, trenching excavation must be done by hand. Trenching outside the drip-line of trees to be saved and within 20 feet of drip-line of trees to be saved is not required to be completed by hand. No grading cuts or fills will be allowed within the drip-line of trees to be saved, unless approved by the Engineer. During excavation if any roots are encountered less than 2 inch in diameter, the root may be cut by hand leaving a square end. During excavation if any roots are encountered greater than 2 inch in diameter, the root must be protected from: 1. Scarring 2. Drying 3. Then tunneled under. If the root cannot be protected, you must schedule the Engineer and City Arborist to review excavation and give direction. Shade roots from direct sunlight when exposed in open trench. The Engineer prior to backfilling trench must review pruned or cut roots. Trench must be backfilled within 24 hours of encountering roots. All directional boring within drip-line trees to be saved must maintain a minimum depth of 5 feet. If severe tree or root damage occurs you may be fined in compliance with the City’s tree ordinance. 77-1.03A(2)(i) Tree Removals Trees not shown and identified on the plans to be removed, but are required to be removed in order to complete the work, are subject to the City's tree removal policies and procedures. Coordinate tree removal policy compliance with Engineer. 77-1.03A(2)(j) Tree Protection Plan If the approved project plans preclude compliance with all requirements of Section 77- 1.03A(2), you must provide the services of a Certified Arborist to develop a tree protection and monitoring plan and implement the plan. The tree protection plan must include: 1. Establishment zones of protection for each tree 79 2. Provide pre-construction worker training 3. Site monitoring during construction 4. Recommended treatments for tree wounds if damaged 5. Identify post construction inspection and maintenance requirements. Submit plan to Engineer for review and approval prior to the start of any site work. 77-1.03A(3) Groundwater Provide and operate pumps or other devices that may be necessary for the removal of water from excavation during construction. Remove groundwater by laying rock or gravel on the bottom of the excavation or by other means that prevents groundwater from softening the bottom of the excavation. At the direction of the Engineer, install trench plugs to prevent ground water from traveling over long distances in a trench. 77-1.03B Trench Construction 77-1.03B(1) General Increase excavation width to provide for pipeline clearance as require in Engineering Standard as well as any necessary shoring. Excavation at least one foot beyond limits of structures. If you are unable to maintain minimum trench width required in the Engineering Standards, the Engineer may allow a narrower trench. If the Engineer allows a narrower trench, the Engineer may require crushed rock bedding and different backfill materials in order to compensate for additional loading on the pipe. During excavation for underground utilities, if solid rock or other unyielding materials is encountered, excavate an additional six inches minimum trench depth. Backfill additional excavation with pipe bedding material and compact by mechanical means to a relative compaction of 90 percent. Pipe bedding must be true to the design line and grade. During excavation for underground utilities, if soft or unsuitable materials are encountered, excavate an additional 12 inches minimum trench depth. Backfill additional excavation with float rock material or as directed by the Engineer. Float rock bedding must be true to the design line and grade for the normal trench bottom. Methods of excavation and the shoring must be in compliance with the STATE CONSTRUCTION SAFETY ORDERS Issued by the Division of Industrial Safety. Failure to comply with any of these: 1. Rules, 2. Orders 3. Regulations Is sufficient cause for the Engineer to immediately suspend all work. Compensations for losses incurred by you due to an suspension will not be paid. During backfilling operations the bottom of the shoring must be kept above the level of the backfill at all times. Coordinate with the Engineer and provide 24 hours notice for the following: 1. Backfill material samples 2. Pipe inspection 3. Backfill of trenches 80 4. Compaction testing 5. Excavating testing holes 77-1.03B(2) Trench Bedding Use select backfill material in compliance with Section 26 and applicable Engineering Standards for bedding and backfill of pipes. Place bedding in the bottom of the trench in compliance with Engineering Standards and mechanically compact up to the grade of the bottom of the pipe. Excavate by hand the area for: 1. Bells 2. Collars 3. Valves 4. Fittings A firm and compacted uniform bearing is required throughout the entire length of the pipe. 77-1.03B(3) Pipe Laying After the bedding has been properly placed in the bottom of the trench, the pipe may be laid and inspected. Do not: 1. Block 2. Wedge or 3. Supporting the pipe on earth mounds in the trench. Lay pipe at the design line and grade. Lay pipe on a firm bed and have a true bearing of its entire length. Make adjustments to line and grade by scraping away or filling the bedding under the body of the pipe. Inspect all pipes for defects prior to installation. Visually inspect the spigot end of pipe and true up and remove any lumps or ridges. Do not install any pipe this is cracked or has any other defect. Wipe and clean all: 1. Pipes 2. Valves 3. Fittings As they are installed. Remove any earth or rubbish lodged inside before laying pipe. Plug or cover all pipe ends before work stops for any reason. The interior of the pipe must be free from all dirt and foreign matter as the work progresses and left clean at its completion. Cut all pipes completely through with an approved pipe cutting disk or saw. Do not: 1. Break 2. Chip or 3. Use cutting torches To cut pipe. Bevel pipe ends, 1/8 of inch at 30-degree angle, removing all sharp edges. Use course file or portable grinder to make bevel. You may only snap cut asbestos cement pipe. Length of pipe may not be used to drive the spigot of one pipe into the bell of another pipe. In general, the pipe must be installed in compliance with the manufacturer's recommendations. Place concrete thrust blocks and collars where called for. 81 77-1.03B(4) Initial Backfill Use select backfill material in compliance with Section 26 and applicable Engineering Standards for bedding and backfill of pipes. Upon approval of the Engineer, place backfill material on both sides and over the top of the pipe per the Engineering Standards. By mechanical means, thoroughly compact backfill. Jetting may be used when recommended by an independent soils engineer. Take proper precautions when jetting to prevent floating of the pipe or other damage. You are responsible for all damage caused by jetting. 77-1.03B(5) Subsequent Backfill After the initial backfill has been completed, place select backfill material in the trench and thoroughly compact, in compliance with Engineering Standards, to grade and elevations as shown. 77-1.03B(6) Compaction Compaction testing requirements must comply with Section 6-3.05A. If compaction does not meet requirements, excavated and re-compact until necessary compaction is achieved. Compaction will be retested, at your expense. 77-1.03C Temporary Paving and Steel Plates 77-1.03C(1) Temporary Paving Provide temporary cold mix paving or steel plates to cover excavated areas within the public right-of-way: 1. After excavation is backfilled and compacted, or 2. At the end of the work day. When excavation restricts driveway access steel plates must be on-site and available to bridge excavation and provide access to driveways. Excavation must be backfilled, compacted and tested at the end of each day. Place a minimum of 1½ inches of cold mix at the top of excavation, flush with adjacent surfaces, and maintain smooth temporary cold mix paving at all times. Replace temporary cold mix paving with permanent restoration of: 1. Pavement 2. Curb 3. Gutter 4. Sidewalk Within: 1. Four weeks of the initial excavation, or 2. After one week where no work is completed within excavation, or 3. As directed by the Engineer. 77-1.03C(2) Steel Plates When excavation cannot be: 1. Backfilled 2. Compacted 3. Temporarily paved Within 1 work day, 4. Excavation shoring and 82 5. Steel plates Must be installed in and over excavation. Steel plates may not cover excavation for more than 48 hours without approval of the Engineer. Steel plates must conform to the following minimum requirements: 1. Steel plates used for bridging must extend a minimum of 12 inches beyond the limits of excavation. 2. Steel plates must be non-skid. 3. The excavation must be adequately shored to support traffic loads. 4. Use temporary cold mix paving to feather the edges of the steel plates for method 2 installations. 5. Secure steel place against displacement with adjustable cleats, shims or other devices. 6. Steel plates may not be used in The Village Core Downtown that would be in place during any festivals, events or parades. 7. The Engineer may require cold planning of the pavement to a depth equal to the thickness of the steel plate for the length and width of the steel plate. Otherwise, provide a ramp to steel plate using temporary cold mix paving at a maximum slope of 8.5 percent with a minimum taper length of 12 inches. 8. If required by the Engineer, provide a rough road sign (MUTCD W8-8) in advance of steel plates. The following are the required minimum thicknesses for steel plate bridging required for a given trench width: Trench Width Minimum Plate Thickness 12 inches ½ inch 18 inches ¾ inch 24 inches ⅞inch 36 inches 1 inch 48 inches 1¼ inches For spans greater than 48 inches, steel plate design must be prepared by a registered civil engineer and submitted to the Engineer for review and approval. Steel plate design loading must conform to HS20-44 truck loading per Caltrans Bridge Design Specifications Manual. Failure to: 1. Maintain temporary cold mix pavement, 2. Maintain steel plates, or 3. Complete permanent restorations in required timeframe to the satisfaction of the Engineer, Is cause for the Engineer to stop other work until repairs or permanent restorations are completed. 77-1.03D Surface Restoration Restore any damaged 1. Facilities or 2. Improvement 83 And provide new finished 3. Facility or 4. Improvement As specified and per Engineering Standards. 77-1.03D(1) Portland Cement Concrete Pavement Place, consolidate, and finish concrete street pavement. 77-1.03D(2) Asphalt Concrete (AC) Pavement Asphalt concrete and tack coat must comply with Section 39. Tack pavement subgrade and all sides of trench or excavation. Remove any temporary cold mix paving and backfill as required to construct new asphalt concrete pavement Section. Cored excavation up to 8 inches in diameter may be repaired: 1. In compliance with Engineering Standard 6050, or 2. By backfilling void with slurry in compliance with Section 77-1.02B vibrated into place. Pave back with 6 inches of hot mix asphalt concrete. This repair may only be completed in streets without concrete pavement. Prior to placement of: 1. Overlays, 2. Pavement fabrics, 3. Grids, 4. Prime coat, or 5. Tack coat, Repairs must be made to the existing roadway. This work consists of the removal existing pavement in areas marked in the field, on the plans, or as directed by the Engineer. Roadway repair activities must be scheduled and performed on rain-free days. At no time is the soil beneath the existing pavement material to be exposed to rain or other adverse weather conditions. Remove existing asphalt concrete pavement areas by sawcutting or by grinding. Import class 2 aggregate base as necessary and compact to ninety-five percent relative compaction. Class 2 aggregate base must comply with Section 26. Compact the top 6 inches of base materials. Apply a tack coat to the edges of the existing asphalt pavement prior to new asphalt placement. Pave all excavated areas with asphalt concrete. Place and compact asphalt concrete to a minimum of ninety-five percent density and match the grades of the existing pavement. Areas inaccessible to rollers must be compacted with a high impact power compactor capable of attaining the same compaction as the rolled areas. Relative compaction will be determined by California Test 375.Laboratory specimens will be compacted in compliance with California Test 304. 84 If the corners are overcut, fill the overcut voids with asphalt fines. Seal trench edges using Henry’s 532 Driveway Asphalt Resurfacer or equal as directed by the Engineer. Cover road repair with steel plate if adequate time for asphalt cooling is not available prior to opening roadway for public traffic. 77-1.03D(3) Sidewalk, Curb And Gutter Restoration Sidewalk, curb and gutter restoration must comply with Section 73. 77-1.03D(4) Traffic Stripes, Pavement Markings, And Pavement Markers Traffic stripes, pavement markings, and pavement markers must comply with Section 84. 77-1.04 PAYMENT Full compensation for work specified in 77-1 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Additional trench bedding material directed by the Engineer is paid per Section 9-1.06. Full compensation for extra cutting and trimming to true-up and square off the pavement edges is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 85 77-2 WATERLINES 77-2.01 GENERAL Section 77-2 includes general specification for potable water pipelines and appurtenances. Potable water pipeline installation must conform to these specifications and the American Water Works Association (AWWA) requirements. Do not turn any valves in the City water system. Contact the Engineer at least 48 hours in advance of the need, and the Engineer will coordinate that work. Work must comply with Section 77-1. 77-2.02 MATERIALS 77-2.02A General Water system main pipeline may be Ductile Iron or PVC. Water system services may be Copper, Polyethelene or Schedule 80 PVC. 77-2.02B Pipe 77-2.02B(1) Ductile Iron Pipe Ductile iron pipe must: 1. Be centrifugally cast 2. Be ductile iron pipe 3. Have end joint which employs a single elongated rubber gasket such as Tyton Joint or an approved equal. 4. Have a pressure class 150 minimum for potable water systems 5. Have coated outside 6. Be lined inside with seal-coated cement lining of 1/16 inch minimum thickness, all conforming to applicable ASA and AWWA Specifications. 77-2.02B(2) Polyvinyl Chloride (PVC) Pipe Polyvinyl Chloride (PVC) pipe must: 1. Comply with AWWA C900 Standards 2. Be pressure class 235, DR-18 3. Be blue in color. 77-2.02B(3) Polyethylene Tubing Polyethylene tubing must: 1. Be pressure rated for 200 psi 2. SDR-9 conforming to ASTM D-2737 and AWWA C901 standards 3. Copper tube size for diameters greater than 1 inch 4. Iron pipe size for diameters 1” and smaller 5. Be manufactured for use with standard compression fittings 6. Clearly marked showing: a. Manufacturer’s trade name b. Nominal size c. Type of material d. Pressure rating e. Seal of approval of an accredited testing laboratory. 86 77-2.02B(4) Solid Sleeves Solid sleeves must be ductile iron with flanged or mechanical joints ends. Minimum sleeve length is 1 foot. 77-2.02B(2) High Density Polyethylene (HDPE) Use: 1. Virgin grade 2. High molecular weight 3. Standard Dimension Ration (SDR) 11 4. Iron Pipe Size (IPS) High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with the latest version of ASTM D3035. Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a complete and functional system. The pipe must be free of: 1. Visible cracks 2. Holes 3. Foreign inclusions, or 4. Other defects. Any pipe not meeting these criteria will be rejected. The pipe must be clearly marked with the following: 1. Name and trademark of manufacturer 2. Nominal pipe size 3. Dimension ratio 4. The letters PE followed by the polyethylene grade per the latest version ASTM D1248 5. Hydrostatic design basis in psi 6. Manufacturing standard reference 7. A production code from which the date and place of manufacture can be determined. The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3408 and have a minimum cell classification of: 1. 345434C 2. D, or 3. E As described in latest version of ASTM D3350. Pipe material must meet the requirements for: 1. Type III 2. Class B or C 3. Category 5 4. Grade P34 Material as described in latest version of ASTM D1248. Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with: 1. Specifications 2. Codes 87 3. Standards Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness must be cut out and removed from the site. Store pipe so that it is not deformed. 77-2.02C Joints and Fittings All fittings must be cement lined by the centrifugal process in compliance with USA Standard A21.4, as amended to date. Cement lining must be standard thickness. Joint and fitting types must be: 1. Mechanical 2. Compressed gasket, 3. Flanged, or 4. Flexible coupling type. Mechanical joint type fitting, gasket, gland and bolts must class 250 ductile iron and conform to: 1. USA Standard A21.10 2. USA Standards A21.11 (AWWA C111) 3. USA Standard A21.12 (AWWA C112) 4. WW-P-421c 5. WW-P-360b Compressed gasket joint type must use a single elongated rubber gasket to seal joint such as Tyton Joint, or an approved equal. Flange joint bolts must be stainless steel type 304 installed using anit-sieze lubricant. Flexible coupling type must be: 1. Ford, 2. Romac, 3. Smith Blair, or 4. Approved equal. The couplings must be straight or transition as shown. 77-2.02D Valves 77-2.02D(1) Gate Valves (3 inch to 8 inch) All gate valves must be: 1. Mueller 2360, 2. Mueller 2361, or 3. Approved equal meeting the following requirements: a. Mechanical joint or flange b. Resilient seated with fully encapsulated gate c. Epoxy coated inside and outside d. Full-size waterway. e. Open to the left f. Non-rising stems with o-ring seals g. Complete with cast iron glands 88 h. High strength cast iron tee-head bolts and hex nuts i. Plain rubber gaskets conforming to ASA specification A21.11. j. 200-psi working pressure rating k. Tested to 400 psi l. Meet the requirements of AWWA C-509. 77-2.02D(2) Butterfly Valves (10 inch to 24 inch) All butterfly valves must be: 1. Mueller Line Seal III, or 2. Approved equal meeting the following requirements: a. Rubber-seated, tight-closing type. b. Valves to have mechanical joint per AWWA Specification C111. c. Accessories (bolts, glands, and gaskets) must be supplied by the valve manufacturer. d. Valves must use full AWWA C504 Class 1500 valve-shaft diameter e. Valve must use full Class 150B underground-service-operator torque rating throughout entire travel. f. Valve body must be high strength Cast Iron ASTM A126 Class B with 18-8 Type 304 stainless steel body seat. g. Valve must be high strength cast iron ASTM A48 Class 40 h. Valve must have a rubber seat mechanical secured with an integral 18-8 stainless steel clamp ring and 18-8 stainless steel nylon locked screws. i. Valve rubber seat must be full circle 360o seat not penetrated by the valve shaft. j. Valve shaft must be one piece, extending full size through the entire valve operator with no neck down, keyways or holes to weaken. k. Valve operator must be of the traveling-nut type, sealed, gasketed, and lubricated for underground service. l. All valves must be open left, and be equipped with a 2-inch AWWA operating nut. m. Valve must meet or exceed performance requirements of AWWA Specification C504. n. When depth of valve operating unit exceeds 36”, the operating nut must be extended to within 24” of ground surface. o. Valve with operator and extension stems must be totally enclosed, watertight, grease packed, 30-turn minimum, and be Henry Pratt Co. "Groundhog" assembly or an approved equal. p. Protective coating that is suitable for buried service. 77-2.02D(3) Check Valves Gate valves must be: 1. Mueller, or 2. Approved equal meeting the following requirements. a. Iron body b. Bronze mounted c. Swing check valves with outside spring and lever. d. Bronze valve seat ring must be back-faced and screwed into an accurately machined body e. Cast iron gate mounted with a bronze gate ring. 89 f. Gate rings machined to provide a water-tight surface. g. Gate must be hung solid bronze hinges and stainless steel hinge pins h. Minimum working pressure of 150 psi. 77-2.02D(4) Air Release Valves Air release must be a combined air release and vacuum in compliance with Engineering Standards. 77-2.02E Chlorine Hypochlorites must conform to the American Water Works Association Specification B300-55 AWWA "Standard for HypoChlorites". Liquid Chlorine must conform to the American Water Works Association Specification B301-57T, "Tentative AWWA Standard for Liquid Chlorine". 77-2.03 CONSTRUCTION 77-2.03A Pipe Laying Any deflection must be taken up in the length of pipe and not the joint. In all cases deflection must not exceed the manufacturer’s recommendation. Standard laying lengths for pipe is 20 feet + 0.3 feet for all pipe diameters. Random lengths of pipe may not be used. 77-2.03A(1) Asbestos Cement Pipe Asbestos Cement Pipe must not be used for new installations. When working with asbestos cement pipe, provide documentation that employees have received required training per OSHA. Methods of work must comply with OSHA and other legal guidelines to prevent the release of fibers. Asbestos cement pipe may be cut only by an approved method and in compliance with OSHA guidelines. Sawing, grinding, drilling or any other activity that could result in the release of asbestos fibers is prohibited. Asbestos Cement Pipe, if not either: 1. Broken 2. Crushed 3. Friable It is not a hazardous waste. Verify with landfill prior to disposal. 77-2.03A(2) Poly Vinyl Chloride (PVC) Pipe Installation Install PVC water pipe in compliance with AWWA C605 Standards. 77-2.03B Joints and Fittings Install joints and fitting in compliance with manufacture’s recommendations and this Section. Provision must be made for expansion and contraction at each joint with an elastomeric ring. 90 77-2.03B(1) Mechanical Joints Clean length of ends of pipe of all 1. Oil 2. Grit 3. Other foreign material By brushing with a wire brush and then painted with a soap solution made by dissolving 1/2 cup of granular soap in one gallon of water. Install mechanical joint by: 1. Place the gland on the pipe with lip extension of the gland toward the socket or bell end of the joint. 2. Paint the rubber with the NSF approved pipe joing lubricant and place on the pipe with the thick edge toward the gland. 3. Push the pipe into the bell to seat the spigot and gasket into place. 4. Gasket must be evenly located around the entire joint. 5. Place the gland against the gasket. 6. Insert the bolts and place the nuts and tighten with torque wrench. 7. Tighten nuts one hundred eighty degrees (180o) apart alternately, to produce an equal pressure on all parts of the gasket. 8. Torque 90 foot-pounds. 77-2.03B(2) Compressed Gasket Joints Install compressed gasket joint by: 1. Wipe gasket and gasket socket clean with a cloth or brush. 2. Insert gasket into socket with thickened edge entering first. 3. Gasket groove must fit over bead in socket. 4. Apply a thin film of lubricant on portion of gasket that will come in contact with the entering pipe. 5. Wipe clean and place in proper alignment the plain beveled end of pipe with the bell of the pipe to be joined. 6. Apply a film of lubricant to the outside of the plain end for a 2-inch length. No foreign materials on lubricant will be allowed. 7. Fit the plain end of the pipe into the socket so that it is in contact with the gasket. 8. Join the pipes by exerting sufficient force on the plain end pipe and is moved past the gasket making contact with the socket. 77-2.03B(3) Flanged Joints Tighten nuts one hundred eighty degrees (180o) apart alternately to produce an equal pressure on all parts of the flange and gasket. 77-2.03B(4) Flexible Couplings Reserved. 91 77-2.03C Fire Hydrant Set hydrant plumb and make connection to water supply per Engineering Standards. Clean hydrant of all: 1. Oil 2. Grease 3. Concrete splatters 4. All deleterious materials 77-2.03D Valve s and Valve Wells Construct valve wells in compliance with Engineering Standards. Install valves in compliance with manufacturer's recommendation. Visually inspect the interior edge of the pipe that it is fitted to by turning the valve to ensure the rubber seal of the valve does not come into contact with the pipe. The interior edge of the pipe may need to be beveled to avoid contact and tearing of the rubber seal. Complete paving work and construct valve well to final finished street grade. Valve wells located outside of paved area must be raised 6 inches above finished grade. Construct concrete collar sloped away from valve well. 77-2.02E Hand Wheels Furnish and install all hand wheels as shown and in compliance Engineering Standards. 77-2.03F Water Services Construct water service pipeline to convey water from the water main to the water meter using new water tubing. Install water services in compliance with Engineering Standards. The Engineer must approve all tools and equipment used for installation. 77-2.02G Tapping Sleeves Furnish and install tapping sleeves with all necessary gaskets in compliance with Engineering Standards. 77-2.03H Existing Water Pipes All new water pipe must be tested in compliance with Section 77-2.03J, and approved by the Engineer, prior to connection to the existing water system. At a minimum, 24 hours in advance of connection to existing water pipe, pothole and verify existing pipe: 1. Depth 2. Diameter 3. Fitting needs. Swab the interior of all pipes with a one (1) to five (5) percent hypochlorite disinfecting solution. Connect new water pipe to existing water pipe as shown. The connection detail as shown represents the approved connection detail and location. If you wish to make an 92 alternate connection to the existing water system, provide a detailed drawing to the Engineer for review and approval. Do not shutdown the existing water system. The Engineer will coordinate the shut down of the existing water system for new pipeline tie-ins. Notify the Engineer 24 hours in advance of need to shut down the existing waterline. In all cases an effective shut down may not be possible, and you must work in wet conditions. Anticipate working in wet conditions. No payment will be made for delays or additional cost for inability to shutdown the existing water system. When installing new water pipe in replacement of existing water pipe, the new water pipe must be brought into service and existing water pipe abandoned prior to moving into the next segment of new water pipe installation. 77-2.03H(1) Abandonment Of Waterlines Abandon existing water system facilities taken out of service in compliance with Engineering Standards. To a bandon existing water services: 1. Excavate to existing water pipe at water service tube location. 2. Turn off corporation stop. 3. Disconnect existing water service tube from corporation stop. 4. Cap existing corporation stop. 5. Remove, cap or plug existing water service tube. 6. Remove existing water meter box. 7. Remove, cap or plug existing water service tube. 8. Inspect saddle and replace if needed. 77-2.03H(2) Coordination And Notification Coordinate water service disruptions to take place during the least impactful times to facility operations, day or night, for the following facilities: 1. Schools 2. Senior living complexes 3. Commercial business properties 4. Motels 5. Hotels 6. Restaurants 7. Hospitals. The Engineer will provide you with a map showing the affected area of a water shutdown. You must notify all affected water users. Water shutdown will disrupt fire sprinkler systems. Notify Five Cities Fire Authority and Building Offical prior to shutdown. Notify property owners with fire sprinkers of fire watch requirmenets. Fire watch requirements are as follows: 2013 California Fire Code - 901.7 Systems out of service. Where a required fire protection system is out of service, the fire department and the fire code official shall be notified immediately and, where required by the fire code 93 official, the building shall either be evacuated or an approved fire watch shall be provided for all occupants left unprotected by the shutdown until the fire protection system has been returned to service. Where utilized, fire watches shall be provided with at least one approved means for notification of the fire department and their only duty shall be to perform constant patrols of the protected premises and keep watch for fires. Public notification must comply with Section 7-1.03A. Include in the notification: 1. Construction company name 2. Contact phone number 3. Date of shutdown 4. Time of shutdown 5. Fire watch notification Five working days and again two working days, prior to water shutdown notify: 1. Schools 2. Senior living complexes 3. Commercial business properties 4. Motels 5. Hotels 6. Restaurants 7. Hospitals Notify all affected users one working days prior to water shutdown. Notify the Engineer one working days prior (or with first public notice) to water shutdown in order to schedule exercising of existing valves to accommodate service interruption. All service interruption or shutdowns are limited to four hours without prior approval of the Engineer. 77-2.03I Compliance with Public Health Code Pipeline installation must comply with Section 64630, Title 22, of the California Administrative Code and AWWA Standards. 77-2.03J Testing All new: 1. Water pipe 2. Water tubes 3. Valves 4. Joints and fittings 5. Fire lines 6. Services 7. Other water facilities Must be tested prior to service. Testing procedure for new water facility installations are: 1. Install water sampling station and temporary blow-offs – see Section 77-2.03J(1) 2. Flush and load new water facility – see Section 77-2.03J(2) 94 3. Two hour pressure test – see Section 77-2.03J(4) 4. Disinfect new water facility – see Section 77-2.03J(3) 5. Allow pipeline to disinfect for 24 hours – see Section 77-2.03J(3) 6. Flush and load new water facility – see Section 77-2.03J(2) 7. 24 hour bacteria and chlorine test. Test chlorine levels for maximum level of chlorine residuals of one (2) part per million and bacteria contamination (non-spore forming) – see Section 77-2.03J(3) 8. Remove sampling station and temporary facilities Provide the Engineer proposed testing and flushing methods as well as schedule for review and approval prior to starting testing work. Repeat testing procedure as directed by the Engineer if any portions of the new water facility fail testing. 77-2.03J(1) Sampling Provide sample station. Sampling station may be a threadless hose bib or other flow- controlling valve connected to the new water facility at either: 1. Fire hydrant 2. Blow-off 3. Backflow, or 4. Corporation stop Located at the most remote point of the facility to be tested. Hose bib or other flow- controlling valve must be a minimum of 1 foot above grade. Notify the Engineer, at a minimum, two working days in advance of each sample need. Samples are taken between 8:00 A.M. and 1:00 P.M. Monday through Friday, excluding City holidays. 77-2.03J(2) Flushing Flush new water facilities at a rate of 2.5 cubic feet per second flush flow. Install temporary blow-off per Engineering Standards as needed to load or flush new water facilities. Submit temporary blow-off locations to the Engineer for review and approval prior to installation. Remove water and debris from new water facility by flushing and placing into truck or tank. Continue to flush new water facility until residual chlorine is removed. Do not allow any water or chlorine solution into the street and storm drains. 77-2.03J(3) Disinfection Disinfect all new water facilities must comply with AWWA C651 Standard. Place calcium hypochlorite granules or tablets in the main during construction; completely filling the main to eliminate air pockets with chlorinated water, free chlorine concentration of not less than 50 mg/L. After 24 hours, flush water in compliance with Section 73-3.03J(2). Load pipeline with water. Wait at least twenty-four (24) hours and test water for: 95 1. Chlorine level which must be less than one (2) part per million 2. Bacteria contamination (non-spore forming) Repeat flushing and disinfection until all requirements of this section are achieved. 77-2.03J(4) Pressure Pressure testing of new water facilities must comply with AWWA C605 Standards. All new water facilities must be pressure tested, after water facilities: 1. Have been placed and isolated from the existing water system 2. Trenches have been backfilled 3. Concrete thrust blocks have cured for a minimum of 36 hours You may pressure test a new water facility against an existing valve that is closed at your own risk. Existing valves may leak. If the valve leaks, resulting in a failed test, you are responsible to modify the new pipe work by adding temporary blow-offs or other method, approved by the Engineer, to allow the testing to occur at no additional cost to the City. If hydrants or blow-offs are not available for expelling air, provide taps at highest points of elevation prior to testing. Insert plugs into pipe taps after tests are complete. Pressure test new water facilities as follows: 1. Pressurize new water facility to 1.5 times the working pressure of adjacent pipeline facilitiies 2. Maintain pressure for two hours within 5 psi of test pressure. 3. Evaluate leakage. Remove and replace any defective: 1. Pipes 2. Fittings 3. Valves 4. Hydrants, or 5. Consumer water services Discovered during pressure test and repeat test. 77-2.04 PAYMENT Full compensation for work specified in Section 77-2 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Waterline work performed under Section 77-2is designated in the contract by: 1. Size 2. Type 3. Quantity, or 4. Whatever information is necessary for identifying waterline work. The length of water pipe is measured by the slope length designated by the Engineer. Pipe is measured through fittings with the final measurement rounded off to the next foot increment. Measurement will be to the inner edge of other structures to which the water is connected. Pipe: 1. Bends 2. Tees 3. Crosses 96 4. Valves (except tapping valves and sleeves) 5. Other branches Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be measured along the centerline to the point of intersection. Quantities of: 1. Fire hydrants 2. Services 3. Intersection tie-ins Are determined as units from actual count. 97 77-3 SEWERS 77-3.01 GENERAL Section 77-3 includes general specification for sewers and appurtenances. Work must comply with Section 77-1. 77-3.02 MATERIALS 77-3.02A Pipe 77-3.02A(1) General Provide documents or certified test results indicating the pipe furnished meets all specified requirements. Satisfactory documents include pipe manufacturer certificate indicating that the pipe has been: 1. Sampled 2. Tested 3. Inspected In compliance with the ASTM specifications. 77-3.02A(2) High Density Polyethylene (HDPE) Use: 1. Virgin grade 2. High molecular weight 3. Standard Dimension Ration (SDR) 17 4. Iron Pipe Size (IPS) High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with the latest version of ASTM D3035. Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a complete and functional system. The pipe must be free of: 1. Visible cracks 2. Holes 3. Foreign inclusions, or 4. Other defects. Any pipe not meeting these criteria will be rejected. The pipe must be clearly marked with the following: 1. Name and trademark of manufacturer 2. Nominal pipe size 3. Dimension ratio 4. The letters PE followed by the polyethylene grade per the latest version ASTM D1248 5. Hydrostatic design basis in psi 6. Manufacturing standard reference 7. A production code from which the date and place of manufacture can be determined. 98 The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3408 and have a minimum cell classification of: 1. 345434C 2. D, or 3. E As described in latest version of ASTM D3350. Pipe material must meet the requirements for: 1. Type III 2. Class B or C 3. Category 5 4. Grade P34 Material as described in latest version of ASTM D1248. Provide pipe with interior wall color of: 1. White 2. Gray or 3. Light green. Provide pipe with exterior wall color of: 1. Black 2. Gray or 3. Light green. Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with: 1. Specifications 2. Codes 3. Standards Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness must be cut out and removed from the site. Store pipe so that it is not deformed. 77-3.02A(3) Polyvinyl Chloride (PVC) Pipe Furnish pipe in 20 foot lengths with integral wall belled ends and elastomeric joint and solid wall. Pipe and fittings must be free of imperfections and clearly marked with name of manufacturer. Minimum pipe stiffness (F/y) at 5 percent deflection is 46 psi for all sizes when calculated in compliance with ASTM Designation D 2412. Pipe must have minimum Standard Dimension Ratio (SDR) of 35 and pipe stiffness of 46 psi. Pipe color must be green. 77-3.02A(3)(a) PVC Pipe 4 To 15 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM specification D 3034. 99 77-3.02A(3)(b) PVC Pipe 18 To 27 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F 679. 77-3.02A(3)(c) PVC Pipe 30 To 48 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F 794. 77-3.02A(4) Ductile Iron Pipe Ductile iron pipe must be: 1. Centrifugally cast. 2. Ductile iron pipe. 3. Gasketed push on joints appropriate for use in a wastewater environment such as Polychloroprene, Ethylene Propylene Diene Monomer, or an approved equal. 4. A pressure class 150 for pipe with 3 feet or more of cover. 5. A pressure class of 350 for pipes with 3 feet or less of cover or exposed above grade. 6. Coated on exterior. 7. Lined with fusion bonded epoxy, polyurethane or approved equal. Ductile iron pipe must be encased in polyethylene casing material. Casing material must be: 1. Tube type 2. Conform to the latest ANSI/AWWA C105 Standard. Polyethylene casing must extend over: 1. Tees 2. Bends 3. Couplers at the end of a Section of ductile iron where it connects to a different type of pipe 4. Close casing at the end (dead end) of pipe Exposure to air and sunlight must be kept to a minimum for either type "A" or type "C" encasement material. 77-3.02A(5) Sewer Lateral Pipe New and repaired sewer lateral pipe may be: 1. PVC SDR 35 2. PVC Schedule 40 3. HDPE SDR 17 77-3.02B Joints and Fittings 77-3.02B(1) HDPE HDPE Pipe and fittings must be in compliance with the latest version of: 1. ASTM F714 2. ASTM D3261. Joints and Fittings for HDPE must be of the same manufacturer as the pipe. 100 77-3.02B(2) PVC PVC pipe must have a rubber ring bell and spigot joints providing a water tight seal and allowing for contraction and expansion. The bell must consist of an integral wall Section stiffened with two PVC retainer rings that securely lock the solid cross Section rubber ring into position. All fittings and accessories must be as manufactured and furnished by the pipe supplier, or approved equal, and have bell and/or spigot configurations identical to that of the pipe. All fittings must be of the same material as the pipe, unless specified otherwise. 77-3.02B(3) Ductile Iron Use restrained fittings for exposed ductile iron pipe, such as bridge crossings. Restrained fittings must be Flex-Ring by American Ductile Iron, TR FLEX by U.S. Pipe, or approved equal which use a factory weld as part of the restraining system. 77-3.02B(4) Repair Joint Use strong back RC couplings or equal meeting the following requirements: 1. Flexible sewer couplings and transition couplings 2. Comprised of an elastomeric sealing component 3. Type 316 series stainless steel tension components (end clamps and shear rings). 4. Shear rings must have a minimum thickness of 0.012 inches 5. End clamps must have “bolts” as their means of tightening (not worm gears). Couplings must be appropriately sized for the pipe materials being joined, without the need for bushings. HDPE Pipe with fused ends must be repaired with HDPE pipe with fused joints. Strong back couplings must not be used. 77-3.02B(5) Sewer Lateral Joints (New And Replacement) Sewer lateral pipe must be joined using glued joints and fittings or fused. 77-3.02C Concrete Use class 2 concrete. Use minor concrete for: 1. Manholes 2. Pipe junctions 3. Jacketing. Use fifteen percent approved pozzolan replacement for manhole construction. Precast concrete manhole Sections must comply with the most current version of ASTM specification C-478-61T or AASHTO-M170. All manholes must be watertight and the floor sloped for a smooth monolithic trowel finish. The interior finish of the manholes must be smooth. 101 77-3.02D Mortar Use one part of Type II Portland cement and two parts of: 1. Clean 2. Hard 3. Sharp grained particles 4. All passing a # 4 sieve To make mortar. Mix mortar in a machine or water tight box. Accurately measure and thoroughly mix mortar to a uniform consistency. Use mortar immediacy after mixing. Do not remix mortar that begins to harden prior to placement. 77-3.03 CONSTRUCTION 77-3.03A Pipe Installation Sanitary sewer lines must be water tight. Install pipe to ensure the system is water tight throughout the component parts, particularly at the pipe joint. Do not: 1. Cut 2. Gouge 3. Score or 4. Damage pipes When 1. Unloading 2. Handling 3. Storing 4. Installing 77-3.03A(1) Pipe Laying Lay the pipe in perfect conformity to the design line and grade obtained for each pipe by measuring down from a tightly stretched line running parallel with the grade. Lay all pipes continuously uphill. Install PVC pipe and fittings for underground gravity sewers in compliance with the latest version of ASTM Standard D-2321. Lay bell and spigot pipe, with the bell of the pipe upgrade. 77-3.03A(2) Pipe Bursting And Reaming Install sewer pipe by pneumatic pipe bursting or pipe reaming. Install pipe in compliance with the pipe manufacturer's recommendations. For pipe busting installation, use pneumatically operated equipment with a pipe bursting head attached to HDPE pipe. Locate, expose, disconnect and isolate existing sewer laterals from sewer main before pipe installation work begins. When pipe reaming, you must prevent drilling fluid from entering into sewer laterals. 102 Submit to the Engineer for review and approval a sewer installation plan which includes insertion and reception pit locations. For pipe bursting work, use a constant tension pneumatic tool used in conjunction with a constant tension hydraulic winch. Size the winch based on the diameter and the depth of the pipe to be replaced. The constant tension winch must be sufficient sized to pull one continuous length of pipe between approved winching points. The void created by the device must be sufficient in size to accommodate the pipe which is installed immediately after the void is formed. The void must not be so large that pipe displacement or pavement settling occurs. Allow new sewer pipe to relax for twelve hours prior to final connection to manholes. If you cannot complete pipe bursting or reaming without damage to existing closely placed lines or pavement, you may request authorization from the Engineer to place new pipe with traditional open-cut trenching. If you encounter an obstruction that prevents the bursting or reaming tool from continuing, you must: 1. Stop the operation 2. Notify the Engineer 3. Excavate to the obstruction 4. Remove the obstruction. Any pavement heaving or utility damage caused by pipe bursting or reaming work must be repaired at no additional cost to the City or utility company. If you use any material or method that is not approved by the Engineer, you must remove the work and replace as directed by the Engineer. If an obstruction is found during testing, remove the obstruction. Remove and replace Section of pipe if damaged. 77-3.03A(3) HDPE Pipe Joint Join HDPE pipe by: 1. Heat fusion welding 2. Electrofusion fitting or 3. Equal as approved by the Engineer. Perform heat fusion welding in compliance with the pipe manufacturer's recommendations and ASTM D2657. Fusion equipment used must be capable of meeting all conditions recommended by the pipe manufacturer including, but not limited to: 1. Fusion temperature 2. Alignment 3. Fusion pressure. Fusion equipment must only be operated by technicians who have been certified by the pipe manufacturer or supplier. Document and furnish to the Engineer technicians certifications in a submittal. Use a fire retardant bag or suitable enclosure for the heater plate to facilitate control of heating process and to protect the heater plate surfaces from dirt and other debris when not 103 in use. Clean heater plate surfaces regularly to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining. The heater plate must be equipped with suitable means to measure the temperature of plate surfaces and to assure uniform heating such as thermometers or pyrometers. Joint strength must be equal to that of the adjacent pipe. Clean the pipe ends with a cotton or non-synthetic cloth to remove: 1. Dirt 2. Water 3. Grease 4. Other foreign materials. Cut pipe ends square and carefully aligned just prior to heating. After achieving the proper melt pattern, bring the pipe ends together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8 to 3/16 inch in height) around and inside the entire circumference of the pipe. Remove pipe bead before welding the next joint of pipe. Use only tools designed for and approved by the manufacturer and supplier for joining pipe. 77-3.03B Sand Traps Furnish and install sand traps or other debris catching measure approved by the Engineer during the work. Debris catching devices must be installed at all times during construction. You assume all costs associated with any damage resulting from construction materials entering the wastewater system or treatment facility. 77-3.03C Bypass Pumping Submit a bypass pumping plan for approval by Engineer at the pre-construction meeting. At a minimum the plan must include: 1. Pump size and type 2. Backup pump size and type 3. Contingency plan for pump failure to ensure continuous bypass operations. The bypass system must be free from leaks. The bypass pumping plan must address access to: 1. Driveways 2. Cross streets 3. Pedestrian crossings. 77-3.03D Manholes Construct manholes per Engineering Standards. 77-3.03E Sewer Laterals Sewer laterals must be tied over as shown. Notify the Engineer immediately upon discovering any lateral not shown, or any lateral that appears to be dry and out of service. The Engineer will then determine if it is live or not, and cap it off if dead. Pay item for laterals will not be reduced because of laterals determined to be out of service and capped off by City forces. 104 77-3.03F Existing Sewer 77-3.03F(1) Existing Manholes Existing manholes must be: 1. Adjusted to grade 2. Remodeled or 3. Abandoned As shown and in compliance with Engineering Standards and Section 15. Existing manholes may have large cast in place concrete bases. No additional payment will be made for the removal of existing bases as needed to complete the work. Oversize manholes may require a manufactured concrete reduction ring prior to setting the new manhole ring and cover. 77-3.03F(2) Abandonment Of Sewerlines Sewer facilities taken out of service must be abandoned in compliance with Engineering Standard 6050. Provide the Engineer 48-hour notice prior to abandoning sewer laterals. Cut off the sewer lateral at the main and plug pipes with class 3 concrete for a distance of 12-inches into the pipe, away from the sewer main pipe. Provide a minimum five foot by five-foot excavation with shoring at the sewer main, adequate for City to remove the existing wye and replace it with new Section of pipe. Provide: 1. Backfill 2. Compaction 3. Surface restoration For the excavation. 77-3.03F(3) Repair Sewer pipeline repair must comply with Sections: 1. 77-1.03A(1)(b) preventative excavation requirements 2. 77-3.02A repair pipeline materials 3. 77-3.02B(4) repair pipeline joint 4. 77-1 excavation and restoration Repair cut sewer facilities using new pipe of material in compliance with Section 77-3.02A and the same diameter. If the existing sewer pipe material complies with materials listed in 77-3.02A, use that same pipe material. Pipe fittings must comply with Section 77-3.02B(4). Center a continuous Section of new pipe at the repair location. Repair must be water tight and placed at the same grade. Prior to backfilling excavation, place level on repaired portion of sewer, in the presence of the Engineer, to confirm line and grade. Backfill, compact and restore surface improvements in compliance with Section 77-1. 105 Repair must be documented with: 1. Location 2. Repairs made 3. Photos 4. Guarantee letter 5. Interior video inspection of pipeline, when directed by the Engineer Provide hardcopy of all documents to owner. Provide electronically, all documents to the Engineer. 77-3.03G Testing 77-3.03G(1) Air Test After the pipeline is in place and the joints made, you must air test the sewer in the presence of the Engineer. Air test procedure is as follows: 1. A maximum of 400 feet of sewer pipe will be tested at one time. 2. Plug and brace securely all outlets. 3. Introduce air into test Section until internal pressure is 4.0 psi. If sewer pipe is placed in ground water, calculate ground water pressure and add that additional pressure to internal pressure used for test. 4. Maintain an internal test pressure by adding air as need for a minimum time of 2 minutes. 5. Measure the time required for pressure to drop from 3.5 psi to 2.5 psi. Do not introduce new air into test Section during measurement. 106 Minimum permissible pressure discharge time as follows in seconds (time to drop pressure from 3.5 psi to 2.5 psi) Sewer Main 4-inch Sewer Lateral Diameter Length Sewer Lateral Length Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet 6 & 8 0 0 seconds 20 seconds 40 seconds 50 seconds 70 seconds 50 40 seconds 50 seconds 70 seconds 90 seconds 80 seconds 100 70 seconds 90 seconds 100 seconds 100 seconds 90 seconds 150 110 seconds 120 seconds 110 seconds 100 seconds 100 seconds 200 140 seconds 120 seconds 110 seconds 110 seconds 100 seconds 300 140 seconds 130 seconds 120 seconds 110 seconds 110 seconds 400 140 seconds 130 seconds 120 seconds 120 seconds 110 seconds 10 50 50 seconds 70 seconds 90 seconds 100 seconds 90 seconds 100 110 seconds 130 seconds 120 seconds 110 seconds 110 seconds 200 170 seconds 150 seconds 140 seconds 130 seconds 120 seconds 300 170 seconds 160 seconds 150 seconds 140 seconds 130 seconds 400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds 12 50 80 seconds 100 seconds 110 seconds 110 seconds 110 seconds 100 160 seconds 170 seconds 150 seconds 140 seconds 130 seconds 200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds 300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds 400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds 15 50 120 seconds 140 seconds 160 seconds 140 seconds 130 seconds 100 250 seconds 220 seconds 190 seconds 170 seconds 160 seconds 200 260 seconds 230 seconds 220 seconds 200 seconds 190 seconds 300 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds 400 260 seconds 240 seconds 230 seconds 220 seconds 220 seconds Sewer Main 6-inch Sewer Lateral Diameter Length Sewer Lateral Length Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet 6 & 8 0 0 seconds 40 seconds 80 seconds 100 seconds 100 seconds 50 40 seconds 70 seconds 110 seconds 110 seconds 110 seconds 100 70 seconds 110 seconds 120 seconds 110 seconds 110 seconds 150 110 seconds 120 seconds 120 seconds 120 seconds 110 seconds 200 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds 300 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds 400 140 seconds 130 seconds 130 seconds 120 seconds 120 seconds 10 50 50 seconds 90 seconds 120 seconds 120 seconds 110 seconds 100 110 seconds 140 seconds 130 seconds 130 seconds 120 seconds 200 170 seconds 150 seconds 140 seconds 140 seconds 130 seconds 300 170 seconds 160 seconds 150 seconds 140 seconds 140 seconds 400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds 12 50 80 seconds 120 seconds 140 seconds 130 seconds 120 seconds 100 160 seconds 170 seconds 150 seconds 140 seconds 140 seconds 200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds 300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds 400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds 15 50 120 seconds 160 seconds 160 seconds 150 seconds 140 seconds 100 20 seconds 210 seconds 190 seconds 170 seconds 160 seconds 200 260 seconds 230 seconds 210 seconds 200 seconds 190 seconds 300 260 seconds 240 seconds 220 seconds 210 seconds 200 seconds 400 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds 107 77-3.03G(2) Deflection Following the: 1. Placement 2. Backfill 3. Compaction Prior to permanent pavement, clean and measure pipe for obstruction such as: 1. Deflections 2. Joint offsets 3. Lateral pipe intrusions. Allowable internal diameter is determined using appropriate size mandrel. Prior to use, the mandrel must be certified by the Engineer or by another entity approved by the Engineer. Use of an: 1. Uncertified mandrel or 2. An altered mandrel Will invalidate test. If the mandrel fails to pass, the pipe will be deemed to be over deflected. The mandrel must: 1. Be rigid 2. Be nonadjustable 3. Have an odd-numbering-leg (9 legs minimum) 4. Have an effective length not less than its nominal diameter 5. Be fabricated of steel or aluminum 6. Be fitted with pulling rings at each end 7. Be stamped or engraved indicating the: a. Pipe material specification b. Nominal size c. Mandrel outside diameter. Using the manufacture’s specified internal diameter of pipe, maximum vertical deflection must not exceed: 1. 95 percent - for nominal diameter pipe less than or equal to 12 inches 2. 96 percent - for nominal diameter pipe less than or equal to 30 inches 3. 97 percent – for nominal diameter pipe greater than 40 inches For pipes equal to or smaller than 24 inches in internal diameter, pull the mandrel through the pipe by hand. For pipes greater than 24 inches in internal diameter, deflections may be determined by mandrel or by a method submitted to and approved by the Engineer. If a mandrel is selected it must conform to the requirements in this Section. Any over deflected pipe must be uncovered to remove the compact soil loading. Once uncovered if the pipe is able to pass the mandrel it may remain. If not, remove and replace the damaged pipe. In all cases, the Engineer will determine whether the pipe may remain or must be replaced. Any pipe subjected to any method or process other than uncovering, even if successful to remove over deflection, must be removed and replaced with a new Section of pipe. 108 All costs incurred by you attributable to: 4. Mandrel testing 1. Deflection testing 2. Repairs 3. Any delays Are borne by you at no cost to the City. 77-3.03G(3) Television Inspection Provide the Engineer a video inspection of placed pipeline. Furnish video on flash drive properly labeled with: 1. Name of the street, 2. Manhole ID numbers 3. The date that the television inspection was completed. Installations that do not conform to the requirements must be reconstructed. 77-3.03G(4) PVC Joints Joint tightness is measured by assembling two Sections of pipe in compliance with the manufacturer's recommendations. Subject the joint to an internal hydrostatic pressure of 25 psi for one hour. Consider any leakage a failure of the test requirements. 77-3.03G(5) Testing Of Force Mains Test force mains according to the following procedure: Fill each section of pipe with water and expel all air. Allow pipe to set for a minimum of 24 hours. Refill pipe and pressure pipe to: 1. 150 psi, or 2. Service pressure plus an additional 50 psi Whichever is greater. Maintain pressure for two hours. Replace any portion of line that fails and retest. Maximum allowable leakage is 4.17 gallons per hour per mile per nominal inch of diameter. 77-3.03H Cleaning After the final air test has been satisfactorily completed, clean the sewer using water and a sewer cleaning ball of proper size for the pipe being cleaned. The ball must be designed and constructed for pipe cleaning work. Clean the pipe between the two lowest manholes in the system and work upstream. Sewer flush trucks that remove all: 1. Debris 2. Cleaning water May be used upon approval of the Engineer. 109 All foreign material must be removed from: 1. Pipes 2. Manholes 3. Cleanouts Prior to being placed into service. Remove all material from sand traps or debris catchers in manholes prior to removing the sand trap or debris catcher. 77-3.04 PAYMENT Full compensation for work specified in Section 77-3 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Sewer work performed under Section 77-3 is designated in the contract by: 1. Size 2. Type 3. Quantity or 4. Whatever information is necessary for identifying sewer work. The length of sewer pipe is measured by the slope length designated by the Engineer. Pipe placed in excess of the length is not measured. Quantity to be measured will be the length of pipe placed after cutting. The distance of flow through the manhole will not be measured as pipe length, that work is included in the manhole payment. Pipe: 1. Bends 2. Tees 3. Wyes 4. Other branches Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be measured along the centerline to the point of intersection. Quantities of: 1. Manholes 2. Cleanouts 3. Sewer laterals connections Are determined as units from actual count. Thrust blocks and encasement are measured and paid for as part of the unit price for the size and type of pipe installed. 110 77-4 STORM DRAINS 77-4.01 GENERAL Section 77-4 includes general specification for storm drains and appurtenances. Storm drains and sanitary sewers materials and construction are similar. Section 77-4 is as specified in Section 77-3 except as modified below. Culverts must comply with Section 61. Alternative culverts must comply with Section 62. Plastic pipe must comply with Section 64. Concrete pipe must comply with Section 65. 77-4.02 MATERIALS Add to Section 77-3.02 Do not change pipeline size or material between structures unless approved by the Engineer. Corrugated metal pipe is not approved for use in the storm drain system. 77-4.02A Pipe 77-4.02A(2) High Density Polyethylene (HDPE) Add to Section 77-3.02A(2) Corrugated HDPE with smooth interior and integral bell / spigot is an approved pipe for storm drain application. 77-4.02B Joints and Fittings 77-4.02B(1) HDPE Add to Section 77-3.02B(1) Joints for corrugated HDPE smooth interior pipe must use gasket joints. Joint, gasket, and fittings must be of the same type and manufacture as the pipe and installed per manufacture recommendations. HDPE pipe joints must be water tight to 2 psi 77-4.02C Concrete Add to Section 77-3.02C Storm drain structures must comply with Sections 51-1and 90-2. 77-4.03E Catch Basins Construct catch basins in compliance with Engineering Standards. Install a 3½-inch circular marker, such as an ACP International Storm Drain marker on the surface of the concrete above the catch basin opening. The marker must state “Dump No Waste”, and “Drains to Creek”, and must include a Spanish translation and an image of a fish. Markers are available from the City. 111 77-4.03G Testing 77-4.03G(1) Air Test Replace Section 77-3.03G(1) with: Test storm drain pipeline joints in compliance with Section 61-1.01D. 77-4.04 PAYMENT Replace 4th paragraph of Section 77-3.04 with: Quantities of: 1. Manholes 2. Catch basins 3. Junctions Are determined as units from actual count. 112 77-5 MINOR ELECTRICAL 77-5.01 GENERAL See Engineering Standard 1010 for location/placement standards. 77-5.02 MATERIALS 77-5.02A LED Luminaries All luminaires must be LED. LED Luminaries must be the most current version of Cree XSP LED. Provide submittal to Engineer prior to purchase of luminaires. Type 1 LED Luminaires must be: 1. Cree XSP LED most current version 2. Type 2 Optics 3. 3,549 initial lumens delivered 4. 34 System Watts 5. 4000k High Efficacy Module 6. 120-277V Voltage 7. Silver Color 8. Provide with: a. Utility Label b. Photocell c. Exterior wattage label. Type 2 LED Luminaires must be: 1. Cree XSP LED most current version 2. Type 3 Optics 3. 8,266 initial lumens delivered 4. 73 System Watts 5. 4000k High Efficacy Module 6. 120-277V Voltage 7. Silver Color 8. Provide with: a. Utility Label b. Photocell c. Exterior wattage label. 77-5.03 CONSTRUCTION Not Used. 77-5.04 PAYMENT Full compensation for work specified in Section 77-5 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 113 78 INCIDENTAL CONSTRUCTION 78-2 SURVEY MONUMENTS 78-2.01 GENERAL Add to Section 78-2.01. Section 78 includes specifications for: 1. Construction survey 2. Monuments 3. Other control points 78-2.02 MATERIALS Replace Section 78-2.02 with: Survey monument materials must conform to the requirement in Engineering Standards. Survey tag must be furnished and set by the Licensed Land Surveyor. 78-2.03 CONSTRUCTION Add to Section 78-2.03. The following: 1. Horizontal monuments 2. Vertical benchmarks 3. Construction surveying Must comply with Section 5-1.26. Construct monuments per Engineering Standards. Set survey tag, record documentation with County Recorder, and provide electronic copy of document to the Engineer. 78-2.04 PAYMENT Replace Section 78-2.04 with: Full compensation for work specified in Section 78 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 114 84 MARKINGS 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS 84-2.01 GENERAL 84-2.01A Summary Add to Section 84-2.01A. All permanent traffic stripes and pavement markings must be thermoplastic. Requirements for this Section also apply to curb marking. Any traffic stripes rejected for non-compliance with these specifications, as determined by the Engineer, must be removed before reapplication. All costs incurred for pavement preparation or restoration, including costs for resurfacing the asphalt pavement to a condition equal to that before the initial placement of traffic stripes is at your expense. 84-2.01B Definitions Add to Section 84-1.01B. Curb marking: A longitudinal line covering the top and face of a curb. The marking must extend to, but not beyond, curb wick line and flowline, or in the case of an AC dike, covering the top and face to the flowline. 84-2.03 CONSTRUCTION 84-2.03C Application of Stripes and Markings Add to Section 84-2.03C. Final Stripes and Pavement Markings must not begin before 5 calendar days, and completed no later than 15 calendar days after placement of asphalt concrete or bituminous seals. You must provide the Engineer a minimum two working day notice to review, modify and approve striping layout prior placing the final stripping. You will be a ssessed Liquidated Damages in the amount of $300 per calendar day for each day’s failure to complete striping and pavement markings within this specified time. The use of preformed thermoplastic is acceptable for work where the total length of thermoplastic traffic stripes is not greater than 30 feet, and the total area of pavement markings is not greater than 30 square feet. New stripes and markings must be protected from damage until completely dry. Curb markings must be paint not thermoplastic. 84-2.04 PAYMENT Replace Section 84-1.04 with: Full compensation for work specified in Section 84 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. Traffi c stripes are measured by the linear foot along the direction of the traffic stripes, without deductions for gaps in broken traffic stripes. Each type of traffic stripe or striping detail will be measured as a single length regardless of: 1. Number 2. Widths 115 3. Patterns 4. Markers Of the stripes involved in the striping details. Pavement markings included in the various striping details, or called out separately, will be measured by the square foot. Curb markings are measured by the lineal foot along the curb wick line. When traffic stripes, legends or markings are damaged and replaced due to your operations and there is no pay item for replacement, payment for work is included in other items of work and no additional compensation will be paid. 84-9 EXISTING MARKINGS 84-9.03 CONSTRUCTION 84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERS Add to Section 84-9.03B. Not more than five days before the start of roadway surfacing or paving, you must remove existing paint and thermoplastic: 1. Striping 1. Pavement marking 2. Pavement markers Extra caution is required at locations with traffic signal loops where pavement markings or striping must be removed. Loops are located just below surface grade. Tie-out bicycle detector symbols prior to removal and coordinate the reinstallation with the Engineer. 116 DIVISION X MATERIALS 90 CONCRETE 90-1 GENERAL 91-1.01 GENERAL 90-1.01B Definitions Class of Concrete: The City identifies concrete for miscellaneous uses, curb, gutter, sidewalk, drainage structures, etc. as being specified by class. The class of the concrete as shown or in compliance with Engineering Standards. The class of concrete is defined as follows: Class Cement Content lb/cy Cement Content Sack (94 lb per sack per cy) 28-day strength 7-day strength Slump 1 675 lb/cy 7.2 5000 3500 2-4 in 2 590 lb/cy 6.3 3000 2100 2-4 in 3 or Minor 550 lb/cy 5.9 2500 1750 2-4 in High Early Strength: Concrete requiring a high early strength such as that where traffic is expected within 24 hours after placement must comply with Section 90-3 meeting 2500 psi prior to traffic loading. 90-1.01D Quality Assurnace 90-1.01D(1) General Add to Section 90-1.01D(1) Do not use bagged concrete or bagged cement. ENGINEERING STANDARDS APRIL 2016 ADOPTED BY THE CITY COUNCIL OF ARROYO GRANDE BY RESOLUTION NO. XXX APRIL 12, 2016 MATTHEW HORN CITY ENGINEER RCE C63611 APPROVED ON: APRIL 12, 2016 COMMUNITY DEVELOPMENT DEPARTMENT ENGINEERING DIVISION 300 East Branch Street Arroyo Grande, CA 93420 (805) 473-5420 Underground Service Alert Dig Alert 1-800-642-2444 CITY ENGINEERING STANDARDS NO. March 2016 Edition 1000 - GENERAL UNIFORM DESIGN CRITERIA ........................................................................................... 1010 2000 - PARKING & DRIVEWAY STANDARDS DRIVEWAYS DRIVEWAY RAMP - STANDARD ...................................................................................... 2110 DRIVEWAY RAMP - RIGHT-OF-WAYS LESS THAN 10’ .................................................. 2111 DRIVEWAY RAMP - DETACHED SIDEWALK, STANDARD ............................................. 2115 DRIVEWAY RAMP - DETACHED SIDEWALK, ROWs LESS THAN 10’ ........................... 2116 DRIVEWAY RAMP – COMMERCIAL ................................................................................. 2117 DRIVEWAY RAMP - SIZE & LOCATION ........................................................................... 2120 STANDARD DRIVEWAY GRADES .................................................................................... 2130 PARKING LOTS PARKING LOT PAVEMENT DESIGN ................................................................................ 2210 OFF-STREET PARKING STANDARDS ............................................................................. 2220 PARKING BAY DIMENSIONS - AVERAGE CARS ............................................................ 2240 PARKING LOT STRIPING .................................................................................................. 2250 WHEEL STOP ..................................................................................................................... 2260 PRIVATE PROPERTY NO PARKING SIGN REQUIREMENTS ........................................ 2270 PARKING LOT LIGHTING VILLAGE PARKING LOT LIGHTING STANDARD ............................................................. 2310 3000 - DRAINAGE CATCH BASINS CATCH BASIN - SIDE OPENING ....................................................................................... 3350 CATCH BASIN - SIDE OPENING WITH SUMP ................................................................. 3355 CATCH BASIN - EXTENDED SIDE OPENING .................................................................. 3360 UNDERDRAINS SIDEWALK UNDERDRAIN - CONCRETE ......................................................................... 3410 SIDEWALK UNDERDRAIN - WITH COVER PLATES ....................................................... 3420 STORM DRAIN MANHOLES STORM DRAIN MANHOLE - 36” PIPE & LARGER ........................................................... 3510 STORM DRAIN MANHOLE - 18” to 36” PIPE .................................................................... 3520 PRECAST STORM DRAIN MANHOLE - UP TO 3’ O.D. PIPE SIZE ................................. 3530 STORM DRAIN CONNECTIONS ....................................................................................... 3540 4000 - CURB, GUTTER & SIDEWALK CURB & GUTTER CURB .................................................................................................................................. 4020 CURB & GUTTER ............................................................................................................... 4030 ROLLED CURB ................................................................................................................... 4040 SIDEWALK SIDEWALK - INTEGRAL & DETACHED ............................................................................ 4110 SIDEWALK TRANSITION - INTEGRAL TO DETACHED .................................................. 4120 SIDEWALK – VILLAGE STYLE – EXPOSED AGGREGATE ............................................. 4130 CITY ENGINEERING STANDARDS NO. CROSS GUTTERS CROSS GUTTER ................................................................................................................ 4310 CURB RAMPS CURB RAMP - CORNERS & MIDBLOCK .......................................................................... 4440 SIDEWALK TRANSITION AT RAMP .................................................................................. 4450 MISCELLANEOUS CONCRETE CUTTING ....................................................................................................... 4910 ASPHALT CONCRETE PAVEMENT REPAIR ................................................................... 4915 CONCRETE BUS TURNOUT ............................................................................................. 4920 RAISED COBBLESTONE MEDIAN .................................................................................... 4940 5000 - RETAINING WALLS RETAINING WALL DRAINAGE .......................................................................................... 5020 SHORT RETAINING WALLS .............................................................................................. 5030 STEPPED SEATING WALL ................................................................................................ 5040 SHORT RETAINING WALL ................................................................................................ 5050 6000 - UTILITIES UTILITY LOCATIONS – NEW CONSTRUCTION .............................................................. 6010 TRENCH DETAIL ................................................................................................................ 6020 TRENCH DETAIL – UNPAVED .......................................................................................... 6030 UTILITY GRADE ADJUSTMENT ........................................................................................ 6040 UTILITY ABANDONMENT .................................................................................................. 6050 WATER - SEWER SEPARATION CRITERIA .................................................................................................. 6110 WATER UNDERCROSSING .............................................................................................. 6120 WATER SERVICES WATER SERVICE – 1” SERVICE ...................................................................................... 6210 WATER SERVICE MANIFOLD ........................................................................................... 6220 WATER SERVICE – 1.5” TO 2” SERVICE ......................................................................... 6230 WATER SERVICE – 3” AND LARGER ............................................................................... 6260 WATER MAINS FIRE HYDRANT ASSEMBLY ............................................................................................. 6310 WATERLINE TIE-IN ............................................................................................................ 6330 WATER VALVE & WELL .................................................................................................... 6340 BLOWOFF ASSEMBLY ...................................................................................................... 6350 AIR & VACUUM RELEASE VALVE ASSEMBLY ............................................................... 6360 WATER MISCELLANEOUS DOUBLE CHECK DETECTOR WITH FDC 4” AND LARGER ........................................... 6410 REDUCED PRESSURE BACKFLOW PREVENTER - ¾” TO 10” ..................................... 6420 FIRE MAIN - BUILDING CONNECTION ............................................................................ 6430 THRUST BLOCKS .............................................................................................................. 6440 CITY ENGINEERING STANDARDS NO. SEWER MANHOLES SEWER MANHOLE ............................................................................................................ 6610 SEWER MANHOLE - SHALLOW ....................................................................................... 6620 SEWER MANHOLE - DROP .............................................................................................. 6630 SEWER MANHOLE BASE.................................................................................................. 6640 SEWER MANHOLE CUL-DE-SAC ..................................................................................... 6650 SEWER MAINS SEWER CLEANOUT & WELL ............................................................................................ 6710 SEWER SERVICES SEWER LATERAL .............................................................................................................. 6810 STEEP SEWER LATERAL ................................................................................................. 6820 7000 - STREETS & TRAFFIC GEOMETRY STREET DESIGN SECTIONS ............................................................................................ 7010 CUL-DE-SAC ...................................................................................................................... 7020 KNUCKLE ........................................................................................................................... 7030 FIRE DEPARTMENT TURNAROUND ............................................................................... 7035 CLASS I BIKEWAY ............................................................................................................. 7040 ALL WEATHER ACCESS ROAD ....................................................................................... 7050 PAVEMENT FLEXIBLE PAVEMENT ELEMENTS .................................................................................. 7110 SIGNS METAL SIGN & PARKING METER POSTS ....................................................................... 7210 SIGN PLACEMENT ............................................................................................................ 7220 STREET NAME SIGN ......................................................................................................... 7250 STREET CONTROLS ROAD BUMP - CONSTRUCTION DETAIL ........................................................................ 7320 ROAD BUMP - LOCATION, STRIPING & SIGNS .............................................................. 7321 SPEED TABLE - LOCATION, STRIPING & SIGNS ........................................................... 7325 STREET BARRICADE ........................................................................................................ 7330 REMOVABLE BOLLARD .................................................................................................... 7335 PEDESTRIAN BARRICADE - SIDEWALK CLOSURE ....................................................... 7340 SAFETY CONTROLS SIGHT DISTANCE .............................................................................................................. 7410 PARKING RESTRICTIONS ................................................................................................ 7420 PARKING STREET PARKING ............................................................................................................. 7510 MISCELLANEOUS HYDRANT REFLECTOR .................................................................................................... 7820 CITY ENGINEERING STANDARDS NO. TRAFFIC HANDLING TRAFFIC HANDLING NOTES AND LEGEND .................................................................. 7910 WORK IN CENTER OF ROADWAY .................................................................................. 7911 ONE WAY CLOSURE WITH FLAGGERS ......................................................................... 7912 OUTSIDE LANE CLOSURE BEYOND INTERSECTION .................................................. 7913 ONE WAY MULTI-LANE CLOSURE ................................................................................. 7914 MULTI-LANE OUTSIDE LANE CLOSURE ........................................................................ 7915 MULTI-LANE CLOSURE BEYOND INTERSECTION ....................................................... 7916 MULTI-LANE INSIDE LANE CLOSURE ............................................................................ 7917 MULTI-LANE WORK WITHIN SHOULDER ....................................................................... 7918 MULTI-LANE INSIDE CLOSURE BEYOND INTERSECTION .......................................... 7919 MULTI-LANE INSIDE LANE CLOSURE AT INTERSECTION ........................................... 7920 MULTI-LANE CLOSING OF HALF ROAD ......................................................................... 7921 MULTI-LANE WORK WITHIN INTERSECTION ................................................................ 7922 BICYCLE LANE CLOSURE ............................................................................................... 7923 TWO WAY LEFT TURN LANE ONE WAY CLOSURE ...................................................... 7924 MULTI-LANE CLOSING OF HALF ROAD ......................................................................... 7925 SIDEWALK CLOSURE ...................................................................................................... 7926 8000 - LANDSCAPING & IRRIGATION STREET TREES STREET TREES - MASTER LIST ...................................................................................... 8010 TREE WELLS TREE WELL ........................................................................................................................ 8130 TREE WELL COVER - ALTERNATE METHOD ................................................................. 8150 PLANTING STREET TREE PLANTING NOTES .................................................................................. 8210 TREE PLANTING & STAKING – 15 GALLON SIZE .......................................................... 8220 TREE PLANTING & STAKING – 24” BOX & LARGER ...................................................... 8250 TREE PLANTING & STAKING – BEHIND SIDEWALK ...................................................... 8260 SHRUB PLANTING ............................................................................................................. 8410 GROUND COVER PLANTING PATTERN ......................................................................... 8420 IRRIGATION IRRIGATION CONTROLLER ............................................................................................. 8520 MASTER VALVE & FLOW SENSOR ................................................................................. 8550 REDUCED PRESSURE BACKFLOW ASSEMBLY ............................................................ 8560 TRENCH DETAILS ............................................................................................................. 8610 ELECTRIC CONTROL VALVE & BOX ............................................................................... 8620 QUICK COUPLER VALVE & BOX ...................................................................................... 8630 IN-LINE VALVE ................................................................................................................... 8640 POPUP HEAD ..................................................................................................................... 8650 DRIP IRRIGATION .............................................................................................................. 8660 TREE BUBBLER ................................................................................................................. 8670 RAIN SENSOR ................................................................................................................... 8680 CONCRETE EDGING ......................................................................................................... 8710 CITY ENGINEERING STANDARDS NO. 9000 - MISCELLANEOUS MAIL BOX LOCATION ........................................................................................................ 9010 MONUMENT & WELL ......................................................................................................... 9020 RAIL FENCE ...................................................................................................................... 9050 TRASH ENCLOSURE ......................................................................................................... 9060 APPENDICES A. STATE STANDARD CURB RAMP DETAILS B. STATE STANDARD ACCESSIBLE PARKING C. PAVEMENT CUT POLICY – RESOLUTION 3819, 2005 SERIES D. QUALITY ASSURANCE PROGRAM E. FEDERAL HIGHWAYS ADMINISTRATION CRITERIA FOR MARKED CROSSWALKS AT UNCONTROLLED INTERSECTIONS F. FIRE ENGINE AND LADDER TRUCK TURNING TEMPLATE G. REQUEST FOR EXEMPTION TO CURB RAMP REQUIREMENTS H. DESIGN EXCEPTION REQUEST FORM I. STORMWATER DRAINAGE ZONES MAP J. BIORETENTION PLANTING LIST K. BIORETENTION DETAILS L. BAY AREA STORMWATER MANAGEMENT AGENCIES ASSOCIATION (BASMAA) SPECIFICATION OF SOILS FOR BIOTREATMENT OR BIORETENTION FACILITIES M. MAINTENANCE OF PRIVATE TREES - RESOLUTION 3836, 2005 SERIES CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 1 of 66 TABLE OF CONTENTS UNIFORM DESIGN CRITERIA ............................................................................................................. 8 General .................................................................................................................................. 8 1. Improvement Plans ........................................................................................................... 9 1.1 Preparation of Plans ...................................................................................................... 9 1.1.1 Plan Review Procedure .......................................................................................... 9 A. Plan Check Intake ................................................................................................... 9 B. Plan Revisions ......................................................................................................... 9 C. Phased Improvements............................................................................................. 9 1.1.2 Plan and Profile Layout......................................................................................... 10 A. Earthwork .............................................................................................................. 10 B. Retaining Walls ...................................................................................................... 10 C. Roadway Improvements ........................................................................................ 10 D. Cross Sections ...................................................................................................... 10 E. Storm Drainage ..................................................................................................... 11 F. Water Supply and Wastewater Disposal ................................................................ 11 H. Utilities ................................................................................................................... 11 I. Traffic Control ......................................................................................................... 11 J. Erosion Control ...................................................................................................... 11 K. Landscape Plans ................................................................................................... 11 L. Details .................................................................................................................... 11 1.1.3 Plans Format ........................................................................................................ 12 A. Title Sheet ............................................................................................................. 12 B. Vicinity Map ........................................................................................................... 12 C. Title Block .............................................................................................................. 12 D. Right-of-Way ......................................................................................................... 12 E. Survey Monuments ................................................................................................ 12 F. Topography ............................................................................................................ 13 G. Profiles .................................................................................................................. 13 H. Design Basis ......................................................................................................... 14 I. Stationing and Orientation ....................................................................................... 14 J. Benchmark ............................................................................................................. 14 K. Basis of Bearings ................................................................................................... 14 L. Units of Measurement ............................................................................................ 15 M. Text ....................................................................................................................... 15 1.2 Design Exceptions ...................................................................................................... 15 1.3 Americans with Disability Act Requirements ............................................................... 15 A. Design Requirements ............................................................................................ 15 B. Design Aids ........................................................................................................... 15 C. Design Exceptions ................................................................................................. 16 2. Site Preparation & Grading ............................................................................................ 16 2.1 Design Standards ........................................................................................................ 16 2.1.1 Site Preparation .................................................................................................... 16 A. Verification of Underground Utilities. ..................................................................... 16 B. Clearing and Grubbing........................................................................................... 16 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 2 of 66 C. Tree Removal. ....................................................................................................... 16 2.1.2 Grading Design ..................................................................................................... 16 A. Grading Plan Submittals. ....................................................................................... 16 A. Maximum Height of Cuts/Fills. ............................................................................... 17 B. Grading Site Boundaries. ....................................................................................... 18 C. Foundation Elevations. .......................................................................................... 18 D. Elevation Standards. ............................................................................................. 18 E. Drainage Systems. ................................................................................................ 18 F. Slope Easements Required. .................................................................................. 18 G. Retaining Walls. .................................................................................................... 18 H. Preservation of Trees. ........................................................................................... 19 I. Stockpile Requirements. ......................................................................................... 19 2.2 Construction ................................................................................................................ 20 2.2.2 Construction Testing ............................................................................................. 20 A. Compaction Standards. ......................................................................................... 20 B. Elevation Certification. ........................................................................................... 20 C. Inspections. ........................................................................................................... 20 D. Grading in Open Space Areas. .............................................................................. 20 E. Erosion Control During Construction. .................................................................... 20 F. Retaining Walls Inspection. .................................................................................... 20 3. Roadways ........................................................................................................................ 21 3.1 Design Standards ........................................................................................................ 21 3.1.1 Definitions ............................................................................................................. 21 A. Complete Street: .................................................................................................... 21 B. Local Road. ........................................................................................................... 21 C. Collector Road. ...................................................................................................... 21 D. Arterial Road. ........................................................................................................ 21 E. Speed: ................................................................................................................... 21 F. Roadway Structural Section Factor of Safety. ....................................................... 22 3.1.2 Design Criteria ...................................................................................................... 22 A. Design Speed. ....................................................................................................... 22 B. Longitudinal Grade. ............................................................................................... 22 C. Horizontal Alignment. ............................................................................................ 22 D. Cross Slope. .......................................................................................................... 22 E. Intersecting Streets or Roads. ............................................................................... 23 F. Bikeways. ............................................................................................................... 23 G. Cross Gutters. ....................................................................................................... 23 H. Curve Data. ........................................................................................................... 23 I. Obstructions at Public Road Intersections and Knuckles. ....................................... 23 J. Right-of-Way. ......................................................................................................... 23 K. Street and Road Profiles. ....................................................................................... 23 L. Mid-Block Tapers. .................................................................................................. 24 M. Turning Design. ..................................................................................................... 24 N. Cut and Fill Slopes within the Right of Way. .......................................................... 24 O. Barricades. ............................................................................................................ 25 P. Survey Monuments. ............................................................................................... 25 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 3 of 66 Q. Street Lighting ....................................................................................................... 25 3.2 Construction ................................................................................................................ 26 3.2.1 Testing .................................................................................................................. 26 A. Basement Soil. ...................................................................................................... 26 4. Road Edges .................................................................................................................... 26 4.1 Design Standards ........................................................................................................ 26 4.1.1 Sight Distance ...................................................................................................... 26 A. Public Road Intersections. ..................................................................................... 26 B. Driveways. ............................................................................................................. 26 4.1.2 Sidewalks ............................................................................................................. 26 A. Curb Ramps Required. .......................................................................................... 26 B. Attached and Detached Sidewalks. ....................................................................... 27 C. Bulb-Outs. ............................................................................................................. 27 D. Repair and Replacement of Sidewalk. .................................................................. 27 E. Curb, Gutter and Sidewalk installation with Building Permit. ................................. 27 4.1.3 Multi-Use Paths .................................................................................................... 27 A. ADA Compliant. ..................................................................................................... 28 B. HDM Compliant ..................................................................................................... 28 C. Attached and Detached Paths. .............................................................................. 28 D. Crossing Locations. ............................................................................................... 28 4.1.4 Pedestrian Crossings ........................................................................................... 28 A. Installation of Marked Crosswalks at Uncontrolled Intersection. ............................ 29 B. Installation of Marked Crosswalks Between Intersections (Midblock). ................... 29 C. Re-Installation of Marked Crosswalks Covered by Roadway Surfacing. ............... 29 D. Marked Crosswalks at Traffic Signal Locations. .................................................... 29 E. In-Pavement and Sign-Mounted Warning Light Systems for Crosswalks. ............. 29 F. Crosswalk Dimensions and Markings. ................................................................... 30 4.1.5 Driveways and Off-Street Parking ........................................................................ 30 A. Driveways on Arterial and Collector Street. ........................................................... 30 B. Off-Street Parking Location. .................................................................................. 30 C. Design and paving standards for off-street parking facilities. ................................ 30 D. Access for off-street parking facilities .................................................................... 32 E. Clearance for off-street parking facilities................................................................ 33 F. Screening for off-street parking facilities ................................................................ 33 G. Landscaping for off-street parking facilities ........................................................... 33 H. Maintenance of off-street parking facilities ............................................................ 33 I. Off-street loading areas........................................................................................... 34 4.1.6 Trees Trimming and Removal within the Right-of-Way ........................................ 34 A. Definitions .............................................................................................................. 34 B. Preservation of Existing Trees. .............................................................................. 35 C. Criteria for Tree Removal within City Rights-of-Way. ............................................ 35 D. Responsibility for Trees. ........................................................................................ 35 E. Procedures for Applying for Tree Removal within City Rights-of-Way. .................. 35 F. Tree Trimming. ...................................................................................................... 35 4.1.7 Trees and Landscaping within the Right-of-Way .................................................. 36 A. Tree Placement. .................................................................................................... 36 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 4 of 66 B. Tree Selection. ...................................................................................................... 36 C. Planting. ................................................................................................................ 36 D. Low Impact Development (LID). ............................................................................ 36 4.1.8 Other Design Standards ....................................................................................... 36 A. Lateral Clearance. ................................................................................................. 36 B. Vertical Clearance. ................................................................................................ 37 C. Railings and Barriers. ............................................................................................ 37 D. Clearance Requirements for Rights-of-Way. ......................................................... 37 E. Bus Turnouts. ........................................................................................................ 38 5. Storm Drainage .............................................................................................................. 38 5.1 Design Standards ........................................................................................................ 38 5.1.1 Hydrology ............................................................................................................. 38 A. Drainage Report Requirements. ............................................................................ 38 B. Rational Method. ................................................................................................... 40 C. Special Design Problems. ..................................................................................... 41 5.1.2 Hydraulic design standards .................................................................................. 41 A. Design Parameters. ............................................................................................... 41 B. Open Channels and Culverts. ................................................................................ 42 C. Provide for Overland Escape. ................................................................................ 42 D. Conveyance of Drainage in Urban Areas. ............................................................. 42 E. Sidewalk Underdrains. ........................................................................................... 42 5.1.3 Diversion of Drainage ........................................................................................... 42 A. Maintain Historic Path. ........................................................................................... 42 B. Improvements In Natural Watercourses. ............................................................... 42 5.1.4 Alignment of Drainage Facilities ........................................................................... 42 A. Locate within Road or Public Easement. ............................................................... 42 B. Avoid Combining with Utility Easements. .............................................................. 43 C. Easement Width. ................................................................................................... 43 D. Storm Drain Alignment. ......................................................................................... 43 E. Cross Culvert Alignment. ....................................................................................... 43 F. Adjacent Property. ................................................................................................. 43 5.1.5 Drainage Structures .............................................................................................. 43 A. Manholes. .............................................................................................................. 43 B. Catch Basin. .......................................................................................................... 44 C. Junction Boxes. ..................................................................................................... 44 D. Other Structures. ................................................................................................... 44 5.1.6 Flood Control Basins ............................................................................................ 44 A. Basin Design. ........................................................................................................ 44 B. Storage Capacity Calculation. ............................................................................... 45 C. Deep Basins. ......................................................................................................... 45 D. Shallow Basins. ..................................................................................................... 45 E. Subsurface Basins. ................................................................................................ 45 F. Overflow Path Required. ........................................................................................ 46 G. Fencing Requirements. ......................................................................................... 46 I. Freeboard Requirements. ....................................................................................... 46 J. Maintenance Requirements. .................................................................................. 46 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 5 of 66 K. Parking Areas. ....................................................................................................... 46 5.1.7 Bioretention Basins ............................................................................................... 46 A. Design Criteria. ...................................................................................................... 46 B. Materials. ............................................................................................................... 47 C. Maintenance. ......................................................................................................... 47 5.1.8 Bioswales ............................................................................................................. 47 A. Facility Design and Dimensions ............................................................................. 47 B. Slopes and Grades ................................................................................................ 48 C. Infrastructure ......................................................................................................... 48 D. Soil, Aggregate and Mulch .................................................................................... 48 E. Planting, Irrigation, and Underdrains ..................................................................... 49 5.1.9 Channel and Swales ............................................................................................. 49 A. Types. .................................................................................................................... 49 B. Freeboard and Side Slopes Required. .................................................................. 49 C. Improvement Plans. .............................................................................................. 49 D. Velocity Requirements. .......................................................................................... 50 E. Natural Waterways. ............................................................................................... 50 F. Fencing Requirements. .......................................................................................... 50 5.1.10 Culverts and Storm Drains .................................................................................. 50 A. Minimum Diameter. ............................................................................................... 50 B. Velocity Requirements. .......................................................................................... 50 5.1.11 Outfalls ............................................................................................................... 50 A. Culvert Energy Dissipaters. ................................................................................... 50 5.2 Post Construction Stormwater Compliance ................................................................. 51 5.2.1 Performance Requirements .................................................................................. 51 A. Performance Requirement No. 1: Site Design and Runoff Reduction ................... 51 B. Performance Requirement No. 2: Water Quality Treatment .................................. 51 C. Performance Requirement No. 3: Runoff Retention .............................................. 52 D. Performance Requirement No. 4: Peak Management ........................................... 54 E. Impervious Surface Correction Factors ................................................................. 55 5.2.2 Stormwater Control Plan ....................................................................................... 55 A. Minimum Requirements for Content ...................................................................... 55 B. Exhibits .................................................................................................................. 56 5.2.3 Operations and Maintenance ................................................................................ 56 A. Operations and Maintenance Plan. ....................................................................... 56 B. Maintenance Agreement. ....................................................................................... 56 C. Maintenance Notification. ...................................................................................... 57 6. Water Supply .................................................................................................................. 57 6.1 Design Standards ........................................................................................................ 57 6.1.1 Quantity of Water .................................................................................................. 57 6.1.2 Distribution System ............................................................................................... 57 A. Operating Pressure. .............................................................................................. 57 B. Size of Water Mains. ............................................................................................. 57 C. Alignment and Layout of Mains. ............................................................................ 58 D. Valves. ................................................................................................................... 58 F. Hydrants. ............................................................................................................... 58 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 6 of 66 G. Service Lines. ........................................................................................................ 58 H. Thrust Blocks. ........................................................................................................ 58 I. Valve Anchors. ........................................................................................................ 58 J. Air and Vacuum Release Valves. ........................................................................... 59 K. Blowoffs. ................................................................................................................ 59 L. Sampling Stations. ................................................................................................. 59 6.1.3 Cross Connections ............................................................................................... 59 A. Backflow Prevention Required. .............................................................................. 59 C. Location of Backflow Prevention Devices. ............................................................. 59 D. Ownership and Maintenance. ................................................................................ 59 7. Wastewater ...................................................................................................................... 59 7.1 Design Standards ........................................................................................................ 59 7.1.1 Quantity of Flow .................................................................................................... 59 A. Average Flow Rate. ............................................................................................... 59 B. Number of Persons Served. .................................................................................. 60 7.1.2 Collection System ................................................................................................. 60 A. Minimum Velocity. ................................................................................................. 60 B. Change in Pipe Size or Angle Point. ...................................................................... 60 C. Maximum Velocity. ................................................................................................ 60 F. Sewer Lines Within Easements. ............................................................................ 61 G. Alignment. ............................................................................................................. 61 H. Depth. .................................................................................................................... 61 I. Size. ........................................................................................................................ 61 7.1.3 Areas of Conflict between Sewer and Storm Drain Lines ..................................... 61 8. Utilities ............................................................................................................................ 61 8.1 Design Standards ........................................................................................................ 61 8.1.1 General Provisions ............................................................................................... 61 A. Improvements Required. ....................................................................................... 61 B. Plan Requirements. ............................................................................................... 62 C. Underground Installation Required. ....................................................................... 62 D. Service Extensions Required. ............................................................................... 62 E. Acceptance by Utility. ............................................................................................ 62 9. Construction of Private Development Projects .......................................................... 62 9.1 Before Construction .................................................................................................... 63 A. Pre-Construction Conference. ............................................................................... 63 B. Contractor’s Requirements. ................................................................................... 63 C. Trench Safety. ....................................................................................................... 63 D. Agency Permits. .................................................................................................... 64 E. Encroachment Permit. ........................................................................................... 64 9.2 During Construction .................................................................................................... 64 A. Inspection by Engineer of Work. ............................................................................ 64 B. Workplace (and field) Conduct. ............................................................................. 64 C. Inspection by City. ................................................................................................. 65 D. Clean Up. .............................................................................................................. 65 9.3 Project Completion ...................................................................................................... 65 A. Clean Up. ............................................................................................................... 65 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 7 of 66 B. Request for Final Processing. ................................................................................ 65 C. Preliminary Inspection. .......................................................................................... 66 D. Final Inspection. .................................................................................................... 66 E. Record Drawings. .................................................................................................. 66 F. Improvements to be Accepted for City Maintenance. ............................................ 66 G. Aged Improvements to be Accepted for City Maintenance. ................................... 66 H. Timing of grading certifications. ............................................................................. 66 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 8 of 66 UNIFORM DESIGN CRITERIA General The purpose of establishing these Standards is to help provide guidance for design of public facilities to better ensure health and safety and enhance quality of life for the community. These standards are not intended to be a substitute for engineering knowledge, experience, or judgment. It is incumbent on the users of these standards to exercise good judgment and where needed seek guidance from the appropriate professional. Where deviation from these standards is necessary, the designer must follow the Design Exception process outlined in this document. These document must be used for new or reconstruction of existing facilities. Existing facilities constructed prior to these standards, or with approved design exceptions are not required to comply with these standards. It is the designer’s responsibility to design compliant facilities or to provide notification and the appropriate design exemption request for approval. Without this notice and documentation, it is the City of Arroyo Grande’s understanding that new construction will comply with these standards. This document is supported by various publications that comprise the standard references for this type of work. In event of conflict, it is the designer’s responsibility to notify the City of that conflict and request clarification. Without that notification, these standards will take precedence. Reference documents include: 1. City of Arroyo Grande Engineering Standards 2. City of Arroyo Grande Standard Specifications 3. American Water Works Association (AWWA) Standards 4. Caltrans State Standard Plans 5. Caltrans State Standard Specifications 6. San Luis Obispo County Public Improvement Standards 7. Caltrans Manual for Uniform Traffic Control Devices (MUTCD) 8. Caltrans Highway Design Manual (HDM) 9. American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets 10. Americans with Disabilities Act Guidelines (ADAG) 11. Pedestrian Right-of-Way Accessibility Guidelines (PROWAG) 12. Caltrans DIB 82-05 Pedestrian Accessibility Guidelines for Highway Projects Regulatory permits may be required from other agencies including but not limited to: 1. California Regional Water Quality Control Board 2. California Department of Fish and Wildlife 3. U.S. Army Corps of Engineers (ACOE) 4. Air Pollution Control District (APCD) 5. County of San Luis Obispo 6. State Department of Transportation (Caltrans) Approval of any improvements plans for construction by the City does not exempt the CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 9 of 66 applicant/owner/contractor from compliance with regulations from these agencies and obtaining authority to construct improvements from all required agencies. 1. Improvement Plans Complete plans and specifications for all proposed public improvements that is not initiated by City of Arroyo Grande must conform to the requirements of this chapter. These plans and specifications must be submitted to the City of Arroyo Grande for review and approval prior to the beginning of construction of any such improvements. 1.1 Preparation of Plans 1.1.1 Plan Review Procedure A. Plan Check Intake For the first submittal of plans, the Project Engineer must schedule an “intake” appointment, at which time the City will determine whether all required information has been provided. Checklist for various types of submittals are available on the City’s web site www.arroyogrande.org. Other items may be required by the City, as determined necessary at the intake appointment. Plans not conforming to the normal standards of quality and neatness may be rejected. Project approval may require approval from utility companies. It is the responsibility of the Project Engineer to submit directly to those companies. Upon completion of the plan-check, one copy of the plans and other items requiring revisions, will be returned to the Project Engineer. When all corrections have been made to the satisfaction of the City, the Project Engineer may submit original signed, sealed and dated drawings for approval. Plans are not approved, until such time as the City signifies approval by signature on the title sheet of the original drawings. Construction is not authorized until the plans are approved and an construction permits have been issued by the City. B. Plan Revisions There may be no revisions made to an approved set of plans, unless such revisions are submitted to the City for approval prior to being constructed. Excepted from this approval are revisions that are necessary to eliminate conflict with: 1. Federal; 2. State; 3. County; 4. City Standards; 5. Generally accepted engineering practice; or 6. Standards of the profession; even though such errors, omissions or conflicts may have been overlooked in the design and review process. C. Phased Improvements Where the improvement plans submitted cover only a portion of the ultimate development, the plans submitted must be accompanied by the approved overall tentative plan or a study if there is no approved overall tentative plan, showing topographic features of the ultimate development at an CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 10 of 66 adequate scale to clearly show the proposed improvements. 1.1.2 Plan and Profile Layout All plans shall be prepared on: 1. Mylar; 2. Vellum; 3. Bond; or 4. Approved equal Measuring 24" x 36". Plans prepared for minor projects that do not require design professionals may be submitted on letter or tabloid size bond paper. Appropriate plan scales are: Horizontal Vertical 1-inch=20-feet 1-inch=2-feet or 1-inch=4-feet 1-inch=30-feet 1-inch=3-feet or 1-inch=6-feet 1-inch=40-feet 1-inch=4-feet or 1-inch=8-feet The scale may be varied in rough terrain upon approval of the City Engineer. A. Earthwork If any grading is proposed outside the roadway prism, a grading plan shall be submitted with the other required improvement plans. Finished grading shall be depicted by contour lines, spot elevations, or by “top/toe” indications, as determined appropriate by the City. The grading plan shall include a reference to the project soils report, including its title, date and author. B. Retaining Walls For any proposed retaining walls, a separate sheet shall be provided which depicts the elevation view and typical section for each wall. C. Roadway Improvements Roadway plan and profile sheets shall be of appropriate scale to clearly show the proposed plan layout, along with existing and proposed profiles of all roadways. The boundaries of lots fronting on the roadway, drainage easements, utility easements, slope easements, section lines and corners, land grant lines and temporary construction easements shall be shown on all roadway improvement sheets, with proper dimensions. Each roadway plan and profile sheet shall include the typical roadway section. D. Cross Sections Cross sections must be provided for all designs involving widening existing roads. The spacing of cross sections shall be based on the characteristics of the project, as determined necessary by the City. The following items of work may be depicted together with the roadway improvement plans. However, the City may require that they be separated from the roadway improvement plans if necessary for clarity. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 11 of 66 E. Storm Drainage Plans for minor drainage facilities may be shown on roadway plans. Plans for major drainage facilities must conform to the sheet size and scale shown above for roadway improvements. Profiles of all culverts and drainage structures must be provided, along with the hydraulic grade line for the design event. F. Water Supply and Wastewater Disposal Plans for water system and wastewater disposal systems improvement layout may be submitted on the same plans as the roadways. Improvements outside the roadway prism shall be drawn on separate sheets and to an appropriate scale. H. Utilities A layout for all utilities including water, sewer, electric, telephone, cable television and gas system improvements shall be submitted on a composite utility plan in an appropriate scale, unless approved otherwise by the City. Roadway plans shall show placement of utilities in the typical section. The composite utility plan must clearly show existing overhead utilities, utility poles and guy wires. The exhibit must clearly show facilities that are going to be undergrounded and poles removed and those poles and facilities that are to remain overhead. I. Traffic Control Plans for work zone traffic control, and for installation of new permanent traffic control devices and roadway striping, must be drawn on sheets and to an appropriate scale. Work zone traffic control must reference and comply with the Manual on Uniform Traffic Control Devices (CA-MUTCD). If new permanent traffic control devices include traffic signals or lighting, the necessary electrical details shall be incorporated into these sheets. J. Erosion Control Temporary and permanent erosion control measures are to be shown. K. Landscape Plans Landscape plans must demonstrate that the landscaping, irrigation, and other features within the right-of-way comply with City Standards including sight distance adequacy, lateral clearance from the roadway, and lateral clearance from sidewalks and other improvements within the right-of-way. L. Details The plans must include one or more sheets entitled “Details,” which show the following as applicable: 1. Copy of all City Standard Drawings which are referenced in the design 2. Detail of all concrete structures 3. Details of any element of the plans required for clarity 4. Miscellaneous details 5. Other agencies’ standard details which are referenced in the design 6. Temporary and permanent erosion control standards/details referenced in the design CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 12 of 66 1.1.3 Plans Format The following items are to be shown on plans submitted for approval: A. Title Sheet On improvement plans exceeding two sheets in the set, a title sheet must be prepared. The title sheet must include an index of sheets, and a signature block for all other agencies involved such as utility companies. Title sheet must also include stormwater Construction General Permit information and Post Construction Stormwater Requirements. The title sheet must include: 1. WDID 2. Area of project disturbance 3. Area of existing impervious surfaces 4. Area of new or reconstructed impervious services 5. Stormwater Post Construction Regulation Tier B. Vicinity Map The title sheet shall include a vicinity map depicting the following: 1. Boundaries of the site with City Limits 2. North arrow and scale reference 3. Street names C. Title Block Each sheet of the set of drawings, including the title sheet, must have an approved title block showing: 1. Date 2. Name and/or number of the project 3. Project Engineer’s name, professional registration number, seal and signature, as required by the Professional Engineers’ Act 4. Scale of the drawing 5. Sheet number and total number of sheets 6. Sheet title 7. Signature blocks for City approval D. Right-of-Way Show and properly dimension on plans: 1. Right-of-way lines 2. Boundaries of lots fronting on the roadway 3. Drainage easements 4. Utility easements 5. Slope easements 6. Temporary construction easements (existing and proposed). E. Survey Monuments Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey monuments that control the location of: 1. Subdivisions CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 13 of 66 2. Tracts 3. Boundaries 4. Roads 5. Streets 6. Highways 7. Provide survey control that are within or adjacent to the area of work, must be located and referenced by a licensed land surveyor or registered civil engineer. This must occur prior to the time when any: 8. Streets 9. Highways 10. Other rights-of-way 11. Easements Are: 12. Improved 13. Constructed 14. Reconstructed 15. Maintained 16. Resurfaced or 17. Relocated. In the event that any existing survey monument is disturbed in any way by the improvement work, as determined by a licensed land surveyor or registered civil engineer, it must be reset accordingly and an appropriate document must be filed with the County, prior to the final acceptance of the work by the City. F. Topography All pertinent topographic features which may affect the: 1. Design 2. Construction 3. Operation of the improvements must be shown on the plans, including, but not limited to, the following: 4. Curbs, sidewalks, shoulders 5. Existing structures, fences, trees and other foliage 6. Existing utility lines and facilities 7. High water and frequent inundation limits 8. Roadway lines 9. Storm drains, drainage ditches 10. Wastewater Disposal systems 11. Water lines, fire hydrants Full topography shall be provided for a minimum of 50-feet in all directions of a development site, to evaluate drainage conditions. G. Profiles The plans must clearly show the existing and proposed profiles of all: 1. Roadways 2. Drainage ditches 3. Storm drains CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 14 of 66 4. Water lines 5. Sanitary sewers 6. Clearances at structures and power lines Including elevations at 25-foot minimum intervals for warped surfaces. H. Design Basis The plans shall include the basis for design as follows: 1. Road Plans: a. Design Speed (V) b. Design Volume (ADT) c. Traffic Index (TI) 2. Culverts: a. Slope (S) b. Design Flow c. Storm Interval (QX) 3. Storm Drains: a. Hydraulic Grade Line (HGL) b. Slope (S) c. Design Flow & Storm (QX) 4. Drainage Structures: a. The numerical quantities for the Rational Method formula (Q=CIA) for the Primary Design Storm 5. Drainage Basins: a. Design Volume, b. Design Inflow (QIN) c. Design Outflow (QOUT) d. Tributary Area (A) e. Design Infiltration Rate I. Stationing and Orientation The stationing on plan and profile sheets must read from left to right. Plans must be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet. Adjustments may be considered when matching existing stations from other plans. J. Benchmark The plans datum must be based on published benchmark information from the City of Arroyo Grande. Include a description of the benchmark and the datum for its reference elevation. The plans must reference a durable local benchmark that will be utilized for the construction of the improvements and must include an indication of its location on the Vicinity Map or the plans. K. Basis of Bearings The plans must indicate the basis of bearings that will be used for construction of the improvements. The plans must include a description of the points that form the basis of bearings, along with the appropriate reference information. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 15 of 66 L. Units of Measurement The units of measurement on plans submitted to the City must be English Units (United States Standard Measures). M. Text The minimum text size on full size plans shall be 3/32” (or 0.1”). 1.2 Design Exceptions Unusual site conditions or matching existing infrastructure may warrant a deviation from these standards. Where such situations occur, the Engineer of Work may request a design exception. The Engineer of Work must demonstrate that the proposed deviation adequately addresses: 1. public health and safety 2. long term maintenance 3. environmental impacts 4. orderly community development. Avoiding or reducing project costs is not normally adequate reason for approving a design exception. As these assessments require professional engineering judgment, all proposals for a desig n exception must be prepared by a registered professional engineer and be approved by the City. Requests for a design exception shall be proposed in writing by the Engineer of Work following the prescribed format (see Appendix). The Engineer of Work must also sign and seal the Design Exception Application to the City. 1.3 Americans with Disability Act Requirements The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide equal access to public facilities for all Americans regardless of age or physical ability. Since the ADA requirements are contained within the Federal and State law, the users of these standards are also expected to fully comply with the law. The information included in these standards are provided to assist the user and to help ensure City facilities are also in compliance. A. Design Requirements The design and placement of ADA facilities within the public right-of way including curb ramps and designated parking spaces must comply with: 1. Caltrans Design Information Bulletin; DIB 82-05 Pedestrian Accessibility Guidelines for Highway Projects 2. Caltrans Standard Drawing A88A – Curb Ramp Details 3. Caltrans Standard Drawing A88B – Curb Ramp and Island Passageway Details 4. Caltrans Standard Drawings A90A and A90B – Accessible Parking Curb ramps must be designed and detailed with spot elevations, slopes, dimensions, and profiles of both the existing condition and proposed design. B. Design Aids The following are useful design aids for understanding and implementing ADA within the Public Right of Way: CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 16 of 66 1. CalDAG (California Disabled Accessibility Guidebook) 2. ADAG (Americans with Disabilities Act Guidelines) 3. PROWAG (Pedestrian Right-of-Way Accessibility Guidelines) C. Design Exceptions Design exceptions to ADA requirements must be specifically reviewed and approved by the City prior to construction. Requests for an ADA design exception shall be proposed in writing by the Engineer of Work. The Engineer of Work must also sign and seal the Design Exception. 2. Site Preparation & Grading 2.1 Design Standards 2.1.1 Site Preparation This section provides standards for all work that is required to prepare a site for construction of any public improvements, as defined in these Public Improvement Standards. A. Verification of Underground Utilities. The location of underground utilities shall be verified prior to excavation for all work that is covered by these standards and which also includes excavation or other risk to underground utilities. Potholing for locating utilities, for placing sign posts, or for placing fence posts shall also be considered as excavation for the purposes of this section. 1. The person(s) performing the excavation shall verify the exact location and depth of all utilities including those not shown on the plan prior to start of work. 2. Contact Underground Service Alert at (800) 422-4133 at least 48 hours before but not more than 10 days before the excavation. B. Clearing and Grubbing. Clearing and grubbing activities shall conform to Section 16 of the State Standards. Additional requirements shall apply if determined necessary by the project soils and geological report. C. Tree Removal. All trees to be removed or impacted shall be depicted on the improvement plans, and shall be consistent with the environmental determination which was prepared for the project. Required tree removals must comply with section 12.16 of the City’s Municipal Code. 2.1.2 Grading Design Where applicable, grading constructed for projects regulated by these City Standards shall conform to Sections 4 through 22 of the Standard Specifications and the latest edition of the California Building Code (CBC), and Section 13.24 of the City’s Municipal Code. In addition, grading activity reviewed by the City will be subject to the requirements listed below. A. Grading Plan Submittals. All grading plans reviewed by the City shall address the following requirements in their submittals: CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 17 of 66 1. Soils and Geological Report. The City may require a foundation and soils investigation and/or an engineering geologic report to substantiate road designs. For any grading which may or will involve a structure (building pads, retaining wall foundations, etc.) the City will: a) require that a foundation and soils investigation and/or engineering geologic report be submitted with the plans, or b) documentation that a foundation and soils investigation and/or engineering geologic report is not required, in accordance with CBC Chapter 18, Section 1803. If a foundation and soils investigation and/or engineering geologic report are required, the preparer of the investigation and/or the report shall provide, prior to plan approval, a letter to the City stating that the plans were reviewed by him/her and that the plans conform to the investigation and/or the report. 2. Grading Quantities. The Project Engineer shall enumerate the quantity of cut and of fill on the face of the grading plans. When the project site is not anticipated to balance a note shall be provided on the grading plans stating that the earthwork sending/receiving site shall secure the necessary permits prior to commencing work. When requested, then engineer of work shall demonstrate that the necessary permits have been obtained prior to importing or exporting soil. 3. Erosion/Sedimentation Control Plan. All public improvements involving Grading shall prepare an Erosion and Sedimentation Control Plan. The grading plans shall include a note identifying that proper dust control shall be maintained at all times during construction. Dust control shall conform to the provisions of Section 10 of the Standard Specifications. 3. Area of Disturbance. The total Area of Disturbance for the project must be shown on the Title Sheet of the plans. All projects involving site disturbance must comply with the requirements of the National Pollutant Discharge Elimination System (NPDES). The Developer must submit a Notice of intent (NOI) to comply with the General Permit for Construction Activity with the Regional Water Quality Control Board (RWQCB). The Developer must provide the City with the Waste Discharge Identification Number (WDID #). A. Maximum Height of Cuts/Fills. The maximum height of cut and fill slopes shall be as required by Chapter 13 AGMC and the CBC, unless a more restrictive limit has been established by the: 1. conditions of approval 2. foundation and soils investigation 3. engineering geologic report for the project. The design must incorporate the provision of: 1. “benches” 2. terracing 3. interceptor drains 4. setbacks CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 18 of 66 whenever the slope height requires them, as indicated by Chapter 13 AGMC the CBC. B. Grading Site Boundaries. Each lot line within a proposed new subdivision shall be considered a “grading site boundary” for purposes of implementing grading setbacks as required by the CBC. C. Foundation Elevations. All grading designs shall depict on the plans the “point of discharge” which satisfies the requirements of the CBC, Section 1805. D. Elevation Standards. The following requirements for the relationship between street improvements and building elevations shall also apply to the architectural plans for building construction: 1. The plans shall depict the finish floor elevation at all building entrances fronting a current or future public street. 2. The plans shall depict the back-of-sidewalk elevations at the locations of all building entrances referenced in #1, based on a typical sidewalk cross-slope of 1.5%. 3. The plans shall demonstrate compliance with ADA and CBC requirements for pedestrian access to all building entrances. E. Drainage Systems. Drainage Systems on Slopes must be designed as required by Chapter 13 AGMC and the CBC. F. Slope Easements Required. Slope maintenance easements must be required for any excavation or embankment slopes which are steeper than 5:1 (horizontal: vertical) that extend outside the right-of-way. All such easements shall also provide for access and working space rights. G. Retaining Walls. Prior approval is required for the construction of any: 1. reinforced concrete 2. reinforced concrete masonry unit (CMU) 3. mortarless element retaining wall which would require a construction permit. If a proposed wall is below the threshold where a construction permit would be required, it shall be shown in the grading plan in order to evaluate its relationship to site drainage. Retaining walls shall be constructed based on an approved design. Examples of approved designs include: 1. Design Standards from the State Standard Plans 2. Design Standards from an approved alternate reference 3. Designs prepared, signed and sealed by a registered civil engineer In addition, the following requirements shall apply to any retaining walls proposed as part of any public improvements: 1. Designs for any retaining wall shall include the location in plan view, a typical cross section, and an elevation view of the full length of the proposed wall. The Project Engineer must also CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 19 of 66 provide all design calculations, signed and sealed, to the City for review, along with any applicable foundation and soils investigation or engineering geologic reports. 2. Wood retaining walls shall be no greater than 2-feet in exposed height, and shall be considered appropriate for landscaping purposes only. Wood retaining walls shall not be located within the right-of-way. 3. Any wall greater than 30-inches in exposed height, within 3 feet of walkway, shall include a guard (pedestrian railing) as defined in CBC Chapter 10, Section 1013 “Guards,” or maintenance worker fence as defined by Cal-OSHA and shown in the State Standard Plans. 4. The Engineer of Work shall demonstrate that wall designs are appropriate for the soil and loading conditions. H. Preservation of Trees. Existing trees within the area of any grading shall be preserved as required by the conditions of approval for the subdivision or land use permit. All trees to be removed or impacted shall be depicted on the grading plan. I. Stockpile Requirements. If a project will be stockpiling material from either on-site or off-site sources the following design criteria applies: 1. All stockpile location/s shall be shown on the grading plan and erosion control plan as well as the SWPPP, if a SWPPP is required. Stockpiles shall be located a minimum of 50-feet away from drainage structures and water bodies such as creeks, rivers and drainage courses. Stockpiles shall not be located in environmentally sensitive areas. 2. Stockpiles may not be located on slopes greater than 20%. 3. No stockpile shall remain longer than 6 months without prior written approval from the City. 4. All stockpiles shall be shaped, not left in an “end dump condition”. Stockpiles shall have a slope of 3:1 or flatter with the top surface sloped downhill at minimum of 0.5% and a maximum of 5%. 5. Maximum height of any one stock pile shall be 20 feet. 6. No one stockpile shall exceed 5,000-cubic yards. Adjacent stock piles shall not be located closer than 50-feet to each other. Measured from edge to edge. 7. All stockpiles regardless of time of year shall have silt fence installed immediately around the perimeter of the stockpile at the toe of slope. This silt fence shall be maintained until stockpile is removed. 8. Between April 15th and October 15th stockpiles remaining in-active for longer than one week shall be covered with plastic and secured to control dust. 9. Between October 15th and April 15th (rainy season) stockpiles shall be stripped of plastic coverings and appropriate Best Management Practices that reduce erosion potential and stabilize the slopes i.e. hydro-seeding, straw, straw wattles etc. be implemented. 10. Once a stockpile is removed, the area below shall be returned to the original contours or final project finished grades with established vegetation. This shall be done prior to acceptance of improvements. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 20 of 66 2.2 Construction 2.2.2 Construction Testing A. Compaction Standards. The Project Engineer shall collect compaction data throughout construction and as required by the CBC. Following completion of the work, the Project Engineer shall provide compaction reports to the City, certifying compliance with these requirements, for all the following areas: 1. Each graded lot pad 2. All roadways 3. All roadway shoulders 4. All sidewalk areas B. Elevation Certification. The Project Engineer shall collect elevation data for all graded lot pads. Following completion of the work, the Project Engineer shall provide elevation certifications to the City prior to project completion, or building foundation pour, whichever occurs first. C. Inspections. 1. The Developer shall be responsible for ensuring that all required inspections are requested and performed; the Project Engineer shall be responsible for the competency of all required inspections. 2. The Project Engineer shall either: (a) document that no Special Inspections are required, or (b) prepare a Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704. D. Grading in Open Space Areas. No grading shall occur in any Open Space area before the pertinent Open Space Agreement is recorded. E. Erosion Control During Construction. Follow-up applications of hydro-seeding shall be made as needed to cover weak spots, and to maintain adequate soil protection. These applications shall avoid over-spray onto the traveled way, sidewalks, lined drainage channels, and existing vegetation. After any rainfall event, the Developer is responsible for maintaining all slopes to prevent erosion. F. Retaining Walls Inspection. Inspections are required at several phases of wall construction. 1. Footings (prior to pour) 2. Walls: a. Masonry: Pre-grout/reinforcement steel (prior to grouting) b. Reinforced concrete: Forms and reinforcement steel (prior to pouring) 3. Backfill/drainage (prior to backfill) 4. Final CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 21 of 66 3. Roadways 3.1 Design Standards 3.1.1 Definitions A. Complete Street: A complete street is a street designed and built to accommodate all users of the roadway including: 1. Pedestrians 2. Bicyclists 3. transit riders 4. commercial vehicles 5. general motorists. A complete street is user friendly for all users regardless of age or ability. B. Local Road. A Local Road or street is one that is or will be used primarily for access to abutting property. As used in these Standards, the term “Local” includes all other roads not considered Arterial or Collector. Local Roads must be designed to the minimum requirements of Engineering Standard 7010. C. Collector Road. A Collector Road or street is one which is or will be used primarily to enable traffic to move to and from Local Roads, other Collector Roads, or Arterial Roads. As used in these Standards, the term “Collector” includes all those roads designated as Collector in the Circulation Element of the General Plan or as designated in the California Road System Maps maintained by Caltrans. Collector Roads must be designed to the minimum requirements of Engineering Standard 7010. D. Arterial Road. An Arterial Road is a high-capacity urban road. The primary function of an arterial road is to deliver traffic from collector roads to freeways. Arterial Roadways have limited-access from private property. Arterial Roads must be designed to the minimum requirements of Engineering Standard 7010. E. Speed: Speed for City roads is defined as follows:  Average Speed is the summation of the instantaneous or spot-measured speeds at a specific location of vehicles divided by the number of vehicles observed.  Design Speed is used to determine the various geometric design features of a roadway. Design speed is selected in accordance with these standards or as determined by the City.  85th-Percentile Speed is based upon measured field data and is the speed at or below which 85 percent of the motor vehicles travel.  Operating Speed is the speed at which a typical vehicle or the overall traffic operates. Operating speed might be defined with speed values such as the average, pace, or 85th percentile speeds.  Pace is the 10 mph speed range representing the speeds of the largest percentage of vehicles in the traffic stream.  Posted Speed is the speed determined following an engineering and traffic survey (CVC 627). CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 22 of 66  Prevailing Speed is the 85th percentile speed.  Running Speed is the average operating speed over a selected road segment. On a straight level road segment, the running speed will typically equal the prevailing speed throughout the road segment. On road segments with varying conditions such as a curving mountain road, the operating speed may vary at different points along the segment. The running speed is typically determined by the measuring average time to travel the full segment. F. Roadway Structural Section Factor of Safety. New Collector and Arterial Roads must be designed to include the Caltrans safety factors of 0.20-foot and 0.10-foot, for flexible pavement with a base layer and for full depth asphalt, respectively. The Empirical Method for calculation of the structural section is discussed in Topic 633 of the Highway Design Manual. 3.1.2 Design Criteria A. Design Speed. The selection of the design speed for a City road shall be selected as follows: 1. For spot improvements fronting existing roads such as driveways, sidewalks, trails and other similar improvements the design speed shall be the prevailing speed. 2. For new roads where speed data cannot be measured or significantly altered roads where measured speeds are not relevant, the design speed shall be: a. 35 MPH for Arterial Roads b. 35 MPH for Collector Roads c. 25 MPH for Local Roads 3. For road segments with varying geometry the design speed shall be based upon the prevailing speed. B. Longitudinal Grade. The grade along the profile or flowline of any new roads or streets shall conform to the following: 1. The minimum longitudinal grade along the profile or flowline of new roads or streets constructed of Hot Mix Asphalt shall be 0.50 percent. 2. The minimum grade along the profile or flowline of new roads or streets constructed of portland cement concrete shall be 0.30 percent. 3. Vertical curves shall be used at grade breaks greater than 1%. 4. Provide a minimum of 50-foot tangent between sag-sag or crest-crest adjacent vertical curves. C. Horizontal Alignment. Avoid use of compound curves. Use a minimum of 50-foot separation between horizontal curves. D. Cross Slope. The slope transverse to the profile or flowline of roads or streets shall conform to the following: 1. The standard cross-slope to be used for all new construction shall be 2.0 percent. 2. The minimum cross slope for widening any roads or streets shall be 1.0 percent, except for superelevated sections or approaches to cross gutters. 3. The maximum cross slope for widening any roads or streets shall be 5.0 percent, except for superelevated sections. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 23 of 66 4. Grade breaks in the cross slope shall be minimized where possible and shall in no case be greater than 1.0 percent (algebraic difference) within the traveled lanes nor more than 3.0 percent (algebraic difference) within the paved shoulders. E. Intersecting Streets or Roads. 1. When two streets or roads intersect, neither shall have a grade greater than 3.0 percent for a minimum distance of 40-feet measured from the curb line of the intersected street or road to the beginning of the first vertical curve. In unusually rough terrain, the City may allow up to a maximum of 5.0 percent. 2. Street intersections and driveway approaches must be designed to conform to the sight distance requirements. See Engineering Standard 7410. 3. Street intersections must meet at an angle of 90 degrees where possible and in no case may this angle be less than 85 degrees. 4. Intersection spacing must comply with the latest version of the Highway Design Manual Table 405.1B Application of Sight Distance Requirements. 5. Curb Returns a. Provide a minimum curb return radius of 25 feet for local or collector streets. b. Provide a minimum curb return radius of 35 feet for arterial or greater. F. Bikeways. Bikeways must be incorporated into the design of any public improvements whenever a street is recommended for bikeway improvements by the Bicycle and Trails Master Plan. G. Cross Gutters. Cross gutters may be used on local roads. Installation of cross gutters on collectors and arterial roadways may only be allowed when alternative drainage methods are not feasible or cost prohibitive as determined by the City. H. Curve Data. The computed curve data for all centerline curves shall be shown on the plans. I. Obstructions at Public Road Intersections and Knuckles. No signs, hedges, shrubbery, vegetation, fence or other sight distance obstruction may be placed within the restricted area at the corner of any public road intersection, inside curve of any knuckle, or within the sight triangle of any common driveway. An obstruction is considered any such item which is higher than 2.5-feet above either the nearest pavement surface or the nearest traveled way. See Engineering Standard 7410. J. Right-of-Way. Right-of-way easement shall be offered for dedication to the public and contain all elements of the roadway prism, as depicted in the Engineering Standards. K. Street and Road Profiles. Streets may be required to be extended to the boundary of a site proposed for development. In such cases, the design must include an extension of the street profile for a minimum distance of 200-feet CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 24 of 66 beyond the project limits, depicting both existing grade and a potential design grade that comply with the required design speed. L. Mid-Block Tapers. Provide tapers at each end of a roadway segment. Roadway tapers must be located beyond the end of the development site. Tapers which affect the width or lateral placement of travel lanes must be designed as follows: Roads with a prevailing speed of 45 mph or greater, use taper length transition formula: 𝐿=𝑉𝑆 Roads with a prevailing speed less than 45 mph, use taper length transition formula: 𝐿=𝑉𝑆2 60 Where: L = the taper length in feet W = the width of the offset distance in feet S = the prevailing speed All other tapers including: 1. Shoulders 2. parking lands 3. bike lanes provide a minimum ratio of 5 (longitudinal) to 1 (lateral). M. Turning Design. Road intersections, driveways, and parking lots must be designed to accommodate the minimum turning radius of commonly anticipated vehicles as well as emergency service vehicles. The required minimum turning radius is as follows: 1. Arterial Road: California Legal Vehicle 50-foot radius HDM Figure 404.5C and 404.5D. 2. Collector Road: California Legal Vehicle 50-foot radius HDM Figure 404.5C and 404.5D. 3. Local Road: 45-foot Bus and Motorhome Design Vehicle HDM Figure 404.5F Local Roads vehicle turn path may use opposing lane when the Annual Average Daily Traffic (AADT) is less than 1,000 vehicles per day. N. Cut and Fill Slopes within the Right of Way. Flatter slopes along the roadway provide: 1. improved appearance 2. reduced erosion 3. reduce maintenance needs 4. increase safety CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 25 of 66 5. increase public usability. Therefore, where practical slopes should be 5:1 or flatter within the right-of-way. Where flatter side slopes are not practical the following minimums shall apply: 1. 4:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design speed greater than 30 MPH. 2. 3:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design speed greater than 25 MPH. 3. 2:1 minimum on roads with a design speed equal to or less than 25 MPH. The City may approve (via the design exception process) steeper slopes when the following conditions are demonstrated: 1. Proposed slopes have been determined to be stable by a geotechnical engineer 2. Adequate lateral clearance from the travel way is provided 3. Adequate erosion control can be established 4. Adequate access for maintenance is provided 5. Adequate sight distance is provided. 6. Adequate setback is provided from adjoining properties or adjoining facilities. O. Barricades. Where improvements only cover a portion of the ultimate improvement and where an improved street is proposed to be extended in the future, the improvements must include a barricade at the end to serve as a warning to the public. The barricade shall be constructed, erected, painted and signed in compliance with Engineering Standards. P. Survey Monuments. Provide survey monuments at the following locations: 1. Set permanent monuments at all angle points and curve points on the exterior boundaries of parcel maps and tract maps including all parcels contained within map. 2. Set permanent monuments at angle, curve points, and intersections of street centerlines 3. Any monument that is disturbed or destroyed must be replaced and corner record filed with County of San Luis Obispo. 4. Set monuments in streets in compliance with Engineering Standard 9020. Q. Street Lighting All significant projects (ex: major remodels, street widenings, multi-unit developments, high density residential) are subject to providing lighting per the requirements of this standard. All major remodels, re-developments, or significant sidewalk replacement projects in the village must provide new pedestrian level ornamental lighting. See section 77-5 of the Standard Specifications for Luminaire information. Residential Street Light Poles are to be placed on lot lines whenever possible. Street Lights Poles and trees should have a 20-foot minimum horizontal separation. Street Light Poles and shrubs should have a 5-foot minimum horizontal separation. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 26 of 66 Street / Intersection Width (1) Street Light Pole Spacing (2) Luminaire (3) Less than or equal to 40 feet Every 200 to 250 feet. Only one side of street. One light per intersection. Type 1 Greater than 40 feet Every 200 to 250 feet. Alternating sides of street. Two lights (min.) per intersection. Type 2 (1) Curb to Curb distance (2) Intersection lighting shall be placed to minimize the likelihood of the pole being struck by turning traffic and may be set back from the curb face if needed and a longer arm installed to meet light placement requirements. (3) Refer to Section 77-5 “LED LUMINAIRES” of the Standard Specifications for Luminaire information. 3.2 Construction 3.2.1 Testing Project testing must conform to the requirements of the City's Quality Assurance Program. A. Basement Soil. Resistance factor “R” tests must be made by the Project Engineer as required by the City. The location of the tests within the area shall be selected so that an average “R” value may be determined for the entire development area. “R” value tests may be required prior to approval of construction plans in cases where a road is anticipated to have a high forecast traffic volumes and traffic index or known poor quality basement soil. 4. Road Edges 4.1 Design Standards 4.1.1 Sight Distance A. Public Road Intersections. Sight distance at all street intersections must comply with the sight distance requirements. See Engineering Standard 7410. B. Driveways. Driveways accessing Collector or Arterial roadways must comply with the sight distance requirements of Engineering Standard 7410. On higher speed roadways or where existing geometrics require, stopping sight distance sight triangle analysis and implementation may be required. 4.1.2 Sidewalks A. Curb Ramps Required. Any installation of concrete curbs, gutters and sidewalks fronting a property at a public road intersection must include the installation of curb ramps that comply with the current Caltrans Standard Plans. Curb ramps must be installed at each corner of an intersection. Existing curb ramps fronting CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 27 of 66 the property that do not meet current standards must be repaired or replaced as needed. No curb ramps shall be constructed of Hot Mix Asphalt. B. Attached and Detached Sidewalks. Integral sidewalk, sidewalk with monolithic pour is the City standard for new sidewalk installations. Replacement sidewalk must be replaced in kind, standard integral or detached. Installation of new sidewalk in existing neighborhoods must match adjacent installations. C. Bulb-Outs. With City approval, bulb-outs conforming to the HDM may be provided at intersections in urban area where curb, gutter and sidewalks are also provided. D. Repair and Replacement of Sidewalk. Existing sidewalk fronting the property shall be repaired and/or replaced as determined by the following criteria: 1. ADA maximum allowable sidewalk vertical displacement = 1/4-inch a. Vertical displacement of 3/4" or less – grind panel to provide smooth transition b. Vertical displacement greater than 3/4” – remove and replace panel c. Divots deeper than 1/2" and wider than 1/2" to 3/4" – use appropriate patch filler 2. ADA maximum allowable sidewalk horizontal displacement = 1/2-inch a. Horizontal displacement of 1/2” to 3/4" – use appropriate patch filler b. Horizontal displacement greater than 3/4” – remove and replace 5-foot panel 3. Misalignment of curb face of 3/4" or greater – remove and replace section 4. Gutters subject to standing water 1/2" deep or greater and for a distance of 5-feet or more – remove and replace section. E. Curb, Gutter and Sidewalk installation with Building Permit. In compliance with Municipal Code Section 16.68.020(F) curb, gutter and sidewalk must be installed along full frontage in areas without in any district/zoning other than: 1. A 2. AG 3. RE 4. RH 5. RR Upon application for building permit. In the event a frontage has been previously improved with concrete curbs, gutters, and sidewalks, the installation shall be subject to inspection by the Engineer prior to the final approval of the building permit. In the event the existing concrete curb, gutter and/or sidewalk is damaged or fails to meet acceptable grades established for the frontage. The permittee must remove and replace those portions of curb, gutter and sidewalk found unacceptable 4.1.3 Multi-Use Paths Multi-use paths are multipurpose facilities suitable for serving a combination of: 1. recreational hikers 2. pedestrians CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 28 of 66 3. equestrians 4. bicyclists 5. other non-motorized vehicle users. Multi-use paths within the City right-of-way shall be designed and constructed in accordance with these standards: A. ADA Compliant. Multi-use paths must meet all of the ADA requirements for pedestrian paths including those for: 1. surface 2. width 3. grade unless a nearby ADA compliant alternate path is readily available. B. HDM Compliant Multi-use paths that are reasonably anticipated to convey bicycle traffic must be designed either as a “Class I Bikeway” or as “Trail” and shall comply with Chapter 1000 of the Highway Design Manual. C. Attached and Detached Paths. Where a multi-use path is to be constructed, it may be attached (i.e., integral with the edge of the roadway pavement) or detached (separated from the roadway by a landscaped parkway). D. Crossing Locations. Multi-use paths which cross public streets or roads shall cross only at intersections. 4.1.4 Pedestrian Crossings Crosswalks, either marked or unmarked, exist at all intersections of streets unless the local authority has adopted regulations to restrict the crossing of pedestrian traffic. For locations not controlled by: 1. traffic signals 2. yield signs 3. stop signs Marking of crosswalks may only be done after an engineering study is performed and has determined if marked crosswalks are appropriate. The engineering study must include evaluation of the following: 1. pedestrian demand 2. collision history 3. traffic volumes 4. site geometry 5. sight distance 6. visibility conditions at night. If determined marked crosswalks are appropriate, marked crosswalk installations must include: 1. proper signage 2. ADA compliance And may be required to include: CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 29 of 66 1. warning devices 2. lighting. New crosswalk markings, modification of existing crosswalk markings, and removal of crosswalk markings may only be installed following approval by the Chief of Police. The following guidelines shall be used when determining the marking of crosswalks and making intersection improvements: A. Installation of Marked Crosswalks at Uncontrolled Intersection. Based on standards from: 1. Manual on Uniform Traffic Control Devices 2. Federal Highway Administration criteria (included in appendix) to determine the appropriateness of marking crosswalks on public streets. B. Installation of Marked Crosswalks Between Intersections (Midblock). A midblock marked crosswalk may be considered for installation if it meets the following requirements: 1. The crossing is more than 300-feet from the nearest signal or all-way stop-controlled intersection 2. There is a reasonable demand within the concentrated area 3. The installation of marked crosswalk complies FHWA recommendations C. Re-Installation of Marked Crosswalks Covered by Roadway Surfacing. Re-installation of marked crosswalks may be evaluated as part of roadway resurfacing projects that cover pavement markings. Markings that do not meet the current design guidelines will be recommended for removal. The California Vehicle Code, Section 21950.5, requires a public hearing 30 days prior to the removal of a crosswalk. Any crosswalk scheduled for removal shall be posted at the site ten days prior to the scheduled hearing before the Traffic Commission. D. Marked Crosswalks at Traffic Signal Locations. Marked crosswalks must be designated across all approaches of a signalized intersection, unless individual approaches have had pedestrian traffic prohibited. E. In-Pavement and Sign-Mounted Warning Light Systems for Crosswalks. The installation of in-pavement or sign-mounted warning light systems, which incorporate flashing systems based on pedestrian demand, may be considered if the all the following requirements are met: 1. At least 40 pedestrians regularly use the crossing during one hour within a 24-hour period. 2. The vehicular volume through the crossing exceeds 200 vehicles during per hour. 3. The 85th percentile approach speed is 40 mph or less. 4. The roadway has more than 2 lanes but not more than 5 lanes in both directions. 5. The crosswalk is not controlled by a traffic signal, stop or yield sign. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 30 of 66 F. Crosswalk Dimensions and Markings. Crosswalk markings must comply with Caltrans Standard Plan A24F Continental style. 4.1.5 Driveways and Off-Street Parking A. Driveways on Arterial and Collector Street. Driveways on arterial streets must conform to the following requirements: 1. Driveway access to must not be located any closer to the adjacent intersection than the stopping sight distance for the posted speed limit of the roadway. 2. Driveways may only be served by a break in a center median when such a break is not detrimental to the traffic flow. 3. The distance between driveways along commercially developed arterial streets and roads shall not be less than 200-feet. 4. Where possible, driveways shall be located on cross streets or roads, rather than on arterial or collector streets. 5. In new subdivisions, residential driveways along arterial or collector streets is not permitted; these properties may take access from local streets. B. Off-Street Parking Location. All off-street parking facilities shall be located to the side or rear of buildings if feasible and be accessible and useable for the associated use or activity. Parking required shall be located on site, but not within any required front (street) yard nor upon any unpaved surface except on lawfully established driveways and without obstructing a public sidewalk, except as otherwise provided for in Section 16.56.050 of this chapter. C. Design and paving standards for off-street parking facilities. 1. Dimensions of Parking Spaces. a. Automobile: The standard stall size is 9 feet by 18 feet. Standard bay width must be increased from 9 feet to 11 feet when parking area is adjacent to wall or property line. b. Motorcycle: The standard stall size is 56 square feet. Provide Portland Cement Concrete pavement surface for designated motorcycle parking spaces. c. Accessible Parking Spaces: The number and size of accessible spaces are specified in the California Building Code (part 2 of Title 24) Chapter 11. Each accessible parking space must comply with the most current version of Caltrans Standard Plan A90A or A90B. d. Recreational Vehicle: The standard stall size is 10 feet by 36 feet. 2. Dimensions of Parking Bays and Aisles. a. Vehicular: The minimum dimensions of parking bays and maneuvering aisles must comply with Engineering Standard 2220 and 2240. b. Bicycle: A minimum aisle width of five feet shall be provided between rows of bicycle spaces. 3. Standard Improvements. a. Directional Arrows and Signs. i. Parking facilities 21 or more spaces must provide directional arrows and signage CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 31 of 66 to simplify vehicular movement. b. Drainage. i. All parking facilities shall be graded and drained to dispose of surface water, subject to the approval of the City Engineer. Oil separation or low impact development stormwater devices are required. Surfacing, curbing and drainage improvements shall be sufficient to prevent the free flow of water onto adjacent properties or public streets or alleys, and to avoid standing pools of water within the parking facility. c. Lighting. i. Parking areas serving more than two dwelling units must provide night time security lighting. ii. Lighting must be designed to reflect away from residential uses and motorists, and must not create a glare or public nuisance to adjacent properties. iii. Parking area lighting must be high energy-efficient type. iv. Lighting must not exceed 0.5 foot-candles of illumination beyond the property containing the use, and may not blink, flash, oscillate or be of unusually high intensity of brightness. v. All parking areas of five or more spaces shall have an average of one-half foot- candle illumination per square foot of parking area for visibility and security during hours of darkness. vi. Wiring for the illumination must be underground unless existing overhead lines can serve the need without any additional overhead lines. vii. Each parking area of five or more spaces existing prior to the effective date of this section that is enlarged, constructed, altered or changed from its previous configuration are subject to retrofit parking lot with the required illumination. viii. The following forms of outdoor lighting usage must be prohibited between midnight and dawn: a) The operation of spotlights for advertising purposes; b) The illumination of outdoor public recreational facilities, unless a specific recreational activity requiring the lighting is already in progress. Security lighting may be provided; c) Roof top lighting shall be base lighting, and overhead roof lighting shall be prohibited. ix. Outdoor light poles, except for street lighting, may not exceed twelve (12) feet in height. 4. Safety Features. a. Additional requirements and guidelines for parking facility safety including: i. design, ii. internal layout, CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 32 of 66 iii. acceptable turning radii, iv. pavement slope, v. vehicular and pedestrian circulation, and vi. other design features may be required by the Community Development Director. b. Visibility of and between pedestrians, bicyclists and motorists shall be assured when entering individual parking spaces, when circulating within a parking facility, and when entering and exiting a parking facility. To the extent possible, the parking facility shall be designed so that primary pedestrian access to and from building entrances is along, rather than across parking aisles. c. Bicycle and automobile parking areas shall be separated by a physical barrier or sufficient identification and distance to protect parked bicycles from damage by cars. 5. Shopping Cart Storage. Parking facilities serving uses that provide shopping carts must provide shopping cart storage areas. 6. Striping and Identification. a. All automobile parking spaces must be clearly outlined with striping on the surface of the parking facility. b. All accessible parking spaces shall be striped, marked, and signed according to applicable state standards. c. All motorcycle spaces must have bollards installed and appropriately spaced so as to prevent automobile usage. Motorcycle spaces shall be marked so as to be clearly identified for motorcycle use. 7. Surfacing. a. All permanent vehicular parking spaces, driveways, and maneuvering areas must be paved with permanent asphalt, concrete or pervious concrete pavers. Alternative permanent paving materials may be approved for use. Alternative paving materials, when installed according to manufacturer's specifications, must provide a suitable, all- weather, load-bearing surface to support passenger cars and light-duty trucks. Alternative paving surfaces for driveways or parking lots serving large commercial vehicles or fire trucks must be designed to accommodate a maximum vehicle weight of 75,000 lbs. Alternative paving materials over City utility easements will not be repaired or maintained by the City. b. All bicycle parking and storage areas shall be surfaced so as to keep the area in a dust- free condition. c. Temporary parking facilities shall be provided with surfaces which prevent dust. D. Access for off-street parking facilities The location and design of all entrances and exits onto public rights-of-way shall be subject to the approval of the city engineer so as to ensure minimum interference with the traffic flow and adequate CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 33 of 66 site clearance. 1. Residential parking: Garage or carport shall have a minimum unobstructed paved access of 12 feet for single-family development, and a minimum 16 foot width for any development exceeding three units. 2. Parking areas for 30 or more vehicles must provide one driveway for entrance and one driveway exit. Provide designated walkways for pedestrian access. E. Clearance for off-street parking facilities All driveways must maintain a vertical clearance of not less than 12 feet. Where fire access is required a vertical clearance of not less than 13.5 feet is required. No encroachment into this vertical clearance shall be permitted. F. Screening for off-street parking facilities Off-street parking areas located adjacent to any residential district shall be enclosed and effectively screened from view. Off-street parking facilities for multifamily residential development shall be screened so as not to be directly visible from the street. G. Landscaping for off-street parking facilities Off-street parking areas containing five or more parking must provide water efficient landscaping. 1. Interior Landscaping: A minimum of 10% of the gross lot area used for off-street parking and access shall be provided in landscaping in the interior of the parking area. The planting areas must provide a minimum size of 20 square feet. Landscaping must be distributed throughout the parking area. 2. Perimeter Landscaping: In addition to interior landscaping, parking facilities abutting a public street right-of-way must provide a perimeter landscaped strip a minimum of five feet in width. The perimeter landscaped strip may include any required yard area and must be continuous except for required access to the site or parking facilities. 3. All landscaped areas required for parking facilities must comply with the following standards: a. Planting areas must be served by an adequate, water-conserving irrigation system. b. All planted areas must be continuously maintained in a healthy, growing condition, and receive regular pruning, fertilizing, mowing, trimming and weeding. Any damaged, dead or decaying plant material shall be replaced within 30 days from the date of damage. c. Protect planted areas with concrete curbs or other acceptable barrier. d. Trees must be provided at a ratio of one tree for every five parking spaces. Ground cover and turf is not acceptable. 4. Parking lot landscaping must be installed prior to final occupancy of the use for which the parking lot is required. H. Maintenance of off-street parking facilities 1. Parking spaces must be kept available vehicle parking use. No storage of objects, materials or fleet vehicles may be allowed. 2. No storage of dismantled or disabled vehicles is permitted in driveways or open parking areas, unless specifically permitted as a part of site approval. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 34 of 66 3. All parking areas must be kept clean and free of dust, mud, or trash. Pavement must be maintained in a continuous state of good repair. I. Off-street loading areas 1. All industrial and commercially zoned developments shall be designed with truck approach and backup areas so as to prevent truck maneuvering within public rights-of-way. 2. Loading Areas. All industrial and commercially zoned developments must provide at least one identified loading area 12 by 10 feet with ramp. Access to the loading area must be designed to provide a 48-foot-long semi-trailer truck maneuvering area. All development projects designed for sites of 14,000 square feet or less are not required to comply with the loading and truck maneuvering requirements contained within this title, providing that: a. The project proponent can demonstrate that adequate provisions for loading facilities appropriate for the site and type of building proposed can be made; b. The proposed loading facilities will not adversely impact adjacent properties or traffic circulation on public streets and alleys; and c. Loading areas are screened from public view and residential development. 3. Other Requirements. All developments zoned commercial or industrial shall be designed with the following: a. At least one driveway approach capable of accommodating a 48-foot wheel track turning radius; and b. At least one on-site maneuvering area which provides a 48-foot wheel track turning radius through the parking area. 4.1.6 Trees Trimming and Removal within the Right-of-Way A. Definitions 1. Rights of Way a. Fee title – City owns the land on which the road is constructed. b. Easement – adjoining property owners own the land on which the road and sidewalk is constructed. c. Street Tree Easement – easement area adjacent to sidewalk or public utilities easement reserved for street tree installation. d. Public Utility Easement – easement area adjacent to sidewalk typically reserved for utilities and street tree installations. e. Public Right-of-Way – area reserved for road, curb, gutter, and sidewalk. This area width is typically from back or sidewalk on one side of roadway to back of sidewalk on the other side of the roadway. 2. Tree Ownership a. City tree – any tree partially or wholly based in a “fee title” right-of-way. b. City tree – any tree within the public right-of-way, easement or fee title. c. City tree – any tree in designated street tree easement or public utility easement, including those trees planted as a condition of approved development. d. Privately owned tree – any tree not designated as City tree. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 35 of 66 3. Hazardous Tree – any tree that contains one or more of the following conditions: a. Split trunk. b. Cracked main branches. c. Trunk leaning off of vertical by at least 15 degrees. d. Diseased or damaged trunk or main branches. e. Over half of main branches have been broken off leaving skeleton or unsightly tree. f. Any condition that threatens the safety of the public or endangers City facilities. g. Dead tree. B. Preservation of Existing Trees. Existing trees within the area of any roadway public improvement must be preserved unless a tree removal permit has been issued. All trees within or near the lateral clearance requirements must be shown on the improvement plans. All trees planned to be removed or impacted by the improvements must be shown on the improvement plans. C. Criteria for Tree Removal within City Rights-of-Way. Tree removal falls into the following categories: 1. Those that interfere with the safe operation of the road. 2. Those that are deemed a hazard or create a potential liability. 3. Those that interfere with the approved development of the adjacent project. City trees may not be removed without a tree removal permit. Any tree removed may be required to be replaced. D. Responsibility for Trees. 1. The City will maintain City trees (those within fee rights-of-way). 2. Privately owned trees must be maintained by the property owner. 3. Where trees jeopardize traffic, drainage, safety, or other critical services and the risk is imminent, the City may act to mitigate. In these situations, the tree owner is responsible for all other work and liable for any damage and residue left after the City is complete with mitigation work. E. Procedures for Applying for Tree Removal within City Rights-of-Way. Trees within Street Tree Easement or Public Utilities Easement adjacent to the right-of-way may be removed by the property owner at the property owner’s expense subject to the following: 1. The property owner must obtain a Tree Removal Permit from the City. 2. The property owner must obtain an Encroachment Permit from the City setting forth the conditions to be followed in the removal. If the sidewalk, curb or gutter replacement is included in the planned work, encroachment permit fee may be waived. F. Tree Trimming. Property owners must hire a licensed, bonded and insured tree company to trim private trees within Street Tree or Public Utilities Easement when the work or equipment is within the Right-of-Way or will impact Public Traffic. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 36 of 66 4.1.7 Trees and Landscaping within the Right-of-Way A. Tree Placement. 1. Where possible trees shall be located outside the City right-of-way. 2. New trees planted within the right-of-way may be approved where a maintenance program is established and funded for the landscape and sidewalk. This is not applicable to replacement trees within the right-of-way. 3. The eventual trunk size and branch height must not impair sight distance on the street or driveways. 4. Trees shall be planted with adequate lateral clearance from the road traveled way and from parking. 5. A street tree shall be planted at the time of construction by every property owner spaced no farther than fifty (50) feet apart along the street frontage of any building constructed. Interior remodeling permits and activity shall be exempt from street tree planting requirements. B. Tree Selection. The type of trees planted within the right-of-way shall be subject to approval by the City. Trees must be selected from the approved list of street trees. See Engineering Standard 8010. Street trees shall be of a fifteen (15) gallon container size (or greater) and comply with the standards set forth by the American Society of Nurserymen. C. Planting. Landscape and plant selection within the right-of-way is subject to approval by the City. Considerations include: 1. Plants selection must not impair sight distance within the roadway. This limits plant height near intersections to 30 inches. 2. Planting must be located such that the full size plant will not impair pedestrian access on sidewalks and pathways. Planting must not inhibit the use of parking. 3. Plant selection must have minimal debris loading on drainage facilities. 4. Wood bark and “gorilla hair” and other floating mulch must not be used near drainage facilities. 5. Provide drip irrigation for planting within the street right-of-way. D. Low Impact Development (LID). Low Impact Development (LID) facilities with appropriate landscaping must be placed outside the right-of-way. 4.1.8 Other Design Standards A. Lateral Clearance. Lateral clearance is measure from the edge of travel way to the edge of an un-yielding fixed object. Examples of unyielding fixed objects include, but are not limited to: 1. Trees 2. utility poles 3. transformers or other above-ground facilities 4. sampling stations or other utility installations 5. signs mounted on standards without “break-away” provisions. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 37 of 66 Examples of yielding fixed objects which may be permitted within the lateral clearance include: 1. landscaping other than trees, 2. signs mounted on standards with “break-away” provisions 3. fire hydrants with “break-away” provisions. The minimum lateral clearance must be provided as shown on the table below. Road Classification Required Lateral Clearance Arterial 10 feet Collector 10 feet Local 5 feet B. Vertical Clearance. A minimum vertical clearance of not less than 15-feet must be provided above the travel way and shoulders, and 8-feet above sidewalks. C. Railings and Barriers. Railings and barriers must be placed as needed to address: 1. roadway safety conditions, 2. accommodate pedestrian and bicycle traffic, 3. comply with ADA requirements 4. comply with OSHA requirements. The Project Engineer must evaluate the need to install such railings and barriers based on the following criteria: 1. Guardrails: Design guardrails in compliance with chapter 7 of Caltrans’ Traffic Manual. The designer must consider the elimination of obstacles prior to proposing the installation of guardrails. 2. Bikeways: Railings must be installed on structures and along the pavement edge where embankment slopes drop off steeper than 2:1 within the lateral clearance requirement. Railings must conform to the Caltrans Bridge Design Specifications Section 2.7.2 “Bicycle Railing”. 3. Pedestrian Railings: Railings are required for sidewalks or multi-use paths when: a. When a drop off exceeds 30-inches in height is within 5 feet. b. The adjacent slope exceeds 3:1. For locations along a sidewalk where the dropoff is greater than 6-inches but less than 30- inches, a 6-inch warning curb must be installed along the edge in conformance with CalDAG. 4. Maintenance Work Surfaces: In any road right-of-way with retaining walls greater than 4-feet in height, but not subject to the bikeway or pedestrian requirements listed above, a railing system must be provided pursuant to OSHA Standard 1910.23(b) “Protection for wall opening and holes,” for the safety of maintenance workers. Railing systems must be, at a minimum, a Cable Type railing as detailed in the State Standard Plans. D. Clearance Requirements for Rights-of-Way. It shall be the responsibility of property owners to maintain sidewalks and multiuse paths fronting their property free from all encroachments. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 38 of 66 E. Bus Turnouts. Where construction of a bus turnout is required by project conditions of approval, construct bus turnout in compliance with Engineering Standard 4920. 5. Storm Drainage 5.1 Design Standards A Hydrologic and Hydraulic Analysis Report provides analysis on existing conditions and proposed improvements in order to determine whether if those proposed improvements have reasonably accounted for floodwater/rainwater flow for the project site and surrounding areas. This type of Report is required due to development of land or when changes are proposed to existing drainage patterns. The Hydrologic and Hydraulic Analysis Report must include a complete analysis of proposed improvements and supporting documentation including computations and any relevant information that may assist in the review process. The Report must be prepared, signed and stamped by a Civil Engineer who is registered in the State of California. At a minimum, the following information must be included in the Report is considered as the minimum for inclusion in the drainage study submittal. 5.1.1 Hydrology A. Drainage Report Requirements. Introduction and Background The introduction and background must consist of a discussion of the proposed project including existing conditions and a description of the project site including a location map. Include discussion within the introduction and background section on: 1. the purpose and scope of the drainage study; 2. the proposed methodology for the analysis; 3. existing drainage problems including bank stability problems; 4. proposed alterations to existing drainage features; and 5. constraints that influence selection of available alternatives. Location Map/Description A discussion of the project area including a map identifying the location of the proposed project must be included in the study. Watershed Description/Delineation The catchment tributary to project improvements and to downstream facilities being analyzed must be delineated on mapping sufficient to identify the parameters utilized in the analysis. Scale and detail must be sufficient for the level of analysis. A base map created from information on a U.S.G.S. 7.5 minute quadrangle map will be considered as minimum required for the submittal. The map must show all points of flow concentration and sub-basins, and must utilize a numbering system for these that is consistent with that used in the drainage calculations. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 39 of 66 Hydrologic Analysis The hydrologic analysis must include a presentation and discussion of the results obtained by the analysis and calculations performed. Calculate peak flow rates at each point of concentration for the 2-year, 10-year, 25-year, 50-year and 100-year precipitation event. Provide flow hydrographs for watersheds over 200-acres. Provide narrative and supporting assumptions such as runoff coefficients, times of concentration or lag times, channel routing assumptions, etc. Hydraulic Analysis The hydraulic analysis must include a presentation and discussion of the results obtained by the analysis and computations performed. Risk Assessment/Impacts Discussion At a minimum, an evaluation of the significance of computed discharges with respect to flood protection, flood damage and impacts on the stability of the drainage system must be included in the Report. Vulnerability of exposure must be determined and proposed improvement levels of protection must be justified. A discussion of any potential catastrophic losses, including associated value, must be adequately discussed when applicable. Enhancement/Mitigation Proposed mitigation measures to onsite impacts and downstream drainage facilities, including riparian planting, bank stabilization, and in-stream aquatic enhancement structures must be specifically discussed. Unusual or Special Conditions Any unusual or special conditions must be discussed in the Report. These include those related to existing facilities, physical or hydrological characteristics or the catchment and unusual or special requirements of the existing or proposed drainage system such as those related to operation or maintenance. Description of any special permits or special conditions required from regulatory agencies other than the City for the construction of proposed drainage improvements must be thoroughly discussed in the Report. Conclusions A conclusion section must be included in the Report. Outcomes resulting from the proposed improvement analysis must be summarized and proposals, recommendations and requirements must be identified and adequately discussed. Technical Appendix of Supporting Documentation for Calculations A technical appendix must be included in the Report that includes documentation of the analysis, any reference materials, documentation of parameter estimations used in the analysis, historical data used in the analysis, worksheets, completed water surface profiles, cross section information and flood plain mapping, and soil boring logs and laboratory data. The appendix will be reviewed as the complete technical support data package. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 40 of 66 B. Rational Method. Hydraulic designs may use the Rational Method, for areas not to exceed 200 acres. See the “Urban Drainage Design Manual” Engineering Circular Number 22 by the Federal Highway Administration. 𝑄 =𝐶𝐻𝐴 𝑄=𝑐𝑙𝑙𝑟 �ℎ𝑙 𝑐𝑟3 𝑟𝑐𝑐 𝐶=𝑐�ℎ𝑙𝑐𝑙𝑟�ℎ𝑙𝑙𝑙𝑐𝑟𝑟 𝑟𝑟𝑙𝑙𝑐𝑐 𝑐𝑙𝑐𝑐𝑐�ℎ𝑐�ℎ𝑐𝑙𝑟 𝐻=𝑟𝑎�ℎ𝑙𝑐𝑎𝑙𝑙 �ℎ𝑙𝑟𝑐𝑟�ℎ𝑟𝑦 �ℎ𝑙 �ℎ𝑙𝑐� �𝑙𝑟𝑟 𝐴=𝑎𝑟𝑐𝑎 �ℎ𝑙 𝑎𝑐𝑟𝑐𝑟 The runoff coefficient, C is a function of the ground cover and It relates the estimated peak discharge to a theoretical maximum of 100% runoff. Typical values for C are given in table below. Typical Runoff Coefficients for Rational Formula Type of Drainage Area Runoff Coefficient, C Business / Industrial Area 0.85 Single Family Residential 0.40 Multi-unit Residential 0.70 Parks & Playgrounds 0.30 Grass Area – Steep Slope 0.20 Street 0.90 If the basin contains varying amounts of different land cover, a composite coefficient must be calculated through area weighing as follows: 𝑉𝑐�ℎ𝑐�𝑟𝑐𝑐 𝐶= 𝐶𝐴𝐴𝐴× 𝐶𝐴𝐴𝐴× 𝐶𝐴𝐴𝐴 𝐴𝐴+𝐴𝐴+𝐴𝐴 Calculate the time of concentration using equation below: 𝑆𝑎 = (11.9 × 𝐿3 𝐻) 0.385 𝑆𝑎 =𝑟�ℎ𝑙𝑐 𝑙𝑐 𝑐𝑙𝑙𝑐𝑐𝑙𝑟𝑟𝑎𝑟�ℎ𝑙𝑙 �ℎ𝑙 �𝑙𝑟𝑟𝑟 𝐿=𝑙𝑐𝑙𝑐𝑟� 𝑙𝑐 𝑐�𝑎𝑙𝑙𝑐𝑙 �ℎ𝑙 𝑙�ℎ𝑙𝑐𝑟 𝐻=𝑐�ℎ𝑐𝑐𝑐𝑟𝑐𝑙𝑐𝑐 �ℎ𝑙 𝑐𝑙𝑐𝑟𝑎𝑟�ℎ𝑙𝑙 �ℎ𝑙 𝑟𝑎𝑟𝑐𝑟𝑟�𝑐𝑐 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 41 of 66 Based on time of concentration select the appropriate rainfall intensity for the appropriate recurrence interval from table below: Re c u r r e n c e In t e r v a l Rainfall Intensity Chart based on Time of Concentration 10 Min 15 Min 30 Min 1 Hour 2 Hour 3 Hour 6 Hour 10 Hour 2 Year 1.70 1.40 1.00 0.65 0.44 0.37 0.29 0.22 5 Year 2.30 1.90 1.30 0.85 0.60 0.52 0.41 0.33 10 Year 2.80 2.40 1.60 1.03 0.74 0.64 0.50 0.38 25 Year 3.20 2.70 1.90 1.20 0.92 0.80 0.64 0.50 50 Year 3.70 3.10 2.10 1.40 1.05 0.92 0.74 0.58 100 Year 4.00 3.40 2.30 1.50 1.13 1.00 0.80 0.62 C. Special Design Problems. For drainage areas in excess of 200 acres, the Engineer must use a unit hydrograph based approach to quantify runoff. An acceptable method for determining storm runoff is the National Resource Conservation Service method. 5.1.2 Hydraulic design standards A. Design Parameters. The following storm reoccurrence intervals must be used as minimum design requirement: Type of Drainage System Minimum Design Parameters Interval Culverts  100 Year Event – no objectionable backwater depths or outlet velocities  100 Year Event – 2’ of freeboard below street centerline  10 Year Event – no headwater above inlet Storm drain systems  25 Year Event(1) Drainage Inlets  25 Year Event assuming 50% blockage Bridges  100 Year Event – no freeboard  50 Year Event – 2’ of freeboard Roads  10 Year Event – contained within top of curb, may not encroach into the travel way  100 Year Event – contained within right-of-way, may not encroach into, may encroach into ½ of the outer travel lane. Detention basin Retarding basin  100 Year Event – post development release rate to match pre-development hydrograph – Stormwater Drainage Zones B and C. See Appendix I Infiltration basin Retention basin  100 Year Event – no release only infiltration – Stormwater Drainage Zone A. See Appendix I Open Channels / Creeks  100 Year Event 1) Hydraulic grade line shall be a minimum of 0.50-feet below the elevation of: CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 42 of 66 a. The top of inlet grate or the bottom of curb opening of catch basins b. The manhole covers of storm drain manholes. B. Open Channels and Culverts. Manning’s Formula may be used to compute capacities of all open channels and culverts. The methods presented in FHWA Hydraulic Circular No. 5, “Hydraulic Charts for the Selection of Highway Culverts,” may be used to evaluate culvert flow conditions. C. Provide for Overland Escape. All components of drainage systems in public improvements must be evaluated to consider the effect of failure of individual components and identify the route of overland escape. The evaluation shall identify any necessary measures to prevent erosion or flooding along this route. D. Conveyance of Drainage in Urban Areas. Drainage must be conveyed in surface facilities such as: 1. bioswales, 2. street gutters 3. cross-gutters 4. basins to the maximum extent possible. Flows which cannot be conveyed within the capacity of these facilities may be conveyed in culverts or storm drains. E. Sidewalk Underdrains. No concentrated flows may be permitted across the surface of any sidewalk. Inlets or under-sidewalk drains must be used in such situations. 5.1.3 Diversion of Drainage A. Maintain Historic Path. The diversion of natural watercourses will be allowed only within the limits of the proposed improvement. Water must be received and discharged in substantially the same: 1. Location 2. Volume 3. Velocity 4. Direction that existed prior to development. B. Improvements In Natural Watercourses. Improvements in natural watercourses, must at a minimum, maintain the natural capacity. 5.1.4 Alignment of Drainage Facilities A. Locate within Road or Public Easement. Drainage facilities accepting runoff from public streets or other public areas must be located in a public street or within a public drainage easement. These easements must be offered for dedication CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 43 of 66 to the public. B. Avoid Combining with Utility Easements. Drainage easements must be used for drainage purposes exclusively and not combined with easements required for other public utility purposes. C. Easement Width. Easements for culverts and drainage facilities must be a minimum width of 15-feet. All such easements must provide access and future maintenance working areas. Easements must be along or adjacent to property lines and outside areas of proposed or existing structures. When drainage pipes are 24-inch in diameter or greater, or trenches exceeding 5-feet in depth, provide additional drainage width to accommodate future maintenance needs. D. Storm Drain Alignment. Storm drain pipes must be parallel with the centerline of streets. The design must avoid: 1. Meandering 2. Offsetting 3. unnecessary angular changes. No angular changes more than 10 degrees shall be made without a junction structure. No single change, even with a junction structure, shall exceed 90 degrees. E. Cross Culvert Alignment. Cross culverts must be aligned with the natural water course and which might not be perpendicular to the road way. The culvert must be sized and sloped to not cause downstream erosion. F. Adjacent Property. When drainage improvements are required on adjacent property, a recorded easement from the adjacent property owners for such construction and a copy of the approval of the adjacent owners must be provided to the City. Agreements between property owners must hold the City harmless from any future damage claims. 5.1.5 Drainage Structures A. Manholes. Standard precast concrete manholes must be used wherever feasible. When cases arise where special manholes or junction boxes are required, the design must be prepared by a Civil Engineer and submitted to the City for review. All manholes shall conform to the following requirements: 1. Place manholes, at a minimum, every 500 feet. 2. Place manholes at junction points. 3. Place manholes at changes in gradient 4. Place manholes when pipes change size. 5. On curved pipes with radii of 200 feet to 400 feet, place manholes at the BC or EC of the curve and on 300-foot maximum intervals along the curve. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 44 of 66 B. Catch Basin. All inlets shall conform to the following requirements: 1. Design capacity and spacing of drainage inlets so the spread of water roadway design event does not inundate the traveled way see Section 5.1.2.A for design parameters. 2. Sufficient drainage capacity shall be provided within the road right-of-way and other drainage facilities to convey a 100-year storm without damage to any structures. 3. No more than 1.0 cubic feet per second may be allowed to “bypass” a midblock inlet. No more than 0.3 cubic feet per second may be allowed to “bypass” a curb return at an intersection. 4. Sheet flow across a road shall not exceed 0.1 cubic feet per second. C. Junction Boxes. All junction boxes shall conform to the following requirements: 1. Junction boxes may be construction per: a. Engineering Standard Storm Drain Manholes, b. Caltrans Standard Plans for Junction Boxes, or c. individual design prepared and stamped by a Civil Engineer that includes the design, structural calculations, and design loading. 2. The inside dimension of junction boxes shall be such as to provide a minimum of 3-inches clearance on the outside diameter of the largest outfall pipe. 3. Standard manhole entrance. D. Other Structures. The following requirements apply to drainage structures, as required by the City: 1. Trash racks must be provided where in the opinion of the City they are necessary to prevent clogging of culverts, storm drains, or to provide safety to the general public. 2. Guardrail or pedestrian/worker railings may be required by the City at culverts, headwalls, and box culverts and on steep side-slopes. 5.1.6 Flood Control Basins Three types of flood control basins are utilized in City, as determined appropriate by site conditions and project requirements: 1. Retention/Infiltration Basins 2. Detention/Retarding Basins 3. Subsurface Basins. The City will determine which type of basin shall be used based on the downstream hydraulics for each development site. The types of basins are further discussed below. In all cases, the Project Engineer shall provide evidence that the basin will completely drain within seven days to the satisfaction of the City. A. Basin Design. Retention/Infiltration Basin Capacity. The basin capacity is to be based on the theoretical runoff from a 100-year storm for a 10-hour duration with the watershed in its fully-developed condition. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 45 of 66 Detention/Retarding Basin Capacity. The basin capacity is to be based on the theoretical runoff from a 100-year storm for a 10-hour duration with the watershed in its fully-developed condition. Basin release rates may match but must not exceed the pre-development condition for the 2, 10, 25, 50 and 100 year events. Inlets and Outlets. The inlet structure shall be designed to meet the requirements of Section 5.1.5B, above. The outlet shall release water in a non-erosive manner. Percolation Test Required. A minimum of 3 percolation tests per basin shall be submitted to the City with the design documents to determine that the basin will be able to drain within the seven days. B. Storage Capacity Calculation. Calculation must be shown in sufficiently detail to be reviewed and reproducible by others. All calculations must be signed and stamped by a properly licensed Engineer indicating that the volume, velocity, and direction of improvements match or are less than historic drainage. C. Deep Basins. Any retention or detention basin is considered a deep basin if the depth to the overflow point is greater than 2-feet. D. Shallow Basins. Any retention or detention basin is considered a shallow basin if the depth to the overflow point is 2 feet or less. E. Subsurface Basins. Subsurface basins may be used where their application is suitable for project conditions. Subsurface basins shall be limited to locations where the depth to seasonally high groundwater is greater than 10-feet. The Project Engineer must address the following areas of concern: 1. Design Criteria. a. Distance to structures on site b. Maintenance practicality including landscape maintenance and maintenance access c. Lateral distance to wells or septic facilities d. Long term percolation rate e. Surface (vehicle) loading characteristics 2. Drain rock shall be clean, crushed granite (or clean, angular rock of similar approved hardness) with rock size ranging from 1-1/2-inch to 3/4-inch. Rock gradation shall conform to the Specification of ASTM C-33 #4. The Project Engineer may assume a "void ratio" of 25% of the volume of the drain rock backfill in the computation of the storage volume of the subsurface basin. 3. The storage chamber must be fully perforated, by the manufacturer, with a minimum diameter of 18-inches and a maximum diameter of 60-inches. Corrugated metal pipe (CMP) may not be used. 4. Operational Requirements. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 46 of 66 a. Water quality of inflow (both sediment and chemical loading) b. Maintenance plan, including provisions for vehicular access and confined-space entry safety requirements, where applicable c. Overflow path including easements as required F. Overflow Path Required. The design of all drainage basins shall identify the designated route for overflow. The Project Engineer shall design the overflow path so that the flow in a 100-year storm is non-erosive and will not damage downstream improvements, including other basins. Easements will be required for concentrated flows onto private properties. G. Fencing Requirements. All surface drainage basins shall be evaluated to determine if they require fencing, as follows: 1. All deep basins are required to be fenced. 2. Shallow basins are not required to be fenced. I. Freeboard Requirements. All basins must be designed to provide “freeboard,” measured from the design water surface to the lowest-elevation (the “overflow point”) at which the basin would overflow during a greater -than-design storm. This overflow point may be a location on the basin perimeter, a point outside the basin perimeter if the location is a natural sump, or the flowline of the inlet structure for gutter flow entering the basin. An overflow path shall be identified as required in subsection G, above. The amount of freeboard to be provided under design-storm conditions is as follows: 1. Deep basins require 1-foot of freeboard above the design-storm water surface elevation. 2. Shallow basins require freeboard equal to 15% of their design depth. 3. Subsurface basins require freeboard equal to 20% of their maximum storage depth. J. Maintenance Requirements. Perpetual maintenance of all drainage basins shall be the responsibility of the Developer, unless the maintenance responsibility is assumed by a public entity or a property owners’ association. K. Parking Areas. Parking areas may be used to store part of all of the volume required to be retained or detained, subject to the following criteria: 1. The maximum depth of inundation in the design storm is less than 6-inches. 2. No more than 75% of the parking area shall be inundated in the design storm. ADA parking must not be inundated in the design storm. 5.1.7 Bioretention Basins In addition to flood control basins, bioretention basins can be used to improve storm water quality and reduce flooding impacts in storms. A. Design Criteria. The following must be considered and presented in the design of bioretention basins and bioswales. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 47 of 66 1. Lateral distance to vehicle travel lanes, bike lanes, and pedestrian paths 2. Vertical drop offs adjacent to travel lanes, bike lanes, and pedestrian paths 3. Long term percolation rate 4. Landscape establishment and irrigation 5. Maintenance practicality including landscape maintenance and maintenance access 6. Porosity of engineered soil (BSM) B. Materials. 1. Bioretention Soil Media (BSM). Use a mixture of sand and compost conforming to the post construction handbook or other source approved by the City 2. Filter fabric is prone to clogging and shall not normally be used within the right-of-way. 3. In lieu of filter fabric, use gravel filter conforming to Caltrans Class 2 Permeable Material per Section 68 of the State standards or approved equal. C. Maintenance. Perpetual maintenance of bioretention basins and landscaping shall be the responsibility of the Developer, unless the maintenance responsibility is assumed by a public entity or a property owners’ association. 5.1.8 Bioswales A. Facility Design and Dimensions  Bottom width – provide 2’ wide minimum flat bottom for facilities with side slopes and longitudinal slope.  Allowable standing water duration – 72 hours. Allowable ponding time is typically associated with mosquito vector control, and varies by location. Confirm with local vector control agency to confirm appropriate drawdown time for facility.  Planter minimum widths are typically associated with their application. Considerations influencing minimum widths include: 4’ minimum for planters with trees, 2’ minimum for planters without trees  Ponding depth - Min. 6", max. 12"  Planter depth – (from adjacent pedestrian walking surface to facility finished elevation/planting surface) is based on desired ponding plus freeboard, but also relates to planter width. Planters can be deeper if they are wider, and need to be shallower as they narrow. This is a pedestrian perception and safety issue. Some recommended width to depth guidelines are: Planter Width Max. Planter Depth Greater than 5 feet 16 inches 4 – 5 feet 12 inches 3 – 4 feet 10 inches 2 – 3 feet 8 inches CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 48 of 66 B. Slopes and Grades  Side slope - 4:1 or 3:1 maximum with a minimum 12 inch wide shoulder (2% slope toward facility) adjacent to pedestrian use or curb.  Longitudinal slope – Max. 6% longitudinal slope of bottom. Erosion and movement of soil and mulch intensifies with increased longitudinal slope, minimize longitudinal slope. Stair stepping planters on a slope to provide flat bottomed cells separated by check dam/weir overflows can provide more storage and infiltration than a sloped facility.  Grades on opposite sides within a facility should be similar to optimize ponding across the entire basin/cell. C. Infrastructure  Inlet curb cut design selection should be based on application considerations: o Sloped sided or flat/planter facility o Curb and gutter adjacent to facility or separated by pedestrian sidewalk  Sidewalk edge type selection should be based on application considerations: o New or retrofit o Sloped sided or flat/planter  Sidewalk Curb - flat/planter requires 4” min. height curb adjacent to sidewalk for pedestrian safety. Provide 4 to 6 inch wide sidewalk curb notch when sidewalk drains to planter. Provide as many notches as required to convey flow.  Energy dissipation – provide aggregate splash pads at inlets per inlet details. Provide 6” depth, 3" – 6" rounded, washed cobble. For sloped sided facilities where inlet flow velocity is high, extend cobble into facility, but avoid excessive or decorative use.  Overflow structure – Provide overflow structure or connect to approved discharge point. D. Soil, Aggregate and Mulch  Aggregate layer – where an aggregate layer is included in the design use CalTrans Class 2 Permeable. CalTrans Class 2 Permeable does not require an aggregate filter course between the aggregate storage layer and the bioretention soil media above. When CalTrans Class 2 Permeable is not available, substitute CalTrans Class 3 Permeable. Class 3 Permeable requires an overlying 3” deep layer of ¾” (No. 4) open graded aggregate (between Class 3 and bioretention soil media above). Use a minimum depth of 12 inches.  Bioretention Soil Media (BSM) - use Bay Area Stormwater Management Agencies Association (BASMAA) Specification of Soils for Biotreatment or Bioretention Facilities (Attachment L). Provide pre-mixed BSM, do not mix onsite. Provide a minimum of 24 inches of BSM depth. Where aggregate layer is used and trees are specified, replace aggregate with increased BSM depth in tree planting locations.  Filter fabric - do not use fabric between BSM and aggregate layer  Provide mulch depth of 2 to 3 inches. Mulch use optional below ponding high water mark. Do not apply mulch in ponding zone just prior to or during rainy season. Mulch non-floating mulch. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 49 of 66 E. Planting, Irrigation, and Underdrains  Irrigation - Provide irrigation for plant establishment (2-3 years), and supplemental irrigation during periods of prolonged drought. Provide separate zone for connection to water supply  Planting - see Appendix J plant guidance for bioretention areas. Do not locate plants at inlets. Consider mature growth to determine planting layout and avoid future blockage of inlets by plants.  Underdrain – use 4” diameter, PVC SDR 35 perforated pipe. Install underdrain with holes facing down. Underdrain discharge elevation shall be near top of aggregate layer. Underdrain slope may be flat. Provide capped, threaded PVC cleanout for underdrain, 4" min. dia. with sweep bend. 5.1.9 Channel and Swales No diversion to roadside ditches will be allowed from natural drainage courses. A. Types. Open channels may be: 1. natural watercourses 2. earthen channels 3. swales 4. bioswales or channels or swales lined with the materials such as those listed below. Channels lined with impermeable surfaces such as: 1. concrete 2. mortar 3. pipe-like materials are discouraged and may only be used where permeable linings are impractical. Lining materials must be selected that: 1. are non-erosive under velocities calculated in the design storm 2. provide ease of ongoing maintenance Where linings are required, they must extend to the full height of freeboard, as defined below. B. Freeboard and Side Slopes Required. Channels or swales may be required to be lined to an elevation of at least 1.0-foot above the design hydraulic gradient. The side slopes for channel or swale must not exceed 2:1 or 3:1 in sandy soils. Provide a minimum of 1-foot of freeboard at design capacity. C. Improvement Plans. Provide typical sections and profile of the existing and proposed channels for a minimum of 500-feet each side of the development in order to establish an average profile grade through the development. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 50 of 66 D. Velocity Requirements. Channels or swales must comply with the following requirements: 1. Minimum velocity for channels or swales flowing full, with freeboard, must be 2 feet per second. 2. Minimum velocity in bioswales may be less than 2 feet per second but must provide for positive drainage. 3. The maximum velocity in constructed unlined earth channels or swales must not exceed that which would cause erosion; which is typically less than 4 feet per second. 4. The maximum velocity concrete lined channels must not exceed 10 feet per second. E. Natural Waterways. For natural waterways, the design flow may be allowed in the natural overflow area if a drainage easement is provided, which will include the overflow area, and freeboard as specified above exists between the water surface and adjacent ground. F. Fencing Requirements. For all open-conduit drainage facilities, the following requirements shall apply: 1. Constructed channels or swales with side slopes five to one (5:1) or flatter do not require fencing. 2. Natural channels do not require fencing. 3. For channels or swales with depths less than 3.0-feet and side slopes not greater than 5:1 do not require fencing. 4. Any required fence shall be located no more than 4-inches within the required easement lines and shall provide sufficient room for maintenance vehicles. 5. Fencing must be 42 inches tall. 5.1.10 Culverts and Storm Drains A. Minimum Diameter. Minimum pipe diameter allowable on any storm drain or culverts that are maintained by the City is 18- inches. A lesser size may be approved for privately maintained facilities. B. Velocity Requirements. Culverts shall comply with the following requirements: 1. Minimum design velocity must be 2 feet per second when conduit is flowing at the 2-year design discharge. 2. Maximum design velocity must not exceed 15 feet per second when culvert is flowing at the 50- year or 100-year design discharge. 5.1.11 Outfalls A. Culvert Energy Dissipaters. Design energy dissipaters in compliance with the Highway Design Manual Chapter 870, Channel and Shore Protection Erosion Control. Show the following items on the plans: 1. Stable rock size (weight) 2. Rock Slope Protection (RSP) class CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 51 of 66 3. Dissipater trench dimensions 4. Rock placement method 5. RSP fabric type Culvert energy dissipaters must be designed for the flow from the Design Storm. Rock slope protection gradation shall conform to Section 72 of the State Standard Specifications. 5.2 Post Construction Stormwater Compliance 5.2.1 Performance Requirements A. Performance Requirement No. 1: Site Design and Runoff Reduction Projects that create and/or replace 2,500 square feet or more of impervious surface must: 1. Limit disturbance of creeks and natural drainage features 2. Minimize compaction of highly permeable soils 3. Limit clearing and grading of native vegetation at the site to the minimum area needed to build the project, allow access, and provide fire protection 4. Minimize impervious surfaces by concentrating improvements on the least-sensitive portions of the site, while leaving the remaining land in a natural undisturbed state 5. Minimize stormwater runoff by implementing one or more of the following site design measures: a. Direct roof runoff into cisterns or rain barrels for reuse b. Direct roof runoff onto vegetated areas safely away from building foundations and footings, consistent with California building code c. Direct runoff from sidewalks, walkways, and/or patios onto vegetated areas safely away from building foundations and footings, consistent with California building code d. Direct runoff from driveways and/or uncovered parking lots onto vegetated areas safely away from building foundations and footings, consistent with California building code e. Construct bike lanes, driveways, uncovered parking lots, sidewalks, walkways, and patios with permeable surfaces 6. Define the development envelope and protected areas, identifying areas that are most suitable for development and areas to be left undisturbed 7. Conserve natural areas, including existing trees, other vegetation, and soils 8. Limit the overall impervious footprint of the project 9. Set back development from creeks, wetlands, and riparian habitats 10. Conform the site layout along natural landforms 11. Avoid excessive grading and disturbance of vegetation and soils B. Performance Requirement No. 2: Water Quality Treatment Projects that create and/or replace 5,000 square feet or more of impervious surface must treat stormwater runoff from existing, new, and replaced impervious surfaces on sites where runoff from existing impervious surfaces cannot be separated from runoff from new and replaced impervious surfaces. Water Quality Treatment must be treated onsite and designed to treat stormwater runoff equal to the volume of runoff generated by the 85th percentile 24-hour storm event, of 1 inch. Water Quality Treatment may implement a treatment system that use multiple systems to complete Water Quality Treatment. The Water Quality Treatment system must first implement Low Impact Development Treatment Systems, then may implement Biofiltration Systems, and then finally may CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 52 of 66 implement Non-Retention Based Treatment Systems. Projects subject to Performance Requirement No. 2 must also include design strategies required by Performance Requirement No. 1. 1. Low Impact Development Treatment System – Design details may be found in Appendix K of the Engineering Standards. 2. Biofiltration treatment systems with the following design parameters: a. Prevent erosion, scour and channeling within the biofiltration treatment system based on the flow of runoff produced from a rain event equal to 0.2 inches per hour intensity. b. Minimum surface reservoir volume equal to the biofiltration treatment system surface area times a depth of 6 inches c. Minimum planting medium depth of 24 inches. The planting medium must sustain a minimum infiltration rate of 5 inches per hour throughout the life of the project and must maximize runoff retention and pollutant removal. A mixture of: i. Sand - 60% to 70% meeting ASTM C33 ii. Compost - 30% to 40% may be used d. Proper plant selection e. Subsurface drainage/storage (gravel) layer with an area equal to the biofiltration treatment system surface area and having a minimum depth of 12 inches f. Underdrain with discharge elevation at top of gravel layer g. No compaction of soils beneath the biofiltration facility (ripping/loosening of soils required if compacted) h. No liners or other barriers interfering with infiltration, except for situations where lateral infiltration is not technically feasible. 3. Non-Retention Based Treatment Systems must collectively achieve at least one of the following hydraulic sizing criteria: a. Hydraulic Sizing Criteria for Non-Retention Based Treatment Systems: i. Volume Hydraulic Design Basis must be based on the 85th percentile 24-hour storm event of 1 inch. ii. Flow Hydraulic Design Basis must be based on the flow of runoff resulting from a rain event equal to at least 0.2 inches per hour intensity. iii. See Performance Requirement No. 3: Runoff Retention for information to calculate the required water quality volume. C. Performance Requirement No. 3: Runoff Retention Projects that create and/or replace 1 5,000 square feet or more of impervious surface must retain runoff for optimal management of watershed processes. Projects subject to Performance Requirement No. 3 must also include design strategies required by Performance Requirement No. 2 and 1. 1. Adjustments for Redevelopment – Replaced impervious surface, shall be multiplied by 0.5 when calculating the volume of runoff subject to Runoff Retention Performance Requirements. 2. Retention must meet the following performance requirements: a. Prevent offsite discharge from events up to the 95th percentile 24-hour rainfall event, 1.8 inches. b. Achieve retention by: i. optimizing soil infiltration CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 53 of 66 ii. storage iii. rainwater harvesting iv. evapotranspiration. 3. Provide a site assessment document that identify opportunities and constraints to implement LID Stormwater Control Measures for development site. Site assessment document must review and document the following site characteristics: a. Site topography b. Hydrologic features including contiguous natural areas, wetlands, watercourses, seeps, or springs c. Depth to seasonal high groundwater d. Locations of groundwater wells used for drinking water e. Depth to an impervious layer such as bedrock f. Presence of unique geology (e.g., karst) g. Geotechnical hazards h. Documented soil and/or groundwater contamination i. Soil types and hydrologic soil groups j. Vegetative cover/trees k. Run-on characteristics (source and estimated runoff from offsite which discharges to the project area) l. Existing drainage infrastructure for the site and nearby areas including the location of municipal storm drains m. Structures including retaining walls n. Utilities o. Easements p. Covenants q. Zoning/Land Use r. Setbacks s. Open space requirements t. Other pertinent overlay(s) 4. Delineation of discrete Drainage Management Areas (DMAs) to support a decentralized approach to stormwater management. a. Provide a map or diagram dividing the entire project site into discrete DMAs b. Account for the drainage from each DMA using measures identified below: i. Self-treating area. ii. Self-retaining area. iii. Area draining to self-retaining area iv. Area draining to Stormwater Control Measure (SCM) 5. When the applicant has demonstrated through their Stormwater Control Plans that use of: a. Site Design Measures of Performance Requirement No. 1 have been implemented to the maximum extent practicable b. Runoff Reduction measures listed in Performance Requirement No. 1 have been implemented to the maximum extent practicable The use of Structural Stormwater Control Measures may be used. The Structural Stormwater Control Measure must be designed for water quality treatment and flow control may be used to comply with Performance Requirement No. 3. Stormwater Control Measures that optimize retention and result in Structural Control Measures that are small-scale, decentralized facilities, CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 54 of 66 that are designed to infiltrate, evapotranspirate, filter, or capture and use stormwater. 6. To determine Stormwater Control Measure sizing and design, use the following process: Determination of Retention Tributary Area Determining the Retention Tributary Area is the basis for calculating the runoff volumes subject to Performance Requirement Number 3. Retention Tributary Area should be calculated for each individual Drainage Management Area to facilitate the design of SCMs for each Drainage Management Area. 𝐴𝑟𝑐𝑎𝑃𝑎𝑟𝑎𝑙𝑟𝑖𝑙𝑙 𝑃𝑟𝑖𝑎𝑟𝑟𝑎𝑟𝑦 𝐴𝑟𝑎𝑎=𝐴𝑟𝑐𝑎𝐴𝑙𝑟𝑖𝑟𝑎 𝑃𝑟𝑙𝑖𝑎𝑎𝑟 𝐴𝑟𝑎𝑎−𝐴𝑟𝑐𝑎𝑃𝑙𝑎𝑖𝑟𝑟𝑟𝑟𝑎𝑎𝑎 𝑙𝑟 𝑃𝑙𝑎𝑙𝑟𝑎𝑎 𝐴𝑟𝑎𝑎𝑟− 𝐴𝑟𝑐𝑎𝐼𝑙𝑙𝑎𝑟𝑟𝑖𝑙𝑟𝑟 𝑃𝑟𝑟𝑎𝑎𝑎𝑎 𝐴𝑟𝑎𝑎𝑟 𝑟ℎ𝑎𝑟 𝐴𝑖𝑟𝑎ℎ𝑎𝑟𝑎𝑎 𝑟𝑙 𝐼𝑙𝑎𝑖𝑙𝑟𝑟𝑎𝑟𝑖𝑙𝑙 𝐴𝑃𝑎𝑎𝑟 Determination of Water Quality and Retention Volume Calculating the 85th Percentile 24-hour event used for Water Quality Calculations and the 95th Percentile 24-hour event used for Retention Volume is completed as follows Compute the Runoff Coefficient “C” for the area tributary to the SCMs, using the equation: 𝐶=0.858�ℎ3 −0.78�ℎ2 +0.774�ℎ+0.04 Where “i” is the fraction of the tributary area that is impervious Compute the Water Quality Volume in cubic feet (area in square feet) 𝑉𝑙𝑙𝑟𝑙𝑐𝑊𝑎𝑟𝑎𝑟 𝑃𝑟𝑎𝑙𝑖𝑟𝑦=𝐶 × 1 �ℎ𝑙𝑐�𝑐𝑟 × 1 𝑐𝑙𝑙𝑟 12 �ℎ𝑙𝑐�𝑐𝑟 × 𝐴𝑟𝑐𝑎𝑃𝑎𝑟𝑎𝑙𝑟𝑖𝑙𝑙 𝑃𝑟𝑖𝑎𝑟𝑟𝑎𝑟𝑦 𝐴𝑟𝑎𝑎 Compute the Retention Volume in cubic feet (area in square feet): 𝑉𝑙𝑙𝑟𝑙𝑐𝑃𝑎𝑟𝑎𝑙𝑟𝑖𝑙𝑙=𝐶 × 1.8 �ℎ𝑙𝑐�𝑐𝑟 × 1 𝑐𝑙𝑙𝑟 12 �ℎ𝑙𝑐�𝑐𝑟 × 𝐴𝑟𝑐𝑎𝑃𝑎𝑟𝑎𝑙𝑟𝑖𝑙𝑙 𝑃𝑟𝑖𝑎𝑟𝑟𝑎𝑟𝑦 𝐴𝑟𝑎𝑎 Structural Stormwater Control Measure Sizing The County of Santa Barbara has developed a Stormwater Control Measure sizing calculator that may be downloaded at the following site: http://www.sbprojectcleanwater.org/development.aspx?id=76 D. Performance Requirement No. 4: Peak Management Projects that create and/or replace 22,500 square feet or more of impervious surface must retain runoff for the optimal management of watershed processes. Projects subject to Performance Requirement No. 4 must also include design strategies required by Performance Requirement No. 3, 2 and 1. Post-development peak flows, discharged from the site, shall not exceed pre-project peak flows for the 2 through 10 year storm events. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 55 of 66 E. Impervious Surface Correction Factors Surface must not broadly be characterized as completely pervious. Use correction factors to calculate equivalent impervious surface area for Post Construction Stormwater Runoff Requirements. Surface Equivalent Impervious Surface Factor Roof 1.0 Concrete 1.0 Asphalt 1.0 Porous Concrete 0.1 Porous Asphalt 0.1 Grouted Paver Unit 1.0 Solid Paver Unit set in Sand 0.5 Crushed Aggregate 0.1 Landscape 0.1 5.2.2 Stormwater Control Plan The applicant must provide a Stormwater Control Plan that clearly provides engineering analysis of all Water Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject to those performance requirements. All reports must be completed by either a Registered Civil Engineer or Qualified Stormwater Pollution Prevention Plan Developer (QSD). A. Minimum Requirements for Content 1. Project information including project name; application number; location; parcel numbers; applicant contact information; land use information; site area; existing, new, and replaced impervious area, and applicable PCR requirements and exceptions. 2. Narrative analysis or description of site features and conditions, and opportunities and constraints for stormwater control. 3. Narrative description of site design characteristics that protect natural resources including endangered species habitat, protected vegetation, and archaeological resources, and preserve natural drainage features, minimize imperviousness, and disperse runoff from impervious areas. 4. Tabulation of proposed pervious and impervious DMAs, showing self-treating areas, self- retaining areas, areas draining to self-retaining areas, and areas tributary to each LID facility. 5. Proposed sizes, including supporting calculations, for each LID facility. 6. Narrative description of each DMA and explanation of how runoff is routed from each impervious DMA to a self-retaining DMA or LID facility. 7. Description of site activities and potential sources of pollutants. 8. Table of pollutant sources identified from the list in Appendix A and for each source, the source control measure(s) used to reduce pollutants to the maximum extent practicable. 9. Description of signage for bioretention facilities. 10. General maintenance requirements for bioretention facilities and site design features. 11. Means by which facility maintenance will be financed and implemented in perpetuity. 12. Statement accepting responsibility for interim operation & maintenance of facilities. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 56 of 66 B. Exhibits 1. Existing natural hydrologic features (depressions, watercourses, relatively undisturbed areas) and significant natural resources. 2. Proposed design features and surface treatments used to minimize imperviousness and reduce runoff. 3. Existing and proposed site drainage network and connections to drainage off-site. 4. Entire site divided into separate Drainage Management Areas (DMAs). Each DMA has a unique identifier and is characterized as self-retaining (zero-discharge), self-treating, or draining to a LID facility. 5. Proposed locations and footprints of LID facilities. 6. Potential pollutant source areas, including loading docks, food service areas, refuse areas, outdoor processes and storage, vehicle cleaning, repair or maintenance, fuel dispensing, equipment washing, etc. 5.2.3 Operations and Maintenance The Applicant shall develop, implement and provide the City a Operations and Maintenance Plan and Maintenance Agreements that clearly establish responsibility for all Water Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject to those performance requirements. A. Operations and Maintenance Plan. The Operations and Maintenance Plan must include, at minimum: 1. Stormwater Control Measures report number 2. A site map identifying all Stormwater Control Measures requiring Operations and Maintenance practices to function as designed. 3. Operations and Maintenance Procedures for each structural stormwater control measure including, but not limited to, Low Impact Design facilities, retention and detention basins, and manufactured or propriety devices operations and maintenance. 4. Short-and long-term maintenance requirements, recommended frequency of maintenance, and estimated cost for maintenance. B. Maintenance Agreement. The Applicant shall provide a signed statement accepting responsibility for the Operations and Maintenance of the installed Storm Water Control Measures. The Applicant shall include written conditions in the sales, lease agreements, deed, CCRs, HOA or any other legally enforceable mechanism that require the assumed responsibility for the Operations and Maintenance of Stormwater Control Facilities. Additionally, the signed statement shall include the following information: 1. Stormwater Control Measures Report Number 2. The location and address of Storm Water Control Facilities 3. Completion dates of the following milestones a. Construction b. Field verification of Stormwater Control Facilities c. Final Project approval/occupancy CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 57 of 66 4. Party responsible for O&M 5. Source of funding for O&M 6. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and Maintenance Plan and facilities continues to function as designed or have been repaired or replaced 7. Statement describing any vector or nuisance problems. C. Maintenance Notification. The Owner/Applicant shall provide a signed statement notifying the City of all maintenance of the installed Storm Water Control Measures. Additionally, the signed statement shall include the following information: 1. Stormwater Control Measures Report Number 2. The location and address of Storm Water Control Facilities 3. Completion date of the maintenance activities 4. Party responsible for O&M 5. Source of funding for O&M 6. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and Maintenance Plan and facilities continues to function as designed or have been repaired or replaced 7. Statement describing any vector or nuisance problems. 6. Water Supply 6.1 Design Standards 6.1.1 Quantity of Water The quantity of water delivered to the distribution system from all sources must be sufficient to: 1. supply adequately 2. dependably 3. safely the total requirements of all customers, including fire hydrants, under maximum consumption. The distribution system must be capable of adequately delivering this water supply to all the customers. 6.1.2 Distribution System A. Operating Pressure. Water distribution system mains shall be designed to maintain normal operating pressures of not less than 25 psig at the service connection and may not be more than 150 psig. B. Size of Water Mains. Water mains shall be not less than 8-inches inside diameter unless otherwise specified. Water mains of 6-inches shall be limited to cul-de-sacs less than 400 feet long. All dead-end mains shall be provided with a standard blow-off, hydrant or other acceptable means of flushing. Mains shall be equipped with blow-off valves at low points, and air relief valves at high points. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 58 of 66 C. Alignment and Layout of Mains. The distribution system, wherever possible, shall be in grid and looped form so that pressures throughout the system are equalized. D. Valves. The distribution system shall be equipped with a sufficient number of valves so that no single shutdown will result in shutting down a transmission main, or necessitate the removal from service of a length of pipe greater than 500-feet in high-value districts or greater than 800-feet in other sections. In no case shall valves be so located that any section of main can be shut down without going to more than three locations to close valves. Valves shall not be located in gutters, spandrels or cross - gutters. Existing valves shall be relocated insofar as practical. F. Hydrants. Fire hydrants must be placed at street intersections whenever possible, and shall be located to minimize the hazard of damage by traffic. In addition, hydrant spacing shall conform with the following requirements: 1. Residential areas: Maximum spacing 500-feet, except on dead-end streets it shall be no more than 400-feet. The maximum distance from any point on the street frontage to a hydrant shall be 250-feet. 2. Commercial/industrial areas: Maximum spacing 250-feet or less when required by the Fire Marshall. G. Service Lines. Service lines from the water main to the property line shall normally be installed at the time the main is constructed, to avoid frequent cutting of the street. H. Thrust Blocks. Concrete thrust blocks shall be installed to properly restrain and protect pipeline, as shown in the Standard Drawings. Thrust blocks must be installed at all: 1. bends of 22 ½ degrees or more 2. end of plugged mains 3. behind each tee 4. each cross which is valved in such a manner that they can act as a tee 5. back of fire hydrants. The thrust block shall extend from the fitting to undisturbed soil, and shall be of such bearing area as to assure adequate resistance to the force to be encountered. Prior to pouring concrete, all fittings shall be wrapped in minimum 8-mil polyethylene plastic sheet to protect bolts from being covered with concrete. In lieu of the above, movement may be prevented by the use of restraining joints, where thrust blocks are not feasible due to limited space or other reasons, subject to the prior approval of the City. I. Valve Anchors. Concrete valve anchors shall be provided at all in-line valves. Prior to pouring concrete, all fittings shall be wrapped in plastic to protect bolts from being covered with concrete. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 59 of 66 J. Air and Vacuum Release Valves. Air and vacuum release valves must be installed in the water system at all points where it is indicated that air pockets may form. The design must be such as to ensure the release of air automatically from the water main. All valves shall be designed for a minimum of 150 psi operating pressure. Air and Vacuum release stations must be located in order to provide the minimum lateral clearance from the travel way. K. Blowoffs. A blowoff or fire hydrant must be installed in the water system at all dead-ends and low points. L. Sampling Stations. Sampling stations may be required to be installed when directed by the City. 6.1.3 Cross Connections A. Backflow Prevention Required. Backflow prevention devices shall be installed on all service connections that pose a potential threat to health and safety of the community. At a minimum, the following service connections shall require backflow prevention: 1. Landscape irrigation 2. Medical and health care facilities 3. Areas served by private wells 4. Restaurants and other food-preparation facilities 5. Private fire-protection lines, including fire sprinkler systems 6. Laboratories 7. Commercial and industrial facilities that use water for other than domestic purposes 8. Sites that are used or plumbed to use gray water systems. C. Location of Backflow Prevention Devices. Backflow prevention devices shall be located as close as practical to the point of connection. In addition, backflow devices shall be located in accordance with Section 7603 of the California Code of Regulations. D. Ownership and Maintenance. The property owner where any service connection requiring a backflow prevention device is located, shall be responsible for operation and maintenance of the device. The City is not responsible for operation and maintenance of these devices. 7. Wastewater 7.1 Design Standards 7.1.1 Quantity of Flow A. Average Flow Rate. An average flow of 100 gallons per person per day shall be used for design purposes, with the peak flow double the average flow. Pipes shall be sized to handle peak flows with the pipe flowing half full CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 60 of 66 for sewers up to 15-inches in diameter. Larger sanitary sewers shall be designed to flow three- quarters full. B. Number of Persons Served. Accurate population estimates will be required to determine the quantity of flow. Multiply the future population by the average per capita wastewater flow, given in (A) above. Estimates of the number of visitors associated with recreational uses, which experience high seasonal fluctuation, can be converted to equivalent full-time residents by multiplying the number of visitors by the appropriate multiplier below: Day-use visitor 0.2 Seasonal visitor 0.8 The number of persons shall be determined for a 50-year period, which is the length of time that the capacity of the sanitary sewer will be adequate. Day-use visitors are those who do not stay overnight (for example, boating or picnicking), and seasonal visitors are those who stay for short multi-day stays during peak recreational seasons (for example, camping or cabins). 7.1.2 Collection System A. Minimum Velocity. Sanitary sewer grades shall be designed to provide a minimum velocity of 2 feet per second when flowing at peak discharge as determined in section 7.1.1 A, above. The minimum velocity requirement is necessary to prevent the deposition of solids. The following table indicates the slopes which will provide that velocity, and these shall be used as the minimum standard for design. Minimum Slope for Sanitary Sewer Diameter Slope (%) 6 inch 0.50% 8 inch 0.35% 10 inch 0.25% 12 inch 0.20% 15 inch 0.15% 18 inch 0.12% Lateral 2.00% B. Change in Pipe Size or Angle Point. Whenever a change in the size of the pipe, or an angle of 20 degrees or greater in alignment occurs, the flowline of the pipe flowing into the manhole shall be a minimum of 0.17-foot above the flowline of the pipe flowing from the manhole, or an amount necessary to match the inside crowns of the pipe, whichever is greater. C. Maximum Velocity. Design velocities for sanitary sewers must not exceed 10 fps at peak flow. The maximum design CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 61 of 66 discharge must not be designed to flow at critical slope and velocity. F. Sewer Lines Within Easements. Where sewer lines are located within easements, the easements shall be offered for dedication to the public. The minimum width of any easement for sanitary sewer purposes shall be 15-feet. When required due to terrain or depth of sewer line the required easement width must be increased. All easements must include right of ingress and egress over adjoining property for maintenance, replacement and operation. G. Alignment. Sewerage systems must be designed so as to have a minimum of curvature, both horizontal and vertical. Whenever possible, sewer lines shall be laid out in a straight line between structures. Curved sewer lines will be allowed only under the following conditions: 1. All curve data shall be shown on the plans. 2. Minimum radius of curvature must be as recommended by the pipe manufacturer and approved by the City. 3. No deflections may be made at the pipe joints. H. Depth. The normal design depth of a sanitary sewer system shall be such as to obtain a cover of 36-inches above the top of pipe for the house service lateral at the property line. Sewer mains shall be placed with 48-inch minimum cover and shall be located deeper than any nearby potable or reclaimed water mains. I. Size. The normal minimum sewer main size shall be 8-inches inside diameter. 7.1.3 Areas of Conflict between Sewer and Storm Drain Lines In the interest of public health and to minimize the possibility of contamination of the drainage system and water course, at least four feet of clearance must be maintained between parallel sewer lines and storm drains. Where maintaining the four feet of separation is not practical, special designs may be approved by the City (via a design exception) to minimize the potential for cross contamination. 8. Utilities 8.1 Design Standards 8.1.1 General Provisions A. Improvements Required. Subdivision improvements include: 1. Electrical 2. Telephone 3. Gas 4. cable television. Other public improvements, as defined in this document, shall include utility improvements where CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 62 of 66 required by conditions of approval or as determined necessary by the City. B. Plan Requirements. The intent of these requirements is that sufficient utility detail be shown to permit the City, or other appropriate agency, to locate all utilities when maintenance to the roads and other utilities in the public right-of-way or easements becomes necessary. The plans must show the following utility information as a minimum: 1. Show all utilities in detail on the typical street sections. Include trench dimensions, depth, number of lines, and description of lines (line material, size, etc.) 2. Show complete utility layout. Include line location, road crossings, junction boxes, manholes, service connections or stubouts, etc. 3. The following note shall be placed on utility improvement plans: “All wire and gas utility connections, distribution lines, and service locations shown on these plans are for information only and should not be considered final design. Utility purveyors may need to alter their design from what is depicted herein based upon future design modifications or during construction. This may result in additional redesign costs or charges to the owner for this work. No revisions to what is depicted herein shall be constructed without the prior approval of the City. No above-ground facilities shall be located where they block the accessible path of travel or intersection or driveway sight distance. Prior to final project acceptance it will be the owner’s responsibility to verify final utility alignments and ensure that adequate easements for such facilities are provided C. Underground Installation Required. All public utilities must be placed underground. The requirement to place utilities underground shall apply to all new facilities, as well as all existing facilities adjacent to the property being developed. The City’s Municipal Code section 16.68.050(B)(1) requires that all projects that involve the addition of 100 square feet of habitable space are required to place service connections underground. D. Service Extensions Required. All utilities must be installed with service laterals to serve all new lots being created in any subdivision project. E. Acceptance by Utility. Utility improvements will not be accepted as complete by the City, until written correspondence has been received from each utility providing service to the subdivision, indicating that their respective facilities are completed to their satisfaction and “ready for service,” or that sufficient financial arrangements have been made to assure same. 9. Construction of Private Development Projects The section generally describes the requirements and responsibilities for all construction and maintenance projects that occur within the right-of-way. However, the following particular format and procedure are unique to improvements associated with private development projects within the right- CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 63 of 66 of-way. 9.1 Before Construction A. Pre-Construction Conference. A Pre-Construction Conference is required prior to commencing the work shown on the approved improvement plans. The Engineer of Work shall arrange this, and notify the City. The conference agenda will typically review the following items, as appropriate: 1. Contact information 2. Construction Schedule 3. Potential Utility conflicts 4. Typical and Special Inspection requirements 5. Unique project safety requirements including: a. trench safety b. confined space safety c. Work Zone Safety 6. Traffic Control and accessibility 7. Environmental site constraints 8. Regulatory permit requirements 9. Storm water control and requirements 10. Accommodation and coordination with project neighbors 11. Any unique projects constraints The conference shall include the following attendees, as appropriate: 1. The Developer 2. The Engineer of Work 3. The Contractor 4. The Soils Engineer 5. Representatives of the affected utility providers 6. Representatives of the permitting agencies 7. Representatives of City including Public Works, Engineering, Building, and Planning 8. At least five working day advance notice of the time and location of the conference shall be provided to the City. B. Contractor’s Requirements. Contractors and subcontractors performing the work under these Standards shall possess a valid State license to perform such work. The Contractor or his/her duly authorized representative must be available on the job site during the time when any work is in progress. C. Trench Safety. All work must be performed in accordance with the requirements of the State of California Department of Industrial Relations. The Contractor must conform to the permit requirements of the Division of Industrial Safety and must obtain any necessary trenching permit directly from the Department of Industrial Relations. The Contractor’s attention is directed to the provisions of Section 6705 of the Labor Code concerning trench excavation safety plans. Excavation for any trench 5-feet CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 64 of 66 or more in depth shall not begin until the Contractor has obtained a trenching permit from the California Department of Industrial Relations. D. Agency Permits. All needed regulatory permits must be obtained by the developer prior to starting any work covered by or impacted by those permit(s). The developer must keep these permits current. Copies of the permit documentation must be kept on site for review by the City. Issuance of an encroachment permit or other permits by the City does not relieve the developer from obtaining these permits. E. Encroachment Permit. After approval of the improvement plans and prior to starting any work within the City right-of-way, the Developer shall obtain an encroachment permit from the City. Copies of the encroachment permit shall be kept on site for review by the City or other agency representatives. 9.2 During Construction A. Inspection by Engineer of Work. The Engineer of Work has the primary responsibility for inspection during the construction of all improvements that are regulated by these Standards. The Engineer of Work, at a minimum, must inspect the following milestones during construction, and provide a written inspection report to the City: 1. Concrete form work 2. Hot Mix Asphalt paving operations 3. Initiating the placement of the roadway base course 4. Substantial completion of roadway base placement and compaction 5. Substantial completion of roadway subgrade excavation/fill placement 6. Trench bedding and compaction Other required inspections may be determined necessary by the City. If the Engineer of Work’s place of business is not within the boundaries of San Luis Obispo County, or northern Santa Barbara County, he or she shall provide local contact information for someone that can be immediately available to respond to any problems that arise during construction. B. Workplace (and field) Conduct. 1. It is expected that developers and their contractors will promote a businesslike workplace (including work sites) that assures courteous treatment for workers, fellow contractors, City employees, and the general public. Harassment or discrimination on the basis of race, religion, national origin, marital status, disability, age, sex or sexual orientation is not to be tolerated. 2. It is expected that the developer and contractors will promote good relations with the neighbors and public affected by a project. This typically requires regulating construction activity so as to minimize impacts to the neighborhood caused by noise, dust, construction debris, and traffic disruption. When access or traffic will be delayed, advanced notification must be provided to the affected neighbors as well as to local emergency responders. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 65 of 66 3. It is incumbent on the contractor to control the work site and provide a safe working environment. Contractor shall require employees to wear appropriate personal protective equipment while on the work site. 4. It is incumbent on the contractor to control the work site and ensure all erosion control measures, traffic control devices are in place and properly maintained. The work site shall also be kept in clean and orderly. C. Inspection by City. In addition, each phase of improvements must first be inspected and approved by the City prior to the Contractor’s proceeding with subsequent phases. Each phase must be inspected as the City considers necessary, but in any case the City must make an inspection within two working days after receiving a request for inspection from the Engineer of Work. The City may inspect, as considered necessary, any public improvements as defined in this document. Any improvements constructed without approval as provided above, or constructed contrary to the approved plans, may be deemed as not complying with these Standards and may be rejected. D. Clean Up. During the progress of the work, the Contractor must keep the entire job site in a clean and orderly condition. Excess or unsuitable backfill material, broken pipe, or other waste material must be removed from the job site. Spillage resulting from hauling operations along or across existing streets or roads must be removed immediately by the Contractor. All gutters and roadside ditches shall be kept clean and free from obstructions. Any deviation from this practice shall have prior approval from the City. 9.3 Project Completion Once the work on the project site is complete, including: 1. site cleanup, 2. dressing and hydroseeding graded slopes, 3. completion of all utility and drainage facilities 4. removal of temporary traffic control devices from public roads the Project Engineer may initiate the final processing of the improvements. A. Clean Up. Before final acceptance of the work, the Contractor must: 1. carefully clean up the work and premises 2. remove all temporary structures built 3. remove all surplus construction materials and rubbish of all kinds 4. leave the site in a neat condition. B. Request for Final Processing. The Engineer of Work must make a Request for Final Processing, in writing to the City. This request shall include the following components: 1. “Ready-to-Serve” letters from all utility providers CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010 Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 66 of 66 2. Core sample, R-value, structural section and compaction reports 3. Manufacturers’ certificates of compliance for HMA, base, concrete and other materials as needed 4. Engineer of Work’s certification (required format available from the City) 5. Record Drawings which show all changes which were made during construction If the Request for Final Processing does not include all the information listed above, it may be returned to the Engineer of Work and not be reviewed by the City. C. Preliminary Inspection. The City will conduct a Preliminary Inspection within five (5) business days of receiving a complete Request for Final Processing. A list will be generated of any defects or deficiencies which need to be remedied. If it appears during this inspection that substantial items of work are incomplete, the City may terminate the inspection without further review. D. Final Inspection. The Engineer of Work must work with the Developer to correct the items on the list from the Preliminary Inspection. When all items have been addressed, the Engineer of Work shall request a Final Inspection. The City shall conduct a Final Inspection within two (5) business days of receiving this request. E. Record Drawings. During the progress of the work, the Engineer of Work must maintain one set of prints of the improvement plans showing all as-built changes. Each as-built change shall be approved by the City before being made. This set must be available on the job for inspection by the City at any time. Upon completion of the work, the Engineer of Work must make as-built changes on the original plans, and return them to the City prior to acceptance of the project. F. Improvements to be Accepted for City Maintenance. For any public improvement which is to be accepted for City maintenance, the Engineer of Work shall submit records of the improvements to be accepted, in AutoCAD and PDF format of all construction drawings. G. Aged Improvements to be Accepted for City Maintenance. Roads offered for acceptance that have aged at least three years or have a pavement condition index (PCI) less than 90 may require further improvement before being accepted into the City maintained system. Typically, a road may require a microseal to increase PCI. Likewise, other facilities with significant wear or age when offered for acceptance to the City may require improvement or reconditioning prior to acceptance. H. Timing of grading certifications. Certification of pad elevation and compaction shall be provided to the City prior to foundations being poured. CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 2270 Issue Date: March 2016 PRIVATE PROPERTY NO PARKING SIGN REQUIREMENTS Sheet 1 of 1 PRIVATE PROPERTY “NO PARKING” SIGNS Sign Requirements: 1. Must be displayed in plain view at all entrances to the property. 2. Signs must be at least 17” X 22” in size. 3. Lettering must be at least 1” in height. 4. Must contain the name and telephone number of the local law enforcement agency. 5. Must contain the name and telephone number of the towing company contracted by the private property owner. Towing Procedure: Once the private property owner has the vehicle towed, immediately telephone the Arroyo Grande Police Department at 805-473-5100, identify yourself and tell the Dispatcher that you had a vehicle towed from your property, which is posted for restricted parking. The Dispatcher will need the following information from you: make, model and license number of the vehicle to be towed and the name and telephone number of the tow service that will tow the vehicle. RESTRICTED PARKING FOR CUSTOMERS ONLY (May add additional restrictions i.e., time limitations, etc.) VIOLATORS MAY BE CITED AND VEHICLES WILL BE IMPOUNDED AT OWNER’S EXPENSE (Name of contract tow company and telephone number) ARROYO GRANDE POLICE DEPARTMENT 22658 CVC 805-473-5100 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 8010 Issue Date: March 2016 STREET TREES – MASTER LIST Sheet 1 of 3 ALLOWABLE ZONES CHARACTERISTICS 1 - In parkway or tree well C = Fall Color D = Deciduous 2 - 3 to 7.5 feet from curb (or sidewalk if present) E = Evergreen F = Flowering 3 - 7.5 to 10 feet from the curb (or sidewalk if present) BOTANICAL NAME COMMON NAME CHARACTERISTICS HEIGHT WIDTH ZONE Acacia stenophylla Shoestring Acacia E F 30’ 20’ 1 Acer saccharinum Silver Maple D 80’ 80’ 3 Aesculus xcarnea Red Horse Chestnut D F 40’ 30’ 2 – 3 Agonis flexousa Peppermint Willow E F 40’ 30’ 1 – 2 Albizia julibrissin Silk Tree D F 40’ 40’ 2 – 3 Arbutus marina Marina Madrone E F 40’ 40’ 1 – 3 Betula nigra River Birch D 90’ 60’ 3 Betula pendula European White Birch D 40’ 20’ 2 - 3 Brahea edulis Guadalupe Island Palm E F 30’ 10’ 1 Brachychiton acerifolius Australian Flame Tree E F 60’ 30’ 3 Callistemon viminalis Weeping Bottlebrush E F 30’ 20’ 1 – 2 Cassia leptophylla Gold Medallion Tree Semi-E F 30’ 20’ 1 – 2 Cedrus deodara Deodar Cedar E 80’ 40’ 3 Cercis occidentalis Western Redbud D C 60’ 40’ 1 – 3 Cinnamomum camphora Camphor Tree E 50’ 60’ 3 Corymbia ficifolia Red Flowering Gum E F 40’ 40’ 2 – 3 Crategus phaenopyrum Washington Hawthorn D C F 25’ 20’ 1 – 3 Eriobotrya deflexa Bronze Loquat E F 15’ 10’ 1 – 3 Erythrina crista-galli Cockspur Coral Tree D F 20’ 20’ 2 – 3 Eucalyptus nicholii Willow-leafed Peppermint E 50’ 35’ 2 – 3 Eucalyptus polyanthemos Silver Dollar Gum E 65’ 40’ 2 – 3 Eucalyptus torquata Coral Gum E F 36’ 30’ 1 – 3 Fraxinus augustifolia Raywood Ash D C 60’ 40’ 1 – 3 Geijera parviflora Australian Willow E 30’ 20’ 1 – 3 Ginkgo biloba Maidenhair Tree D C 50’ 30’ 1 – 3 Hymenosporum flavum Sweetshade E F 40’ 20’ 1 – 2 Ilex-opaca American Holly E 50’ 40’ 2 – 3 Jacaranda mimosifolia Jacaranda D F 40’ 30’ 2 – 3 Lagerstroemia Hybrid Japanese Crape Myrtle D C F 30’ 30’ 1 – 3 Lyonothamnus floribundus Catalina Ironwood E 35’ 15’ 1 – 3 Magnolia grandiflora Braken’s Brown Beauty E F 40’ 15’ 1 – 3 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 8010 Issue Date: March 2016 STREET TREES – MASTER LIST Sheet 2 of 3 ALLOWABLE ZONES CHARACTERISTICS 1 - In parkway or tree well C = Fall Color D = Deciduous 2 - 3 to 7.5 feet from curb (or sidewalk if present) E = Evergreen F = Flowering 3 - 7.5 to 10 feet from the curb (or sidewalk if present) BOTANICAL NAME COMMON NAME CHARACTERISTICS HEIGHT WIDTH ZONE Magnolia grandiflora Glen St. Mary E F 20’ 20’ 1 – 3 Little Gem Magnolia E F 25’ 15’ 1 – 3 Majestic Beauty E F 45’ 20’ 1 – 3 Southern Magnolia E F 80’ 60’ 3 Magnolia soulangeana Saucer Magnolia D F 25’ 25’ 2 – 3 Melaleuca linariifolia Flaxleaf Paper bark E F 30’ 25’ 2 – 3 Melaleuca quinquernervia Cajeput Tree E F 40’ 25’ 2 – 3 Metasecquoia glyptostroboides Dawn Redwood D 90’ 20’ 3 Metrosideros excelsus New Zealand Christmas Tree E F 30’ 30’ 1 – 3 Michelia doltsopa Sweet Michelia E F 30’ 25’ 1 – 2 Olea europaea Swan Hill Olive E 35’ 30’ 2 - 3 Picea pungens glauca Colorado Blue Spruce E 60’ 20’ 3 Pinus canariensis Canary Island Pine E 80’ 35’ 3 Pinus eldarica Calabrian Pine E 80’ 25’ 3 Pinus pinea Italian Stone Pine E 80’ 60’ 3 Pistacia chinensis Chinese Pistache D C 60’ 40’ 2 – 3 Pittosporum undulatum Victorian Box E F 40’ 40’ 2 – 3 Platanus acerifolia London Plane Tree D 80’ 40’ 2 – 3 Platanus racemosa California Sycamore D 80’ 50’ 3 Podocarpus gracilior Fern Pine E 60’ 20’ 1 – 3 Prunus cerasifera Krauter Vesuvius D F 18’ 15’ 1 – 3 Pyrus calleryana Aristocrat D C F 40’ 20’ 1 – 3 Callery Pear D C F 40’ 20’ 1 – 3 Capital D C F 40’ 20’ 1 – 3 Chanticleer D C F 40’ 20’ 1 – 3 Red Spire D C F 40’ 20’ 1 – 3 Pyus kawakamii Evergreen Pear E F 30’ 30’ 1 – 3 Quercus agrifolia Coast Live Oak E 70’ 70’ 3 Quercus ilex Holly Oak E 60’ 60’ 3 Quercus suber Cork Oak E 60’ 60’ 3 Robinia pseudoacacia Black Locust D F 40’ 30’ 2 – 3 CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 8010 Issue Date: March 2016 STREET TREES – MASTER LIST Sheet 3 of 3 ALLOWABLE ZONES CHARACTERISTICS 1 - In parkway or tree well C = Fall Color D = Deciduous 2 - 3 to 7.5 feet from curb (or sidewalk if present) E = Evergreen F = Flowering 3 - 7.5 to 10 feet from the curb (or sidewalk if present) BOTANICAL NAME COMMON NAME CHARACTERISTICS HEIGHT WIDTH ZONE Salix babylonica Weeping Willow D 50’ 50’ 3 Ulmas parvifolia Chinese Evergreen Elm E 60’ 60’ 2 – 3 Zelkova serrata Saw leaf Elm D C 60’ 60’ 2 – 3 C O U N T Y R O U T E P O S T M I L E S T O T A L P R O J E C T S H E E T T O T A L S H E E T S P L A N S A P P R O V A L D A T E N o . E x p . RE G IS T E RED P R O F E S S I O N A L E N G I N E E R S T A T E O F C A L I F O R NIA R E G I S T E R E D C I V I L E N G I N E E R D a v i d C o r d o v a H e c t o r C 4 1 9 5 7 C I V I L D i s t N o . T H E S T A T E O F C A L I F O R N I A O R I T S O F F I C E R S O R A G E N T S S H A L L N O T B E R E S P O N S I B L E F O R C O P I E S O F T H I S P L A N S H E E T . N O S C A L E S T A T E O F C A L I F O R N I A D E P A R T M E N T O F T R A N S P O R T A T I O N T H E A C C U R A C Y O R C O M P L E T E N E S S O F S C A N N E D R A I S E D T R U N C A T E D D O M E C U R B R A M P D E T A I L S 0.22" Max 0.18" Min AND B A S E D i a 0 . 9 " M i n A N D 0 . 9 2 " M a x T O P D i a 0 . 4 5 " M i n A N D 0 . 4 7 " M a x 2 0 1 5 S T A N D A R D P L A N A 8 8 A A 8 8 A R A I S E D T R U N C A T E D D O M E P A T T E R N ( I N - L I N E ) D E T E C T A B L E W A R N I N G S U R F A C E 3 - 3 1 - 1 6 1 2 7 O F S I D E W A L K F R O N T E D G E AREA PLANTING Min 4’-2" E D G E O F S I D E W A L K I F N E C E S S A R Y A T R E T A I N I N G C U R B Min 4’-2" AREA PLANTING C U R B R E T A I N I N G S I D E W A L K E D G E O F F R O N T C A S E B C A S E F C A S E G R A M P ) S I D E S O F C U R B ( B O T H R E T A I N I N G S I D E W A L K E D G E O F F R O N T B B A A A A CROSSWALK IF PROVIDED C R O S S W A L K I F P R O V I D E D A A Max Typ 1:1 T y p 1 : 1 Min 4’-2" C A S E D S I D E W A L K E D G E O F F R O N T M i n 4 ’ - 2 " A R E A P L A N T I N G S I D E W A L K E D G E O F F R O N T Min 4’-2" M i n 4 ’ - 2 " C A S E E A A T y p 6 " A Max C A S E A M i n 4 ’ - 2 " Typ 6" T y p 6 " T y p 6 " M i n 5 ’ - 0 " A SIDEWALK LAND ING L A N D I N G F L A R E R A M P F L A R E S I D E W A L K S I D E W A L K S I D E W A L K S I D E W A L K S I D E W A L K S I D E W A L K S I D E W A L K D E T A I L A M a x 1 . 5 % 7.5% M a x 7 . 5 % M a x 7 . 5 % Max 7.5% 7.5% Max 7.5% Max 7.5% Max 7.5% 1 . 5 % M a x Max 1.5% Max 1.5% Max 1.5% 1.5% Max Max 1.5% M a x 1 . 5 % M a x 1 . 5 % M a x 1 . 5 % M a x 1 . 5 % T 1 . 5 % M a x S E C T I O N C - C 4 ’ - 2 " M i n 4 ’ - 2 " M i n T 4 ’ - 2 " M i n L I M I T O F P A Y R O U N D E D E x i s t i n g c u r b a n d s i d e w a l k 1 . 5 % M a x 7 . 5 % M a x T 4 ’ - 2 " M i n S E C T I O N B - B D e p r e s s e n t i r e s i d e w a l k a s r e q u i r e d R O U N D E D I F N E C E S S A R Y R E T A I N I N G C U R B T 1 . 5 % M a x 7 . 5 % M a x 4 ’ - 2 " M i n S E C T I O N A - A R O U N D E D T O P O F R A M P C C M a x M a x O F S I D E W A L K F R O N T E D G E C A S E C O F S I D E W A L K N E C E S S A R Y A T E D G E R E T A I N I N G C U R B I F M i n 5 ’ - 0 " S I D E W A L K 7 . 5 % 7 . 5 % 1.5% Max 1 . 5 % M a x Max 1.5% Max 1.5% ( B O T H S I D E S O F R A M P ) R E T A I N I N G C U R B C O R N E R I N S T A L L A T I O N T Y P I C A L T W O - R A M P F L A R E F L A R E C R O S S W A L K I F P R O V I D E D CROSSWALK IF PROVIDED M i n 4 ’-2 "R A M P L A ND I NG S I D E W A L K P R O V I D E 2 ’ - 0 " M i n O F C U R B W H E R E A F L A R E D S I D E O C C U R S M i n O F C U R B P R O V I D E 2 ’ - 0 " S I D E O C C U R S W H E R E A F L A R E D C O R N E R I N S T A L L A T I O N T Y P I C A L O N E - R A M P D E T A I L B F LARE R A M P FLAR E G u t t e r n o t s h o w n R E T R O F I T P A Y L I M I T S A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x A T C U R B 9 . 0 % M a x S e e N o t e 4 Typ 6" A T C U R B 9 . 0 % M a x S I D E W A L K E D G E O F F R O N T S E E N O T E 9 S E E N O T E 9 N O T E 9 S E E S E E N O T E 9 S E E N O T E 9 S E E N O T E 9 S E E N O T E 9 S E E N O T E 8 S E E N O T E 8 T O P O F R A M P A T C U R B 9 . 0 % M a x 1.5% Max Min 4’-2" 1.5% Max Max 1.5% Min 4’-2" F L O W L I N E G U T T E R N O T E 8 S E E N O T E 8 S E E F L O W L I N E G U T T E R I F N E C E S S A R Y R E T A I N I N G C U R B F L O W L I N E G U T T E R S e e N o t e s 1 a n d 3 S e e N o t e 1 N O T E S : 1 . 2 . 3 . 4 . 5 . 6 . 7 . 8 . 9 . 1 0 . 1 1 . 1 2 . S P A C I N G C E N T E R T O C E N T E R 2 . 3 " M i n A N D 2 . 4 " M a x S e e N o t e 9 9 - 2 2 - 1 5 a n d d e p t h . u t i l i t y c o v e r s w h i l e m a i n t a i n i n g f u l l d e t e c t a b l e w a r n i n g w i d t h D e t e c t a b l e w a r n i n g s u r f a c e m a y h a v e t o b e c u t t o a l l o w r e m o v a l o f c u r b r a m p c o n s t r u c t i o n . a d j u s t e d t o g r a d e b y t h e o w n e r p r i o r t o , o r i n c o n j u n c t i o n w i t h , w i t h i n t h e b o u n d a r i e s o f t h e c u r b r a m p w i l l b e r e l o c a t e d o r U t i l i t y p u l l b o x e s , m a n h o l e s , v a u l t s a n d a l l o t h e r u t i l i t y f a c i l i t i e s S i d e w a l k a n d r a m p t h i c k n e s s , " T " , s h a l l b e 3 " m i n i m u m . S p e c i f i c a t i o n s . W a r n i n g S u r f a c e s s h a l l c o n f o r m t o t h e r e q u i r e m e n t s i n t h e S t a n d a r d w a r n i n g s u r f a c e m a y b e u s e d o n a 4 ’ - 2 " w i d e c u r b r a m p . D e t e c t a b l e t h e f u l l w i d t h a n d 3 ’ - 0 " d e p t h o f t h e r a m p . A 4 ’ - 0 " w i d e d e t e c t a b l e C u r b r a m p s s h a l l h a v e a d e t e c t a b l e w a r n i n g s u r f a c e t h a t e x t e n d s d e p t h f o r e a c h 2 ’ - 0 " o f w i d t h . s t e e p e r t h a n 1 V : 2 0 H ( 5 . 0 % ) . G u t t e r p a n s l o p e s h a l l n o t e x c e e d 1 " o f a d j a c e n t t o a n d w i t h i n 2 4 i n c h e s o f t h e c u r b r a m p s h a l l n o t b e C o u n t e r s l o p e s o f a d j o i n i n g g u t t e r s a n d r o a d s u r f a c e s i m m e d i a t e l y s h a l l b e f l u s h ( n o l i p ) a n d f r e e o f a b r u p t c h a n g e s . T r a n s i t i o n s f r o m r a m p s a n d l a n d i n g t o w a l k s , g u t t e r s o r s t r e e t s t h e r a m p , e x c e p t i n C a s e C a n d C a s e F . c u r b t o c o n f o r m w i t h l o n g i t u d i n a l s i d e w a l k s l o p e a d j a c e n t t o t o p o f S i d e s l o p e o f r a m p f l a r e s v a r y u n i f o r m l y f r o m a m a x i m u m o f 9 . 0 % a t b u t t h e m i n i m u m w i d t h o f t h e r a m p s h a l l b e 4 ’ - 2 " . I f l o c a t e d o n a c u r v e , t h e s i d e s o f t h e r a m p n e e d n o t b e p a r a l l e l , s i d e o f t h e C a s e G r a m p s h a l l b e c o n s t r u c t e d i n r e v e r s e d p o s i t i o n . A s s i t e c o n d i t i o n s d i c t a t e , t h e r e t a i n i n g c u r b s i d e a n d t h e f l a r e d c o n f i g u r a t i o n m u s t b e s i m i l a r t o t h a t s h o w n f o r D e t a i l B . W h e n r a m p i s l o c a t e d i n c e n t e r o f c u r b r e t u r n , c r o s s w a l k m a y b e w i d e n e d a s i n C a s e D . t h e s i d e w a l k m a y b e d e p r e s s e d l o n g i t u d i n a l l y a s i n C a s e B o r C o r a c c o m m o d a t e r a m p a n d 4 ’ - 2 " p l a t f o r m ( l a n d i n g ) a s s h o w n i n C a s e A , I f d i s t a n c e f r o m c u r b t o b a c k o f s i d e w a l k i s t o o s h o r t t o m i d b l o c k l o c a t i o n s , a s s i t e c o n d i t i o n s d i c t a t e . b e t h e s a m e . C a s e A t h r o u g h C a s e G c u r b r a m p s a l s o m a y b e u s e d a t D e t a i l B . T h e c a s e o f c u r b r a m p s u s e d i n D e t a i l A d o n o t h a v e t o u s e d f o r c o r n e r i n s t a l l a t i o n s s i m i l a r t o t h o s e s h o w n i n D e t a i l A a n d A s s i t e c o n d i t i o n s d i c t a t e , C a s e A t h r o u g h C a s e G c u r b r a m p s m a y b e O c t o b e r 3 0 , 2 0 1 5 A p p e n d i x A N O S C A L E S T A T E O F C A L I F O R N I A D E P A R T M E N T O F T R A N S P O R T A T I O N C U R B R A M P A N D I S L A N D P A S S A G E W A Y D E T A I L S C O U N T Y R O U T E P O S T M I L E S T O T A L P R O J E C T S H E E T T O T A L S H E E T S P L A N S A P P R O V A L D A T E N o . E x p . RE GIS T E RED P R O F E S S I O N A L E N G I N E E R S T A T E O F C A L I F O R NIA R E G I S T E R E D C I V I L E N G I N E E R D a v i d C o r d o v a H e c t o r C 4 1 9 5 7 C I V I L D i s t N o . T H E S T A T E O F C A L I F O R N I A O R I T S O F F I C E R S O R A G E N T S S H A L L N O T B E R E S P O N S I B L E F O R C O P I E S O F T H I S P L A N S H E E T . T H E A C C U R A C Y O R C O M P L E T E N E S S O F S C A N N E D 2 0 1 5 S T A N D A R D P L A N A 8 8 B A 8 8 B 3 - 3 1 - 1 6 1 2 8 N O T E S : S i d e w a l k , r a m p a n d p a s s a g e w a y t h i c k n e s s , " T " , s h a l l b e 3 " m i n i m u m . W h e r e a n i s l a n d p a s s a g e w a y l e n g t h i s g r e a t e r t h a n o r e q u a l t o 6 ’ - 0 " , b u t l e s s t h a n 8 ’ - 0 " , e a c h d e t e c t a b l e w a r n i n g s u r f a c e s h a l l e x t e n d t h e f u l l w i d t h a n d 2 ’ - 0 " d e p t h o f t h e p a s s a g e w a y l e n g t h . W h e r e a n i s l a n d p a s s a g e w a y l e n g t h i s g r e a t e r t h a n o r e q u a l t o 8 ’ - 0 " , e a c h d e t e c t a b l e w a r n i n g s u r f a c e s h a l l e x t e n d t h e f u l l w i d t h a n d 3 ’ - 0 " d e p t h o f t h e p a s s a g e w a y l e n g t h . A 4 ’ - 0 " w i d e d e t e c t a b l e w a r n i n g s u r f a c e m a y b e u s e d o n a 4 ’ - 2 " w i d e i s l a n d p a s s a g e w a y . T r a n s i t i o n s f r o m r a m p s t o w a l k s , g u t t e r s o r s t r e e t s s h a l l b e f l u s h ( n o l i p ) a n d f r e e o f a b r u p t c h a n g e s . U t i l i t y p u l l b o x e s , m a n h o l e s , v a u l t s a n d a l l o t h e r u t i l i t y f a c i l i t i e s w i t h i n t h e b o u n d a r i e s o f t h e c u r b r a m p w i l l b e r e l o c a t e d o r a d j u s t e d t o g r a d e b y t h e o w n e r p r i o r t o , o r i n c o n j u n c t i o n w i t h , c u r b r a m p c o n s t r u c t i o n . D e t e c t a b l e w a r n i n g s u r f a c e m a y h a v e t o b e c u t t o a l l o w r e m o v a l o f u t i l i t y c o v e r s w h i l e m a i n t a i n i n g f u l l d e t e c t a b l e w a r n i n g w i d t h a n d d e p t h . 1 . 2 . 3 . 4 . 5 . 6 . 7 . Min T Y P E A P A S S A G E W A Y B B T Var M i n S E C T I O N B - B R E T A I N I N G C U R B C L E A R P A S S A G E W A Y T y p 6 " I F N E C E S S A R Y T R E T A I N I N G C U R B S E C T I O N A - A ~ G U T T E R F L O W L I N E A A M a x I F N E C E S S A R Y , C O N S T R U C T R E T A I N I N G C U R B A T E D G E O F S I D E W A L K C A S E C M C U R B R A M P S I D E W A L K 3’-0" B C R IF PROVIDED CROSSWALK Typ 6" Min Min B B T Y P E C P A S S A G E W A Y M i n TRAVELED WAY T R A V E L E D W A Y SIDEWALK SI DE W AL K Min Min R A I S E D I S L A N D B B T Y P E B P A S S A G E W A Y S L O P E P A S S A G E W A Y R A I S E D I S L A N D TRAVELED WAY SIDEWALK TRAVELED WAY SIDEWALK R A I S E D I S L A N D S L O P E P A S S A G E W A Y R A I S E D I S L A N D TRAVELED WAY T R A V E L E D W A Y S L O P E P A S S A G E W A Y SI DE W AL K SIDEWALK 4’-2" 4 ’ - 2 " 4’-2" 4’-2" 4’-2" 4’-2" T O D R A I N 1 . 5 % M a x 1 . 5 % M a x Max 1.5% 7 . 5 % 1 . 5 % M a x T O D R A I N 1 . 5 % M a x T O D R A I N 1 . 5 % M a x 4 ’ - 2 " R A I S E D I S L A N D S U R F A C E O F P R O V I D E D I F C R O S S W A L K 5 ’ - 0 " M i n M i n 6 ’ G u t t e r n o t s h o w n I F P R O V I D E D C R O S S W A L K Max 1.5% S E E N O T E 7 C U R B R A M P , S E E N O T E 3 S E E N O T E 7 C U R B R A M P , S E E N O T E 2 W A R N I N G S U R F A C E , D E T E C T A B L E S E E N O T E 3 S U R F A C E , S E E N O T E 2 D E T E C T A B L E W A R N I N G S E E N O T E 7 C U R B R A M P , S E E N O T E 2 S U R F A C E , W A R N I N G D E T E C T A B L E S E E N O T E 3 S E E N O T E 3 S E E N O T E 7 C U R B R A M P , S E E N O T E 7 C U R B R A M P , S E E N O T E 2 S U R F A C E , W A R N I N G D E T E C T A B L E S E E N O T E 3 S E E N O T E 3 S E E N O T E 3 S E E N O T E 7 C U R B R A M P , S E E N O T E 7 P l a n A 8 8 A . F o r d e t a i l s o f d e t e c t a b l e w a r n i n g s u r f a c e s , s e e S t a n d a r d F o r a d d i t i o n a l c u r b r a m p d e t a i l s , s e e S t a n d a r d P l a n A 8 8 A . 9 - 2 2 - 1 5 O c t o b e r 3 0 , 2 0 1 5 A p p e n d i x A N O S C A L E D E P A R T M E N T O F T R A N S P O R T A T I O N S T A T E O F C A L I F O R N I A C O U N T Y R O U T E P O S T M I L E S T O T A L P R O J E C T S H E E T T O T A L S H E E T S P L A N S A P P R O V A L D A T E N o . E x p . RE G IS T E RED P R O F E S S I O N A L E N G I N E E R S T A T E O F C A L I F O R NIA R E G I S T E R E D C I V I L E N G I N E E R D a v i d C o r d o v a H e c t o r C 4 1 9 5 7 C I V I L D i s t N o . T H E S T A T E O F C A L I F O R N I A O R I T S O F F I C E R S O R A G E N T S S H A L L N O T B E R E S P O N S I B L E F O R C O P I E S O F T H I S P L A N S H E E T . T H E A C C U R A C Y O R C O M P L E T E N E S S O F S C A N N E D O F F - S T R E E T A C C E S S I B L E P A R K I N G 2 0 1 5 S T A N D A R D P L A N A 9 0 A A 9 0 A 3 - 3 1 - 1 6 129 1 - 2 5 2 6 - 5 0 5 1 - 7 5 7 6 - 1 0 0 1 0 1 - 1 5 0 1 5 1 - 2 0 0 2 0 1 - 3 0 0 3 0 1 - 4 0 0 4 0 1 - 5 0 0 5 0 1 - 1 0 0 0 1 2 3 4 5 6 7 8 9 T A B L E A S e e N o t e s 2 a n d 6 9 ’ - 0 " M i n S I N G L E P A R K I N G S T A L L S I G N R 7 - 8 b 9 ’ - 0 " M i n 9 ’ - 0 " M i n D O U B L E P A R K I N G S T A L L S e e N o t e 1 0 ~ A R E A U N O B S T R U C T E D 2 ’ - 0 " M i n N O T E 3 S E E N O T E 3 S E E N O T E 9 S E E P A R K I N G S T A L L R E G U L A R N O N - A C C E S S I B L E N O T E 9 S E E L I N E 4 " W H I T E Min 18’-0"Min 18’-0" B O R D E R S L I N E B L U E 4 " S E E N O T E S 2 A N D 1 3 I S A P A R K I N G S I G N , S E E N O T E 1 3 I S A P A R K I N G S I G N , ( P a r k i n g l o t o r g a r a g e ) S e e N o t e 6 O F F - S T R E E T P A R K I N G S I G N S 18 ’-0 " M i n N O T E 3 S E E D I A G O N A L D O U B L E P A R K I N G S T A L L S 4 " N O T E 3 S E E S E E N O T E S 2 A N D 1 2 P A R K I N G S T A L L , E A C H V A N A C C E S S I B L E 8 ’ - 0 " M i n T O T H E R I G H T O F A C C E S S I B L E P A R K I N G S T A L L S 5 ’ - 0 " M i n B E T W E E N R E G U L A R M i n 9 ’-0 "M i n 9 ’-0 "M i n 18 ’-0 " S E E N O T E 1 3 I S A P A R K I N G S I G N , S E E N O T E S 2 A N D 1 3 I S A P A R K I N G S I G N , S E E N O T E 7 C U R B R A M P , I F N E C E S S A R Y R E T A I N I N G C U R B B A C K G R O U N D B L U E B O R D E R W H I T E I S A M A R K I N G S E E N O T E S 2 A N D 1 2 V A N A C C E S S I B L E P A R K I N G S T A L L , 8 ’ - 0 " M i n T O T H E R I G H T O F E A C H A C C E S S I B L E P A R K I N G S T A L L S L S 5 ’ - 0 " M i n B E T W E E N R E G U L A R S E E N O T E S 2 , 1 1 A N D 1 2 8 ’ - 0 " M i n F O R V A N A C C E S S I B L E P A R K I N G S T A L L , 5 ’ - 0 " M i n F O R R E G U L A R A C C E S S I B L E P A R K I N G S T A L L S I G N R 9 9 ( C A ) S e e N o t e 6 S I G N R 9 9 C ( C A ) P L A Q U E R 9 9 B ( C A ) S I G N R 1 0 0 B ( C A ) S e e N o t e 6 S I G N R 9 9 ( C A ) w i t h P L A Q U E R 9 9 B ( C A ) M A Y B E R E C L A I M E D A T T O W E D V E H I C L E S O R B Y T E L E P H O N I N G ( I n s e r t A d d r e s s ) ( I n s e r t T e l e p h o n e N u m b e r ) A T T H E O W N E R ’ S E X P E N S E W I L L B E T O W E D A W A Y F O R P E R S O N S W I T H D I S A B I L I T I E S S P E C I A L L I C E N S E P L A T E S I S S U E D D I S T I N G U I S H I N G P L A C A R D S O R S P A C E S N O T D I S P L A Y I N G I N D E S I G N A T E D A C C E S S I B L E U N A U T H O R I Z E D V E H I C L E S P A R K E D N O T E 8 C E N T E R S , S E E A T 3 ’ - 0 " M a x L I N E D I A G O N A L S 4 " W H I T E S E E N O T E 8 3 ’ - 0 " M a x C E N T E R S , L I N E D I A G O N A L S A T 4 " W H I T E A T 3 ’ - 0 " M a x C E N T E R S , S E E N O T E 8 4 " W H I T E L I N E D I A G O N A L S R E T A I N I N G C U R B I F N E C E S S A R Y S I D E W A L K 4 " W H I T E L I N E L I N E B O R D E R S S E E N O T E 9 4 " B L U E W H I T E L I N E C U R B C U R B R A M P , S E E N O T E 7 S I D E W A L K S E E N O T E 3 4 " W H I T E L I N E C U R B R A M P , S E E N O T E 7 W H I T E I S A S I D E W A L K L I N E B O R D E R S 4 " B L U E 2 P E R C E N T O F T O T A L 2 0 P L U S 1 F O R E A C H 1 0 0 O R C U R B D E T A I L A S E E D E T A I L A R E A R L I M I T S O F S T A L L , I S A M A R K I N G A T D E T A I L A O F S T A L L , S E E A T R E A R L I M I T S I S A M A R K I N G D E T A I L A O F S T A L L , S E E A T R E A R L I M I T I S A M A R K I N G D E T A I L A O F S T A L L , S E E A T R E A R L I M I T I S A M A R K I N G S E E N O T E S 2 A N D 1 3 I S A P A R K I N G S I G N , A R E A U N O B S T R U C T E D 2 ’ - 0 " M i n N O T E 3 S E E F R A C T I O N T H E R E O F O V E R 1 0 0 0 T O T A L N U M B E R O F P A R K I N G F A C I L I T Y P R O V I D E D I N P A R K I N G S P A C E S S P A C E S A C C E S S I B L E P A R K I N G M I N I M U M N U M B E R O F R E Q U I R E D 1 0 0 1 A N D O V E R I S A = I n t e r n a t i o n a l S y m b o l o f A c c e s s i b i l i t y N O T E S : L E G E N D 1 3 . 1 2 . 1 1 . 1 0 . 9 . 8 . 7 . 6 . 5 . 4 . 3 . 2 . 1 . S e e S t a n d a r d P l a n A 2 4 C 9 - 2 2 - 1 5 w i t h P l a q u e R 9 9 B ( C A ) . A c c e s s i b l e P a r k i n g O n l y S i g n s h a l l b e S i g n R 9 9 C ( C A ) o r S i g n R 9 9 ( C A ) f o r w a r d i n t o t h e p a r k i n g s p a c e . b e o n t h e p a s s e n g e r s i d e o f t h e v e h i c l e a s t h e v e h i c l e i s g o i n g a n d u n l o a d i n g a c c e s s a i s l e s h a l l b e 8 ’ - 0 " w i d e m i n i m u m , a n d s h a l l W h e r e a v a n a c c e s s i b l e p a r k i n g s p a c e i s p r o v i d e d , t h e l o a d i n g t h e v e h i c l e a s t h e v e h i c l e i s g o i n g f o r w a r d i n t o t h e p a r k i n g s p a c e . l o a d i n g a n d u n l o a d i n g a c c e s s a i s l e s h a l l b e o n t h e p a s s e n g e r s i d e o f W h e r e a s i n g l e ( n o n - v a n ) a c c e s s i b l e p a r k i n g s p a c e i s p r o v i d e d , t h e n u m b e r o f t h e l o c a l t r a f f i c l a w e n f o r c e m e n t a g e n c y . w h e r e t h e t o w e d v e h i c l e m a y b e r e c l a i m e d a n d t h e t e l e p h o n e t o a n d v i s i b l e f r o m e a c h s t a l l . T h e s i g n s h a l l i n c l u d e t h e a d d r e s s e n t r a n c e t o o f f - s t r e e t p a r k i n g f a c i l i t i e s o r i m m e d i a t e l y a d j a c e n t A R 1 0 0 B ( C A ) s i g n s h a l l b e p o s t e d i n a c o n s p i c u o u s p l a c e a t e a c h t h e " N O P A R K I N G " p a v e m e n t m a r k i n g . e n f o r c e m e n t o f f i c i a l s . S e e S t a n d a r d P l a n A 9 0 B f o r d e t a i l s o f t h a n 1 ’ - 0 " h i g h a n d l o c a t e d s o t h a t i t i s v i s i b l e t o t r a f f i c T h e w o r d s " N O P A R K I N G " , s h a l l b e p a i n t e d i n w h i t e l e t t e r s n o l e s s v i s i b l e . a i s l e s i n a r e a s w h e r e s n o w m a y c a u s e w h i t e m a r k i n g s t o n o t b e B l u e p a i n t , i n s t e a d o f w h i t e m a y b e u s e d f o r m a r k i n g a c c e s s i b i l i t y P l a n A 8 8 A . C u r b r a m p s s h a l l c o n f o r m t o t h e d e t a i l s s h o w n o n S t a n d a r d 7 ’ - 0 " a b o v e t h e s u r r o u n d i n g s u r f a c e . t h e b o t t o m o f t h e s i g n o r p l a q u e p a n e l s h a l l b e a m i n i m u m o f W h e r e P l a q u e R 9 9 B ( C A ) , S i g n R 9 9 C ( C A ) o r S i g n R 7 - 8 b a r e i n s t a l l e d , a c c e s s i b l e p a r k i n g s t a l l s i n e a c h p a r k i n g l o t o r g a r a g e . T a b l e A s h a l l b e u s e d t o d e t e r m i n e t h e r e q u i r e d n u m b e r o f n o t e x c e e d i n g 1 . 5 % i n a l l d i r e c t i o n s . P a r k i n g s p a c e s a n d a c c e s s a i s l e s s h a l l b e l e v e l w i t h s u r f a c e s l o p e s s e e t h e S t a n d a r d S p e c i f i c a t i o n s . v e h i c l e s o t h e r t h a n t h e i r o w n . F o r m o r e p a r k i n g b u m p e r r e q u i r e m e n t s , w i t h d i s a b i l i t i e s a r e n o t c o m p e l l e d t o w h e e l o r w a l k b e h i n d p a r k e d w i d t h o f w a l k w a y s . P a r k i n g s t a l l s s h a l l b e s o l o c a t e d t h a t p e r s o n s r e q u i r e d t o p r e v e n t e n c r o a c h m e n t o f v e h i c l e s o v e r t h e r e q u i r e d I n e a c h p a r k i n g s t a l l , a c u r b o r p a r k i n g b u m p e r s h a l l b e p r o v i d e d i f s h a l l b e m o u n t e d b e l o w t h e R 9 9 B ( C A ) p l a q u e o r t h e R 9 9 C ( C A ) s i g n . m i n i m u m w i d t h a n d s h a l l b e s i g n e d v a n a c c e s s i b l e . T h e R 7 - 8 b s i g n l e s s t h a n o n e , s h a l l b e s e r v e d b y a n a c c e s s i b l e a i s l e o f 8 ’ - 0 " O n e i n e v e r y s i x a c c e s s i b l e o f f - s t r e e t p a r k i n g s t a l l s , b u t n o t p e d e s t r i a n e n t r a n c e o f t h e p a r k i n g f a c i l i t y . o n t h e s h o r t e s t a c c e s s i b l e r o u t e o f t r a v e l t o a n a c c e s s i b l e n o t s e r v e a p a r t i c u l a r b u i l d i n g , a c c e s s i b l e p a r k i n g s h a l l b e l o c a t e d p a r k i n g t o a n a c c e s s i b l e e n t r a n c e . I n p a r k i n g f a c i l i t i e s t h a t d o l o c a t e d o n t h e s h o r t e s t a c c e s s i b l e r o u t e o f t r a v e l f r o m a d j a c e n t A c c e s s i b l e p a r k i n g s p a c e s s e r v i n g a p a r t i c u l a r b u i l d i n g s h a l l b e O c t o b e r 3 0 , 2 0 1 5 A p p e n d i x B I S A = I n t e r n a t i o n a l S y m b o l o f A c c e s s i b i l i t y N O S C A L E S T A T E O F C A L I F O R N I A D E P A R T M E N T O F T R A N S P O R T A T I O N A C C E S S I B L E P A R K I N G O N - S T R E E T L E G E N D N O T E S : C O U N T Y R O U T E P O S T M I L E S T O T A L P R O J E C T S H E E T T O T A L S H E E T S P L A N S A P P R O V A L D A T E N o . E x p . RE GIS T E RED P R O F E S S I O N A L E N G I N E E R S T A T E O F C A L I F O R NIA R E G I S T E R E D C I V I L E N G I N E E R D a v i d C o r d o v a H e c t o r C 4 1 9 5 7 C I V I L D i s t N o . T H E S T A T E O F C A L I F O R N I A O R I T S O F F I C E R S O R A G E N T S S H A L L N O T B E R E S P O N S I B L E F O R C O P I E S O F T H I S P L A N S H E E T . T H E A C C U R A C Y O R C O M P L E T E N E S S O F S C A N N E D 2 0 1 5 S T A N D A R D P L A N A 9 0 B A 9 0 B w i t h P l a q u e R 9 9 B ( C A ) . A c c e s s i b l e P a r k i n g O n l y S i g n s h a l l b e S i g n R 9 9 C ( C A ) o r S i g n R 9 9 ( C A ) t o t h e o t h e r e n d o f t h e b l o c k . c o n f l i c t s w i t h a b u s s t o p o r o t h e r u s e s , t h i s d e t a i l m a y a p p l y I f t h e R e s t r i c t e d R i g h t o f W a y w i d t h d e t a i l i s s e l e c t e d a n d i t d e t a i l s h o u l d b e u s e d . t o c o n s t r u c t a s t a n d a r d c u r b r a m p , t h e R e s t r i c t e d R i g h t o f W a y o n - s t r e e t p a r k i n g . H o w e v e r , i f t h e s i d e w a l k l a c k s a d e q u a t e s p a c e T h e C o n v e n t i o n a l d e t a i l s h o u l d b e t h e p r i m a r y c h o i c e o f a c c e s s i b l e p a r k i n g s i g n s h o w n . f o r t h e f u l l l e n g t h o f t h e p a r k i n g s p a c e , e x c e p t f o r t h e I S A T h e r e s h a l l b e n o o b s t r u c t i o n s o n t h e s i d e w a l k a d j a c e n t t o a n d f o r s q u a r e f o o t a r e a f o r p a i n t i n g t h e w o r d s " N O P A R K I N G " . i s v i s i b l e t o t r a f f i c e n f o r c e m e n t o f f i c i a l s . S e e S t a n d a r d P l a n A 2 4 E t h a n 1 ’ - 0 " h i g h o n a c o n t r a s t i n g b a c k g r o u n d a n d l o c a t e d s o t h a t i t T h e w o r d s " N O P A R K I N G " , s h a l l b e p a i n t e d i n w h i t e l e t t e r s n o l e s s a i s l e s i n a r e a s w h e r e s n o w m a y c a u s e w h i t e m a r k i n g s t o n o t b e v i s i b l e . B l u e p a i n t , i n s t e a d o f w h i t e m a y b e u s e d f o r m a r k i n g a c c e s s i b i l i t y a n d n o t l e s s t h a n 8 ’ - 0 " i n w i d t h . f o r o t h e r p a r k i n g s p a c e s , b u t n o t l e s s t h a n 2 0 ’ - 0 " i n l e n g t h l e n g t h o r w i d t h t h a n t h a t s p e c i f i e d b y t h e l o c a l j u r i s d i c t i o n A c c e s s i b l e o n - s t r e e t p a r k i n g s p a c e s s h a l l n o t b e s m a l l e r i n C u r b r a m p s s h a l l c o n f o r m t o t h e d e t a i l s s h o w n o n S t a n d a r d P l a n A 8 8 A . s u r r o u n d i n g s u r f a c e . o f t h e s i g n o r p l a q u e p a n e l s h a l l b e a m i n i m u m o f 7 ’ - 0 " a b o v e t h e W h e r e P l a q u e R 9 9 B ( C A ) o r S i g n R 9 9 C ( C A ) a r e i n s t a l l e d , t h e b o t t o m b e t h e m i n i m u m f e a s i b l e . S u r f a c e s l o p e s o f a c c e s s i b l e o n - s t r e e t p a r k i n g s p a c e s s h a l l v e h i c l e s o t h e r t h a n t h e i r o w n . d i s a b i l i t i e s a r e n o t c o m p e l l e d t o w h e e l o r w a l k b e h i n d p a r k e d P a r k i n g s p a c e s s h a l l b e s o l o c a t e d t h a t p e r s o n s w i t h 1 1 . 1 0 . 9 . 8 . 7 . 6 . 5 . 4 . 3 . 2 . 1 . 3 - 3 1 - 1 6 130 5 ’ - 0 " M i n C U R B R A M P S E E N O T E 4 S e e N o t e 7 R E G U L A R P A R K I N G S P A C E Min 5’-0"SEE NOTE 5 I 1 : 1 T y p P A V E M E N T M A R K I N G C O N V E N T I O N A L O N - S T R E E T P A R K I N G R E S T R I C T E D R I G H T O F W A Y W I D T H R E G U L A R P A R K I N G S P A C E A S R E Q U I R E D N O P A R K I N G SEE NOTE 5 5 ’ - 0 " M i n ( S e e N o t e 9 ) ( S e e N o t e 1 0 ) ( P a r a l l e l p a r k i n g ) S I G N R 9 9 ( C A ) S e e N o t e 3 S I G N R 9 9 C ( C A ) P L A Q U E R 9 9 B ( C A ) S e e N o t e 3 S I G N R 9 9 ( C A ) w i t h P L A Q U E R 9 9 B ( C A ) S E E N O T E 7 S E E N O T E 5 L I N E B O R D E R 4 " B L U E P A R K I N G S P A C E R E G U L A R 4 " W H I T E L I N E C E N T E R S S E E N O T E 6 D I A G O N A L S A T 3 ’ - 0 " M a x C U R B C U R B S I D E W A L K B L U E P A I N T E D C U R B S E E N O T E 1 1 I S A P A R K I N G S I G N , U N O B S T R U C T E D A R E A S E E N O T E 5 S E E N O T E 1 1 I S A P A R K I N G S I G N , B L U E P A I N T E D C U R B S I D E W A L K 9 - 2 2 - 1 5 O c t o b e r 3 0 , 2 0 1 5 A p p e n d i x B Appendix C ATTACHMENT 2 ,RESOLUTION NO. 3819 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ARROYO GRANDE ADOPTING A PAVEMENT CUT POLICY • I WHEREAS, Section 13.20.010 of the City of Arroyo Grande Municipal Code ~bles the City Council to establish, by resolution, 1he rules. regulations. and specifications for consbuction within the City; and, WHEREAS, the Council has had concerns regarding the deleterious effeCCs of i:IHowing pavement cuts in streets that have been recently overlayed. I WHEREAS, the City has developed a Pavement Cut Policy to prohibit pavement cuts in recenUy paved streets. : NOW, THEREFORE, BE IT RESOLVED, that the City Council of the City of Arroyo Grande hereby adopts the City of Arroyo Granda Pavement C~ Policy, a copy of which is attached hereto as Exhibit ·A· and incorpolated herein. On motion of Council Member Dickens, seconded by Council Member .Arnc*j, and on the following roll call vote, to wit AYES: NOES: ABSENT: Council Members Dickens, Amold, Guthrie, Costello and Mayor Ferrara None None The foregoing resolution was passed and adopted 1his 811 day of March 20Q5. Appendix C RESOLUTION NO. 3819 PAGE2 TONY~ ATTEST: APPROVED AS TO CONTENT: ~CITY MANAGER APPROVED AS TO FORM.: l - \ I I ' I Appendix C City of Arroyo Grande Pavement Cut Policy Exhibit "A" All pavement cuts, defined as any activity that penetrates through the asp~alt-, concrete pavement surface, shall be prohibited in the roadway surface f6r a I period of five (5) years following the placement of a new asphalt concrete I surface. The Public Works Department will annually publish a five (5) ~ear I paving history of streets where the prohibition is in force, and a projected five (5) ! year paving schedule to assist utility companies, developers and contracto~s to schedule their projects. At the discretion of the Public Works Director/City Engineer, this restriction may be lifted for emergency, sa~ety and utility repairs or work mandated by the ~tate l of California. In the event the pavement cut is allowed, the roadway shalt be I repaired to the condition prior to the cut, in accordance with City of Arroyo I I Grande · Standard Plans, and all pavement markings and markers shall be replaced in kind. 1 ; I I , I I ' ~ Appendix C RESOLUTION NO. 3819 OFFICIAL CERTIFICATION It KELLY WETMORE, City Clerk of the City of Arroyo Grande, County of ~an Luis Obispo, State of California, do hereby certify under penalty of peljury, that Resolution No. 3819 is a true, full. an~ correct copy of said Resolution~ and adogted at a regular meeting of the City Council of the City of Arroyo Grarde on the 8 day of March 2005. i WITNESS my hand and the Seal of the City of Arroyo Grande affixed this /10111 day of March 2005. · ; ORE, CITY CLERK I I . I Appendix D QUALITY ASSURANCE PROGRAM City of Arroyo Grande Quality Assurance Program for Construction 1. GENERAL The City of Arroyo Grande’s (City) Quality Assurance Program (QAP) has been developed by the City to provide guidelines for testing of construction materials and assurance that the materials incorporated into the construction projects are in conformance with the contract specifications. The City’s QAP is updated approximately every five years to address changes to project specifications, materials, and updates to the testing methods. The City’s QAP will be used on all City projects off of the National Highway System including those projects which receive federal funds. Regardless of project funding, City projects on the National Highway System will use the QAP developed by the California Department of Transportation (Caltrans). 2. ACCEPTANCE TESTING PROGRAM City staff will typically perform inspection duties on a project. Those duties include verification of compliance with the project’s plans, special provisions, City Standard Specifications and Engineering Standards, and State Standard Specifications and Standard Plans. When testing of construction materials is required, a materials testing consultant is typically used to perform acceptance testing on City projects. 2.1 Materials Laboratory The consultant’s materials laboratory is required to be under the responsibility of a California-registered Civil Engineer with experience in sampling, inspection and testing of construction materials. The laboratory shall certify the results of all tests performed by its personnel under the Engineer’s supervision. The laboratory is required to contain certified test equipment capable of performing the tests conforming to the provisions of this Quality Assurance Program (QAP). The materials laboratory is required to provide documentation that it complies with the following procedures: • Correlation Testing Program – The materials laboratory shall be a participant in one or more of the following testing programs: a. AASHTO Materials Reference Laboratory b. Cement and Concrete Reference Laboratory c. Caltrans’ Reference Samples Program • Certification of Personnel – The materials laboratory shall employ personnel who are certified by one or more of the following: a. Caltrans District Materials Engineer and/or Caltrans METS IA Representative b. Nationally recognized non-Caltrans organizations such as the American Concrete Institute, National Institute of Certification of Engineering Technologies, etc. c. Other recognized organizations approved by the State of California and/or Recognized by local governments or private associations. • Laboratory and Testing Equipment – The materials laboratory shall only use laboratory and testing equipment that is in good working order. All such equipment shall be calibrated at least Appendix D once each year. All testing equipment must be calibrated by impartial means using devices of accuracy traceable to the National Institute of Standards and Technology. A decal shall be firmly affixed to each piece of equipment showing the date of the last calibration. Testing equipment calibration decals shall be checked as part of the Independent Assurance Program (IAP). 2.2 Acceptance Testing Acceptance Testing will be performed by certified materials testing personnel utilizing an accredited materials laboratory. The certifications and accreditations shall be specific to the tests being performed. The test results will be used to ensure that all materials incorporated into the project are in compliance with the contract specifications. The City requires compliance with its Standard Specifications on all projects located within the City right-of-way, or on City-owned property. Testing must be in accordance with the Caltrans test methods whenever applicable. When Caltrans test methods are not feasible for a certain test, a national recognized standard (i.e., AASHTO, ASTM, etc.) test method may be utilized. Testing frequencies are to be in accordance with the contract specifications. If not specified in the contract specifications, samples shall be taken at the frequencies specified in the following table: Material Test for:Sample Frequency CTM ASTM Location PCC-Major structures Slump/Penetration 533 C143/C360 Site 1 per day Cylinders 539/540/521 C31 Site 1 set of 3 per day PCC-Curb, Gutter, Slump/Penetration 533 C143/C360 Site 1 per day Sidewalk & Pavement Cylinders 539/540/521 C31 Site 1 set of 3 per project Asphalt Concrete Sieve 202 C136 Site or Plant 1 per project Compaction 375 D2950 Site 1 per 1500 tons Aggregate Base Sieve 202 C136 Site or Plant 1 per project Sand Equivalent 217 - Site or Plant 1 per project Maximum Density 216 D1557 Site or Plant 1 per project Compaction 231 D2922 Site 1 per 500 cu. yds. Disturbed Basement Maximum Density 216 D1557 Site 1 per project Soil or Embankment Compaction 231 D2922 Site 1 per 500 cu. yds. Structure Backfill Sieve 202 C136 Site or Plant 1 per project Maximum Density 216 D1557 Site or Plant 1 per project Compaction 231 D2922 Site 1 per 500 cu. yds. Chain Link Fencing Compliance with gage check -Site 300 feet Specifications Bridge Profilograph Compliance with 547 -Site 1 per bridge Specifications Repeat until pass Test Note: All tests must be performed at a minimum of one test per project, unless otherwise addressed in the in the “Acceptance of Minor Quantities of Materials” sections of this QAP. The following are time periods for reporting material test results to the Resident Engineer: • When the aggregate is sampled at material plants, test results for Sieve Analysis, Sand Equivalent andCleanness Value should be submitted to the Resident Engineer within 24 hours after sampling. • When materials are sampled at the job site, test results for compaction and maximum density should be submitted to the Resident Engineer within 24 hours after sampling. • When soils and aggregates are sampled at the job site: 1. Test results for Sieve Analysis, Sand Equivalent and Cleanness Value should be submitted to the Resident Engineer within 72 hours after sampling. Appendix D 2. Test results for “R” Value and asphalt concrete extraction should be submitted to the Resident Engineer within 96 hours after sampling. When sampling products such as Portland Cement Concrete (PCC), cement-treated base (CTB), hot mix asphalt (HMA), and other such materials; the time of such sampling will be varied with respect to the time of the day insofar as possible, in order to avoid a predictable sampling routine. The reporting of Acceptance Testing results, if not performed by the Resident Engineer’s staff, shall be done on an expedited basis such as by email or telephone. 2.3 Certificates of Compliance A Certificate of Compliance will also be accepted in lieu of sampling and testing for the following materials, regardless of the quantity of material used on a project. Aluminum Pipe Asphalt Oil Asphaltic Emulsion Concrete Admixtures and Curing Compounds Corrugated Steel Pipe Arches Culvert and Drainage Pipe Joints Electrical Conductors/components Engineering Fabric Epoxy Epoxy Coated Rebar Fiber Lime Lumber and Timber Metal Target Plates Minor Concrete Mulch Paint used for Traffic Striping Pavement Reinforcing Grid Perforated Steel Pipe Plastic Pipe and Tubing Portland Cement PCC Admixtures & Curing Compounds Prefabricated Bridges Preformed Elastomeric Joint Seal Reinforced Concrete Pipe Reinforcing Steel Roofing Shingles Soil Amendments Stabilizing Emulsion Steel Piles Structural Steel Structural Timber and Lumber Temporary Railing (Type K) Timber and Lumber Traffic Signs Treated Timber and Lumber Structural Metal Plate Pipe and Pipe Arches Steel Entrance Tapers, Pipe Down Drains, Reducers, and Coupling Bands Water Valves& Stops Certificates of Compliance shall conform to the requirements of the contract specifications, and shall include the following information: • Project number • Lot number, mill marking, or other identifying information which can trace the material to the precise location of manufacturing. • Statement that the material complies with the contract specification • Signature of the Manufacturer 2.4 Acceptance of Minor Quantities of Materials Minor quantities of construction materials may be accepted based on visual inspection by the Engineer if the source of the material has recently furnished similar materials found to be satisfactory using normal sampling and testing requirements, or if the supplier provided a Certificate of Compliance indicating conformance with the project specifications. The following list provides maximum quantities of materials that may be accepted under these conditions: Appendix D • Aggregates other than for use in Portland Cement Concrete, not to exceed 100 tons per day nor more than 500 tons per project • Bituminous mixtures, not to exceed 50 tons per day nor more than 500 tons per project. • Paint, not to exceed 50 gallons per project. • Masonry items, based on verification of dimensions and uniformity of manufacture. • Grout, not to exceed 1 cubic yard per project. • Mortar, not to exceed 1 cubic yard per project. • Portland Cement Concrete, not to exceed 8 cubic yards per project. • Asphalt Concrete, not to exceed 50 tons per project. 2.5 Testing of Manufactured Materials For those materials manufactured and prefabricated at locations other than the jobsite (generally at the manufacturer’s location) that require testing or inspection, City staff or the City’s materials consultant will perform Source Inspection on such materials. 3. PROJECT CLOSEOUT 3.1 Project Certification Upon completion of a Federal-aid project, a “Materials Certificate" will be completed and signed by the Resident Engineer utilizing Exhibit 17-G in the Local Assistance Procedures Manual. The Agency will include this “Materials Certificate” in the Report of Expenditures submitted to the Caltrans District Director, Attention: District Local Assistance Engineer. A copy of the “Materials Certificate” shall also be included in the City’s project files. All materials incorporated into the work which did not conform to specifications must be explained and justified on the “Materials Certification”. 3.2 Records Project construction files shall be organized and indexed, and will include the following items: 1. Copy of Quality Assurance Plan 2. Independent Assurance Certs.of Proficiency-Testers and Samplers (Ex. 16-D TL-0111) Cert. of Accreditation of Testing Lab (TL-0113) Equipment Calibration Verifications (Nuclear Gauge, etc…) 3. Notice of Material to be Used (Ex. 16-I) 4. Acceptance Testing Results and Initial Tests: (Make a Category for each material) Summary Log of Acceptance Testing Test Results/Reports 5. Certificates of Compliance 6. Records for Source Inspection of structural pre-manufactured material. (collected inspection tags) 7. Buy America Certifications 8. Materials Certification (Ex. 17-G) The project files shall be available for at least three years following the date of final project voucher. The use of a “Testing Summary Log” facilitates reviews of material sampling and testing by Caltrans and FHWA, and assists the Resident Engineer in tracking the frequency of testing. Appendix D A p p e n d i x E Appendix F Appendix F Turning Performance Analysis Bid Number:394 Chassis:Arrow XT Chassis, PUC Department:Five Cities Fire Authority Body:Pumper, PUC, Aluminum Parameters: Inside Cramp Angle:45° Axle Track:82.92 in. Wheel Offset:4.68 in. Tread Width:15.9 in. Chassis Overhang:68.99 in. Additional Bumper Depth:13 in. Front Overhang:81.99 in. Wheelbase:177.5 in. Calculated Turning Radii: Inside Turn:13 ft. 9 in. Curb to curb:27 ft. 4 in. Wall to wall:31 ft. 5 in. Comments: Notes: Actual Inside cramp angle may be less due to highly specialized options. Curb to Curb turning radius calculated for 9.00 inch curb. 11/30/2015 Category Option Description Axle, Front, Custom 0030262 Axle, Front, Oshkosh TAK-4, Non Drive, 19,500 lb, Qtm/AXT/DCF Wheels, Front 0019611 Wheels, Front, Alcoa, 22.50" x 12.25", Aluminum, Hub Pilot Tires, Front 0677584 Tires, Front, Goodyear, G296 MSA, 385/65R22.50, 18 ply, Fire Service Load Rating Bumpers 0606553 Bumper, 13" Extended, Steel Painted, Arrow XT Appendix F Definitions: Inside CrampAngle Maximum turning angle of the front inside fire. Axle Track King-pin to King-pin distance of front axle. Wheel Offset Offset from the center line of the wheel to the King-pin. Tread Width Width of the tire tread. Chassis Overhang Distance of the center line of the front axle to the front edge of the cab. This does not include the bumper depth. Additional Bumper Wheel Depth that the bumper assembly adds to the front overhang. Wheelbase Distance between the center lines of the vehicles front and rear axles. Inside Turning Radius Radius of the smallest circle around which the vehicle can turn. Curb to Curb Turning Radius Radius of the smallest circle around which the vehicle's tires can turn. This measures assumes a curb height of 9 inches. Wall to Wall Turning Radius Radius of the smallest circle around which the vehicle's tires can turn. This measures takes into account any front overhang due to chassis , bumper extensions and or aerial devices. Appendix F Appendix F Bid Number: Department: Chassis: Body: 209 Arroyo Grande Arrow-XT Chassis, PAP/SkyArm/Midmount Aerial, Platform 100', Alum Body Turning Performance Analysis 5/2/2010 Parameters: Inside Cramp Angle: Axle Track: Wheel Offset: Tread Width: Chassis Overhang: Additional Bumper Depth: Front Overhang: Wheelbase: Calculated Turning Radii: Inside Turn: Curb to curb: Wall to wall: Comments: 45 82.92 in. 4.68 in. 17.4 in. 68.99 in. 7 in. 156.1 in. 247.5 in. 19 ft. 6 in. 35 ft. 6 in. 44 ft. 2 in. OptionDescriptionOptionCodeCategory DescriptionCategoryID o Axle, Front, Oshkosh TAK-4, Non Drive, 22,800 lb, DLX/Enf/Qtm/AXT 0018453Axle, Front, Custom 6 Wheels, Frt, Alum, Alcoa, 22.50" x 12.25" (425/ & 385/)0019611Wheels, Front 30 Tires, Goodyear, 425/65R22.50 20 ply G296 MSA SS tread 0594821Tires, Front 31 Bumper, Non-extended, AXT0550026Bumpers 38 Aerial, 100' Pierce Platform0022160Aerial Devices 437 Curb to Curb turning radius calculated for a 9.00 inch curb. Actual Inside Cramp Angle may be less due to highly specialized options. Notes: 1 Appendix F Bid Number: Department: Chassis: Body: 209 Arroyo Grande Arrow-XT Chassis, PAP/SkyArm/Midmount Aerial, Platform 100', Alum Body Turning Performance Analysis 5/2/2010 Definitions: Inside Cramp Angle Axle Track Wheel Offset Tread Width Chassis Overhang Additional Bumper Depth Wheelbase Inside Turning Radius Curb to Curb Turning Radius Wall to Wall Turning Radius Maximum turning angle of the front inside tire. King-pin to King-pin distance of the front axle. Offset from the center-line of the wheel to the king-pin. Width of the tire tread. Distance of the center-line of the front axle to the front edge of the cab. This does not include the bumper depth. Depth that the bumper assembly adds to the front overhang. Distance between the center lines of the vehicle's front and rear axles. Radius of the smallest circle around which the vehicle can turn. Radius of the smallest circle inside of which the vehicle's tires can turn. This measurement assumes a curb height of 9 inches. Radius of the smallest circle inside of which the entire vehicle can turn. This measurement takes into account any front overhang due to chassis,bumper extensions and/or aerial devices. 2 Appendix F CITY OF ARROYO GRANDEARROYO GRANDE CALIFORNIA COMMUNITY DEVELOPMENT DEPARTMENTŸ 300 E. Branch Street Ÿ Arroyo Grande, California 93420 Phone: (805) 473-5420 Ÿ Fax: (805) 473-0386 Ÿ E-mail: agcity@arroyogrande.org Ÿ Website: www.arroyogrande.org REQUEST FOR AN EXCEPTION TO CURB RAMP REQUIREMENTS Main Street Name: Cross Street Name: Corner Location: NE o NW o SE o SW o Mid-block o Other description of curb ramp location (if needed): Use other side of page for diagram of proposed exception and existing condition or attach plan CATEGORY 1 EXCEPTIONS (Check appropriate box) o A. Sidewalk landing at back of curb ramp was reduced to a 3 foot width due to site infeasibility. o B. Curb ramp slopes exceed required slopes measured on level but meet slopes measured from a plane parallel to existing sidewalk slopes. Explanation of unreasonable or unnecessary hardship, practical difficulty, or extreme differences: CATEGORY 2 EXCEPTIONS (Check appropriate box or boxes) o A. Sidewalk landing in back of curb ramp is partly private walk subject to future highway dedication or prescriptive rights. o B. Curb ramp cannot conform to requirements due to terrain or lack of right-of -way; however benefits of providing curb ramp clearly outweigh any safety risks. o C. Meeting all curb ramp requirements would require extensive remodeling of the existing roadway or modifications of existing ramps or structures on private property that would not thereafter meet other code or safety requirements. o D. Curb ramps not currently required. There are no accessible sidewalks or there is no available right-of- way for sidewalks or bus stop landings. o E. Provision of curb ramp not feasible. Equivalent facility is available within 200 feet. o F. Provision of curb ramp would create a more dangerous condition. Existing street and sidewalk conditions are unsuitable for disabled pedestrians and cannot be corrected short of major regrading. CATEGORY 3 EXCEPTIONS No ramp constructed. Appendix G CITY OF ARROYO GRANDEARROYO GRANDE CALIFORNIA COMMUNITY DEVELOPMENT DEPARTMENTŸ 300 E. Branch Street Ÿ Arroyo Grande, California 93420 Phone: (805) 473-5420 Ÿ Fax: (805) 473-0386 Ÿ E-mail: agcity@arroyogrande.org Ÿ Website: www.arroyogrande.org Additional explanation of exception circumstances: DIAGRAM CHECK LIST: (Show these items on diagram if applicable) North Arrow Sidewalk Widths Street Names Cross Gutters Nearest Address Slopes Utility Boxes / Poles Storm Drain Inlets Signs Fire Hydrants o Private Development / Encroachment Permit No. o CIP Project No. o City Staff Prepared by: Date: Designer/Engineer Approval: Date: Exception Approved: o Yes o No City Engineer: Date: Appendix G CITY OF ARROYO GRANDE CALIFORNIA Page 1 DESIGN EXCEPTION REQUEST FORM Date: Project Name: Location / APN: Engineer: Design Engineer Required Submittal: (completed by the Engineer of Record. Use as much space as necessary) 1. Proposed Project and Existing Site Conditions. 2. Project Conditioned or Required Design Standards. 3. Proposed Alternative Design Standards. 4. Reasons for Requesting Design Exception. 5. Determination that the proposed alternative provides the same level of service, approximately the same estimated maintenance costs, and is not adverse to public health, safety and welfare. Appendix H CITY OF ARROYO GRANDE CALIFORNIA Page 2 For the reasoning and professional judgment indicated above, I recommend this design exception be approved by the Public Works Department. Signature Date Seal Design Exception Approved City Engineering Date Director of Community Development Date Director of Public Works Date Appendix H CANYO N W A Y DRA I N A G E LOS BERROSCREEKCHANNEL N EWSOMSPRINGTRIBUTA R Y M E A D O W C R E E K SEASONALDRAINAGECHANNEL E A S T F OR K M E A D O W C R E E K A R R O Y O G R AN D E C REEK R A N C H O G R A N D E S E A S O N A L TAL L Y H O C R E E K Zone C Zone A Zone B Storm WaterDrainage Zones Zone A: Infiltration BasinsZone B: Drains to CreeksZone C: Retarding Basin/Drains to Creek Policies for Future Development 0 1,000 2,000Feet 1 " = 2,250 '¯ Appendix I Bioretention Plant List Plants for Zone A: Periodic inundation, area ponds following storm events (6" to 12" depth for 24 - 48 hours) and compost amended sand soil. 1 Refers to Sunset Western Garden Book Zones. The Central Coast includes the following Climate Zones: 1A, 2A, 3A, 7, 9, 14-24 www.sunset.com/garden/climate-zones/ Sun Part Shade Drought Inundation GRASS / GRASSLIKE Carex barbarae Santa Barbara Sedge/ Basket Sedge 1-2' / 1'-2'X X X X X 4 - 9, 14 - 23 Attracts butterflies, deer resistant, good for erosion control, can spread agressively and should be sited carefully. Carex divulsa Berkeley Sedge 1' / spreading X X X X X all, but 1A- 3A Attractive blue-grey leaves. Can be mowed 4 in high to keep clean look. Carex flacca Blue Sedge 1' / spreading X X X X 3A - 9, 14 - 23 Attractive blue-grey leaves. Can be mowed 4 in high to keep clean look. Carex pansa California Meadow Sedge 6-10" / spreading X X X X 7-9, 11-24 Used as a lawn substitute, can be left long or mowed, tolerates drought, once established. Carex praegracilis California Field Sedge 1' / spreading X X X X all, but 1A -3A Mounding, drought deciduous during summer months. Carex spissa San Diego sedge 3 - 4' / 2 - 3'X X X X X all, but 1A-3A Can handle foot traffic and is deer resistant. Chondropetalum tectorum Small Cape Rush 2 - 3' / 3 - 4'X X X X X all, but 1A-3A and 7 Needs very little maintenance. If trimmed too much plant will loose visual integrity. Leymus condensatus 'Canyon Prince' Canyon Prince Wild Rye 3'/3'X X X X all, but 1A-3A Tolerant of drought, poor soils, part shade and seasonal wet. Spreads by rhizomes, so nice planted in masses. Cut back annually in spring before new growth emerges. Juncus effusus Common Rush 2 - 3' / clumping X X X X all Easy to grow & very reliable. Needs more water than Juncus patens . Juncus patens 'Elk Blue' Elk Blue California Gray Rush 2' / clumping X X X X X all Very little maintenance, handles dry summers and wet winters. Muhlenbergia rigens Deer Grass 2 - 3' / 3 - 6'X X X X X all, but 1A-3A Can handle no watering, will stay green year round with watering, trim annually. Scirpus cernus Low Bulrush 1' / spreading X X X 7 - 24 Grow individually or in mass, cut back once a year, very attractive. Notes Light PreferencesScientific & Common Name Height / Width Sunset Climate Zones1 Water Tolerances CA Native A p p e n d i x J Bioretention Plant List Plants for Zone A: Periodic inundation, area ponds following storm events (6" to 12" depth for 24 - 48 hours) and compost amended sand soil. 1 Refers to Sunset Western Garden Book Zones. The Central Coast includes the following Climate Zones: 1A, 2A, 3A, 7, 9, 14-24 www.sunset.com/garden/climate-zones/ Sun Part Shade Drought Inundation Notes Light PreferencesScientific & Common Name Height / Width Sunset Climate Zones1 Water Tolerances CA Native PERENNIALS Achillea millefolium californica Yarrow 1 - 3' / 2'X X X X X all Tolerates regular to no watering, foot traffic, attracts butterflies, stress deciduous. Anemopsis californica Yerba Mansa 1 - 2'/ spreading X X X X all, but 1A-3A Mat forming ground cover, interesting white flowers, prune back in late summer, likes moist conditions. Bidens laevis Joaquin Sunflower 2 - 3' / 1 - 2'X X X all but 1A Attracts beneficial insects, stress deciduous in summer, likes water but will survive drought if pruned back. Calliandra eriophylla Fairy Duster 1 - 3' / 1 - 3'X X X 10 - 24 Attractive pink flowers , drought tolerant once established, semi-evergreen, attracts pollinators, controls erosion. Epipactis gigantea Stream Orchid 1 - 2' / 2 - 3'X X X X all Interesting muted pink and yellow flowers, drought stress deciduous. Eschscholzia californica California Poppy 1 - 3 ' / 1 - 3"X X X X all Can handle periodic inundation, cut back yearly to prevent it from becoming weedy. Fragaria chiloensis Beach Strawberry 4-8" / spreading X X X X X all, but 1A-3A Vigorous, fast-growing perennial groundcover, tolerates light foot traffic. Iris douglasiana Douglas Iris 1 - 2' / spreading X X X X all, but 1A-3A Needs moisture or shade inland, does well on coast, evergreen leaves, attractive lanvendar-blue flowers in Spring. Iva hayesiana San Diego Marsh Elder 1-3' / 5'X X X X all, but 1A-3A Adaptable, low-maintenance shrub, controls erosion, shear or mow it back to the crown about every five years to rejuvinate. Lilium pardalinum Leopard Lily 3 - 8' / 6"X X X X 2-7, 14-17 Attractive red-orange spotted blossoms in spring, needs regular water, will get large in moist, partial shade conditions. Lobelia cardinalis Cardinal Flower 2 - 3' / 2'X X X X X 1-7, 14-17 A bog plant, attracts hummingbirds, showy scarlet flowers. Mimulus cardinalis Scarlet Monkey Flower 1 - 3' / 1 - 3'X X X X X all but 1A Year round red color with regular water, attracts hummingbirds, reseeds itself & should not be used for small spaces. Mimulus guttatus Seep Monkey Flower 1 - 3' / 1 - 3'X X X X all but 1A Yellow flowers are abundant in spring-summer, attracts butterflies, will die back in drought and come back following year. A p p e n d i x J Bioretention Plant List Plants for Zone A: Periodic inundation, area ponds following storm events (6" to 12" depth for 24 - 48 hours) and compost amended sand soil. 1 Refers to Sunset Western Garden Book Zones. The Central Coast includes the following Climate Zones: 1A, 2A, 3A, 7, 9, 14-24 www.sunset.com/garden/climate-zones/ Sun Part Shade Drought Inundation Notes Light PreferencesScientific & Common Name Height / Width Sunset Climate Zones1 Water Tolerances CA Native PERENNIALS (cont.) Rudbeckia californica California Coneflower 2 - 5' / 1 - 2'X X X X all Yellow showy flowers late summer and fall, cut back in winter, can get large under ideal conditions and may require pruning. Salvia spathacea Hummingbird Sage 1 - 3' / spreading X X X X X all, but 1A-3A Very attractive foliage and flowers, fragrant, attracts hummingbirds, deer resistant, likes to grow in understory of trees. Salvia uliginosa Bog Sage 4-6' /3-4'X X X 6-9,14-24 Cut back to ground in winter, spreads by rhizomes. Satureja mimuloides Monkeyflower Savory 1-3' / 1-3'X X X X X 4-9, 16-24, 26 Deciduous perennial with orange flowers that attract hummingbirds. Sisyrinchium bellum Blue-Eyed Grass 6" - 1' / 6'' - 1 X X X X all, but 1A-3A Low maintenance, summer dormant, spring bloomer. Can irrigate to prolong flowering. Solidago californica California Goldenrod 1 - 3' / 2 - 3'X X X X X X all, but 24 Attractive yellow flowers in summer and fall, attracts pollinators, dormant in winter, cut back to ground. Zephyranthes candida Rain Lily 1' / 1'X X X 4-9, 12-24 A hardy bulb with rush-like foliage and small white flowers in late summer/fall. SHRUBS/SUBSHRUBS Baccharis pilularis Coyote Brush wide variation X X X X all, but 1A-3A Adaptable evergreen shrub, provides quick cover and bank stabilization, tolerant of coastal conditions, alkaline soil, sand, clay and seasonal wet, dwarf (low growing) varieties available. Zauschneria californica 'Catalina' Island California Fuchsia 1 - 3' / 2 - 3'X X X X X All but 1A Likes moisture but will survive through drought, attractive red flowers that hummingbirds like. This species is hardier and flowers last longer. Zauschneria californica 'Uvas Canyon' San Jose California Fuchsia 2 - 3' / spreading X X X X X All but 1A Grey foliage, attractive red- orange flowers, very showy in late fall. Full sun with regular watering or along coast. Can be mowed to look like lawn. A p p e n d i x J CURB INLET DETAIL 120, GUTTER INLET ELEV. (GIE) CURB AND GUTTER DETAIL 110 MULCH lAYER 6" MIN./12" MAX. PONDING DEPTH MAINTAIN 6" BENCH JJj_~~~~tiH ~=~~:;;2ia:,2ia~~~ NATIVE SOIL FOR SUPPORT OF ADJACENT SIDEWALK/ROAD (TYPICAL) • .BIORETENTION • SOIL MEDIA . (BS_M) FINISHED ELEVATION (FE) OVERFLOW STRUCTURE ELEV. (OE) 4" MIN. EXPOSED WALL HEIGHT SIDEWALK DRAINAGE NOTCH 1" BELOW SIDEWALK, SLOPED TO FACILITY, SIDEWALK INLET ELEV. (SIE) SIDEWALK PER MUNICIPAL STANDARDS DEEP CURB DETAIL 111 CALTRANS ClASS 2 PERMEABLE DO NOT USE FILTER FABRIC BETWEEN (OPTIONAL) DEPTH PER BSM AND AGGREGATE PROJECT REQUIREMENTS DESIGN NOTES CONSTRUCTION NOTES 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS 1. SCARIFY SUBGRADE BEFORE INSTALLING DOCUMENT. BIORETENTION AREA AGGREGATE AND BSM. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED 140. SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PlANS. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PlANS (FE, OE, GIE, SIE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB, WALL, AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 3. COMPACT EACH 6" LIFT OF BSM WITH lANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PlANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION 7. IF CALTRANS ClASS 2 PERMEABLE IS NOT AVAllABLE, SUBSTITUTE ClASS 3 PERMEABLE WITH AREA LIMITS. AN OVERLYING 3" DEEP lAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. PlANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 11. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Street Bioretention Facility VERSION: 3/6/2013 (flat/planter, no on-street parking, sidewalk, without underdrain) Municipality Department Name detail number 100 Appendix K CURB INLET WITH GRATE DETAIL ~ MULCH LAYER 123, GUTTER INLET ELEV. (GIE) \ (OPTIONAL) FINISHED ELEVATION (FE) OVERFLOW STRUCTURE ELEV. (OE) 4" MIN. EXPOSED WALL HEIGHT CURB AND GUTTER !WIDTH PER AGENCYl DETAIL 110 REQUIREMENTS ~ 30 ML LINER MAY BE REQUIRED AT STREET AGGREGATE (OPTIONAL) DEPTH PER PROJECT REQUIREMENTS DESIGN NOTES 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SIE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB, WALL, AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEDTECHNICAL ENGINEERS. 5. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 11. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 Street Bioretention Facility {flaVplanter, on-street parking, sidewalk, without underdrain) Municipality Department Name SIDEWALK DRAINAGE NOTCH 1" BELOW SIDEWALK, SLOPED TO FACILITY, SIDEWALK INLET ELEV. (SIE) SIDEWALK PER MUNICIPAL STANDARDS DEEP CURB DETAIL 111 PLACE BSM IN 6" LIFTS PER NOTES DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE. CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. detail number 101 Appendix K CURB INLET DETAILS 121, 122, GUTTER INLET ELEV. (GIE) 3:1 MAX. W. SHELF OVERFLOW STRUCTURE ELEV. (OE) FINISHED ELEVATION (FE) ~----1---VARIES---1------~ CURB AND GUTTER DETAIL 110 MAINTAIN 6" BENCH NATIVE SOIL FOR SUPPORT OF ADJACENT SIDEWALK/ROAD (TYPICAL) PLACE BSM IN 6" LIFTS, PER NOTES DESIGN NOTES 4:1 MAX. NO SHELF 2% SHELF (TYP.) BOTIOM WIDTH MIN. 24" 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE DETAILS 121, 122. 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 130, 131. 5. EDGE CONDITION WILL VAFN FOR NEW AND RETROFIT PROJECTS. CURB AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 Street Bioretention Facility (sloped sided, no on-street parking, sidewalk, without underdrain) Municipality Department Name SIDEWALK ELEVATION (SE) DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE. CALTRANS CLASS 2 PERMEABLE (OPTIONAL) DEPTH PER PROJECT REQUIREMENTS CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DFN OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. detail number 102 Appendix K 3:1 MAX. W. OVERFLOW STRUCTURE ELEV. (OE) SHELF CURB INLET DETAIL 121, GUTTER INLET ELEV. (GIE) ------+----VARIES----+-----~ FINISHED ELEVATION (FE) CURB AND GUfilR DETAIL 110 PLACE BSM IN 6" LIFTS, PER NOTES DESIGN NOTES 4:1 MAX. NO SHELF BOTTOM WIDTH MIN. 24" 6" MIN. PONDING 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE DETAIL 121. 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 130, 131. 5. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORAWE USE. MULCH LAYER SIDEWALK ELEVATION (SE) EDGE CONDITION WILL VARY FOR NEW/RETROFIT, DETAILS 111, 112, 113 DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE. CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Street Bioretention Facility (sloped sided, with on-street parking, sidewalk, without underdrain) Municipality Department Name 103 Appendix K CURB AND GUTIER DETAIL 110 3D ML LINER MAY BE REQUIRED AT STREET 0 DO NOT USE FILTER FABRIC DESIGN NOTES VARIES------, '\-:J==~"J... FINISHED ELEVATION (FE) MULCH LAYER 6" MIN./12" MAX. PONDING DEPTH 18" MIN 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR PARKING LOT PROJECTS. SEE PARKING LOT EDGE OPTIONS DETAILS, 114. CURB AND FLUSH EDGE DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 11. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. PARKING EDGE WILL VARY FOR NEW/RETROFIT, DETAIL 114 MAINTAIN 6" BENCH NATIVE SOIL FOR SUPPORT OF ADJACENT CURB/PAVING (TYPICAL) CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Municipality Department Name Parking Lot Bioretention Facility (flaVplanter, without underdrain) 104 Appendix K 30 ML LINER MAY BE REQUIRED (TYPICAL) BOTIOM WIDTH MIN. 24" 6" MIN./12" MAX. PONDING DEPTH BIORCTENTION > SOIL MEDIA 18" MIN . {BSM} . , .... '. DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE PLACE BSM IN 6" LIFTS, PER NOTES --~ DESIGN NOTES CALTRANS CLASS 2 PERMEABLE (OPTIONAL) DEPTH PER PROJECT REQUIREMENTS CONSTRUCTION NOTES 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. BSM. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CML PLANS (FE, OE, GIE, SE). SEE DETAIL 121. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 13D, 131. TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 4. EDGE CONDITION WILL VARY FOR PARKING LOT PROJECTS. SEE PARKING LOT EDGE OPTIONS DETAILS, 114. CURB AND FLUSH EDGE DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY 5. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 6. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRAIDED AGGREGATE. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET 7. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. CONDITIONS. 8. PLANTING DESIGN AIND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 5. KEEP HEAVY MACHINERY OUTSIDE 8. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 Parking Lot Bioretention Facility Municipality Department Name {sloped sided, without underdrain) BIORETENTION AREA LIMITS. detail number 105 Appendix K FINISHED ELEVATION (FE} CURB INLET DETAIL 120, GUTTER INLET ELEV. (GIE) OVERFLOW STRUCTURE ELEV. (DE) 4" MIN. EXPOSED WALL HEIGHT CURB AND GUTTER DETAIL 110 30 ML LINER MAY BE REQUIRED AT STREET DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE 12" DEPTH CAL TRANS CLASS 2 PERMEABLE DESIGN NOTES 6" MIN./ 12" MAX. PONDING DEPTH 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PlANS (FE.OE, GIE, SIE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB, WALL, AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. PROVIDE CAPPED, THREADED PVC CLEANOUT FOR UNDERDRAIN, 4" MIN. D~. WITH SWEEP BEND. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 8. IF CALTRANS ClASS 2 PERMEABLE IS NOT AVAllABLE, SUBSTITUTE ClASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP lAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 9. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. PlANT SELECTION PER BIO RETENTION TECHNICAL SPECIFICATIONS. 11. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 12. LOCATE ENERGY DISSIPATION COBBLE PADS AS SPECIFIED IN INLET DETAILS -AVOID DECORAWE USE. SIDEWALK DRAINAGE NOTCH 1" LOWER THAN SIDEWALK, SLOPED TO FACILITY, SIDEWALK INLET ELEV. (SIE) SIDEWALK PER MUNICIPAL STANDARDS DEEP CURB DETAIL 111 PlACE BSM IN 6" LIFTS, PER NOTES CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PlANS. 3. INSTALL UNDERDRAIN WITH HOLES FACING DOWN. UNDERDRAIN DISCHARGE ELEVATION SHALL BE NEAR TOP OF AGGREGATE lAYER. UNDERDRAIN SLOPE MAY BE FlAT. 4. COMPACT EACH 6" LIFT OF BSM WITH lANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, LET DRY OVERNIGHT BEFORE PlANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Street Bioretention Facility (flat/planter, no on-street parking, sidewalk, with underdrain) Municipality Department Name 200 Appendix K CURB INLET WITH GRATE DETAIL MULCH LAYER 123, GUTTER INLET ELEV. (GIE) ~ (OPTIONAL) CURB AND GUTTER DETAIL 11 D ~ ~ FINISHED ELEVATION (FE) OVERFLOW STRUCTURE ELEV. (OE) 4" MIN. EXPOSED WALL HEIGHT l WIDTH PER AGENCY! REQUIREMENTS "' I ,---+---VARIES--+-+---, MAINTAIN 6" BENCH SUPPORT OF ADJACENT SIDEWALK/ROAD (TYPICAL) AGGREGATE (OPTIONAL) DEPTH PER PROJECT REQUIREMENTS - DO NOT USE FILTER FABRIC ----~ DESIGN NOTES 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 14D. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SIE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR NEW AND RETROFrl PROJECTS. CURB, WALL, AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 11. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 Street Bioretention Facility (flaUplanter, with on-street parking, sidewalk, with underdrain) Municipality Department Name SIDEWALK DRAINAGE NOTCH 1" BELOW SIDEWALK, SLOPED TO FACILITY, SIDEWALK INLET ELEV. (SIE) SIDEWALK PER MUNICIPAL STANDARDS DEEP CURB DETAIL 111 PLACE BSM IN 6" LIFTS PER NOTES CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. detail number 201 Appendix K CURB INLET DETAILS 121, 122, GUTTER INLET ELEV. (GIE) 3:1 MAX. W. SHELF OVERFLOW STRUCTURE ELEV. (OE) FINISHED ELEVATION (FE) ~----1----VARIES----t-------, CURB AND GUTTER DETAIL 110 STREET; PLACE BSM IN 6" LIFTS, PER NOTES DESIGN NOTES 4:1 BOTTOM WIDTH MIN. 24" 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE DETAILS 121, 122. 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 130, 131. 5. EDGE CONDrTION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. SIDEWALK ELEVATION (SE) DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE CALTRANS CLASS 2 PERMEABLE (OPTIONAL) DEPTH PER PROJECT REQUIREMENTS CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CML PLANS. 3. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Street Bioretention Facility (sloped sided, no on-street parking, sidewalk, with underdrain} Municipality Department Name 202 Appendix K CURB INLET SEE DETAIL 121 GUTTER INLET ELEV. (GIE) ,-----------VARIES 24" MIN. 3:1 MAX. W/ SHELF BOTTOM WIDTH 30 ML LINER MAY BE REQUIRED AT STREET UNDERDRAIN, MIN. 4" DIA. PVC SDR 35 PERFORATED PIPE, SEE CONSTRUCTION NOTE DESIGN NOTES 4:1 MAX. NO SHELF 1. FULL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFlCATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT AN OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE INLET DETAIL 121. 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 130, 131. 5. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB AND SIDEWALK DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 6. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 7. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFlCATIONS. 8. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. LOCATE ENERGY DISSIPATION COBBLE PADS AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. OVERFLOW STRUCTURE ELEV. (OE) FINISHED ELEVATION (FE) MULCH LAYER (OPTIONAL) SIDEWALK ELEVATION (SE) MAINTAIN 6" BENCH NATIVE SOIL FOR SUPPORT OF ADJACENT SIDEWALK/ROAD (TYPICAL) DO NOT USE FILTER FABRIC BETWEEN BSM AND AGGREGATE CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CML PLANS. 3. INSTALL UNDERDRAIN WITH HOLES FACING DOWN. UNDERDRAIN DISCHARGE ELEVATION SHALL BE NEAR TOP OF AGGREGATE LAYER. UNDERDRAIN SLOPE MAY BE FLAT. 4. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, LET DRY OVERNIGHT BEFORE PLANTING. 4. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 5. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Street Bioretention Facility (sloped sided, with on-street parking, sidewalk, with underdrain) Municipality Department Name 203 Appendix K CURB AND GUTTER DETAIL 110 DO NOT USE FILTER FABRIC BIORETENTION DESIGN NOTES VARIES-------, FINISHED ELEVATION (FE) 6" MIN./12" MAX. PONDING DEPTH 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CIVIL PLANS (FE, OE, GIE, SE). SEE DETAIL 120. 4. EDGE CONDITION WILL VARY FOR PARKING LOT PROJECTS. SEE PARKING LOT EDGE OPTIONS DETAILS, 114. CURB AND FLUSH EDGE DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. IF CHECK DAMS ARE NEEDED, SEE CONCRETE CHECK DAM DETAIL 131. 6. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 7. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 8. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 10. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 11. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFIED IN INLET DETAILS -AVOID DECORATIVE USE. 0 PARKING EDGE WILL VARY FOR NEW/RETROFIT, DETAIL 114 MAINTAIN 6" BENCH NATIVE SOIL FOR SUPPORT OF ADJACENT CURB/PAVING (TYPICAL) CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. INSTALL UNDERDRAIN WITH HOLES FACING DOWN. UNDERDRAIN DISCHARGE ELEVATION SHALL BE NEAR TOP OF AGGREGATE LAYER. UNDERDRAIN SLOPE MAY BE FLAT. 4. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 5. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 6. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Municipality Department Name Parking Lot Bioretention Facility (flat/planter, with underdrain) 204 Appendix K 30 ML LINER MAY BE REQUIRED (TYPICAL) MAINTAIN 6" BENCH NATIVE SOIL FOR SUPPORT OF ADJACENT CURB/PAVING (TYPICAL) PLACE BSM IN 6" LIFTS, PER NOTES DESIGN NOTES .. Bl6RET~NTl()N. SOIL MEDIA (BS~) .• BOTTOM WIDTH MIN. 24" 6" MIN./12" MAX. PONDING DEPTH 1. ADDITIONAL DESIGN GUIDANCE PROVIDED IN BIORETENTION TECHNICAL SPECIFICATIONS DOCUMENT. 2. OVERFLOW STRUCTURE REQUIRED FOR IN-LINE SYSTEMS WITHOUT OVERFLOW BYPASS, DETAIL 140. 3. PROVIDE SPOT ELEVATIONS AT INLETS ON CML PLANS (FE, OE, GIE, SE). SEE DETAIL 121. 4. MAX. LONGITUDINAL SLOPE 6% WITH CHECK DAMS. SEE DETAILS 130, 131. 4. EDGE CONDITION WILL VARY FOR PARKING LOT PROJECTS. SEE PARKING LOT EDGE OPTIONS DETAILS, 114. CURB AND FLUSH EDGE DETAILS MAY BE MODIFIED FOR PROJECT BY CIVIL AND GEOTECHNICAL ENGINEERS. 5. PROVIDE MONITORING WELL IN EACH FACILITY, PER BIORETENTION TECHNICAL SPECIFICATIONS. 6. IF CALTRANS CLASS 2 PERMEABLE IS NOT AVAILABLE, SUBSTITUTE CLASS 3 PERMEABLE WITH AN OVERLYING 3" DEEP LAYER OF 3/4" (NO. 4) OPEN-GRADED AGGREGATE. 7. BIORETENTION SOIL MEDIA (BSM) SPECIFICATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. PLANTING DESIGN AND IRRIGATION PER BIORETENTION TECHNICAL SPECIFICATIONS. 8. MULCH (OPTIONAL) PER BIORETENTION TECHNICAL SPECIFICATIONS. 9. LOCATE ENERGY DISSIPATION COBBLE ONLY AS SPECIFlED IN INLET DETAILS -AVOID DECORATIVE USE. CONSTRUCTION NOTES 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGATE AND BSM. 2. FACILITY EXCAVATION TO ALLOW FOR SPECIFIED SOIL AND MULCH DEPTHS TO ACHIEVE FINISHED ELEVATIONS ON CIVIL PLANS. 3. INSTALL UNDERDRAIN WITH HOLES FACING DOWN. UNDERDRAIN DISCHARGE ELEVATION SHALL BE NEAR TOP OF AGGREGATE LAYER. UNDERDRAIN SLOPE MAY BE FLAT. 4. COMPACT EACH 6" LIFT OF BSM WITH LANDSCAPE ROLLER OR BY LIGHTLY WETTING. IF WETTING, ALLOW TO DRY OVERNIGHT BEFORE PLANTING. 5. DO NOT WORK WITHIN BIORETENTION AREA DURING RAIN OR UNDER WET CONDITIONS. 6. KEEP HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Municipality Department Name Parking Lot Bioretention Facility (sloped sided, with underdrain) 205 Appendix K 1.5" 611 - R=3/4" " '\ 1 r_R=3/4" 24· --~L . .t, :.to . . "'·· ,/• .4. .·A ·': . ... ·: .. ' . .y· .. ··, ;-lm .. u· ;· ,.,., ... ·· .. I • '. MIN. 24" -~ J DOWELS PER MUNICIPAL STANDARD AGGREGATE BASE PER MUNICIPAL STANDARD DESIGN NOTES 1. SPECIAL DESIGN CONSIDERATION OR STRUCTURAL REVIEW MAY BE REQUIRED FOR LONGER PLANTER WALL SPANS. STEEL REINFORCEMENT OR ADDITIONAL CONCRETE CHECK DAMS MAY BE NEEDED FOR STABILITY. 2. EDGE CONDITION WILL VARY FOR NEW AND RETROFIT PROJECTS. CURB, GUTIER, AND WALL DETAILS MAY BE MODIFIED BY CIVIL AND GEOTECHNICAL ENGINEERS. NOTE THAT 24" GUTIER PROVIDES GREATER CURB STABILITY, BUT MAY NOT MATCH MUNICIPAL GUTIER STANDARDS. 3. CONCRETE AND EXPANSION JOINTS SHALL MEET THE REQUIREMENTS OF THE MUNICIPALITY. BIORETENTION AREA .. , : ·< CONSTRUCTION NOTES 1. FINISH ALL EXPOSED CONCRETE SURFACES. _C_U_R_B_A_N_D_G_U_TT_E_R ___ N_.T_.s_. ---<@ LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Municipality Department Name Curb and Gutter 110 Appendix K DESIGN NOTES 6" 1.5" ec,1,· ,n. ~e~1·· ~. • .. \ 6" STREET/4" SIDEWALK .• .. \---~----- . . . . .. .. .. . . , . STREET/SIDEWALK/PARKING S-T~f~i~ER .. ·i i, \~· 11111111 . . ·:·r1y ~--\._ v, "-" '"-"~"',. LONG AT ALL EXPANSION JOINTS PER MUNICIPAL STANDARDS CONSTRUCTION NOTES 1. SPECIAL DESIGN CONSIDERATION OR STRUCTURAL REVIEW MAY 1. FINISH ALL EXPOSED CONCRETE SURFACES. BE REQUIRED FOR LONGER SWALE EDGE SPANS. STEEL REINFORCEMENT OR ADDITIONAL CONCRETE CHECK DAMS MAY BE NEEDED FOR STABILITY. 2. WHEN SIDEWALK DRAINS TO PLANTER, PROVIDE 4" -6" WIDE NOTCH OPENINGS, 1" BELOW SIDEWALK, SLOPED TO FACILITY, PER BIORETENTION PLANTER DETAILS. SPACE OPENINGS TO CONVEY FLOWS. PROVIDE MINIMUM 2'' COVER BETWEEN DRAINAGE NOTCH OPENING AND DOWELS. 3. CONCRETE AND EXPANSION JOINTS SHALL MEET THE REQUIREMENTS OF THE MUNICIPALITY. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Municipality Department Name Deep Curb _D_E_E_P_C_U_R_B ______ N-.T-.s-. --a@ VERSION: 3/6/2013 detail number 111 Appendix K PROVIDE 2% SHELF AT PEDESTRIAN INTERFACE FINISHED ELEVATION REVEAL, SEE DESIGN NOTE DESIGN NOTES 1. SPECIAL DESIGN CONSIDERATION OR STRUCTURAL REVIEW MAY BE REQUIRED FOR LONGER FACILITY EDGE SPANS. STEEL REINFORCEMENT OR ADDITIONAL CONCRETE CHECK DAMS MAY BE NEEDED FOR STABILITY. 3. FINISHED ELEVATION REVEAL -WHERE SIDEWALK CONVEYS SHEET FLOW TO FACILITY, A 1 "-2" REVEAL SHOULD BE MAINTAINED BETWEEN SIDEWALK AND FACILITY FINISHED GRADE TO AVOID MULCH OR PLANT BUILDUP FROM BLOCKING FLOWS. 4. CONCRETE AND EXPANSION JOINTS SHALL MEET THE REQUIREMENTS OF THE MUNICIPALITY. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS SIDEWALK SECTION PER MUNICIPAL STANDARDS CONSTRUCTION NOTES 1. FINISH ALL EXPOSED CONCRETE SURFACES. THICKENED EDGE SIDEWALK N.T.S. VERSION: 3/6/2013 detail number Thickened Edge Sidewalk 112 Municipality Department Name Appendix K PEDESTRIAN INTERFACE PROVIDE 2% SHELF AT \ 6" SIDEWALK/PARKING SECTION PER MUNICIPAL STANDARDS (MAY BE USED WITH EXISTING SURFACE) EO...------------L..__ ___.__________, .SIDEWALK/PARKING FINISHED ELEVATION REVEAL, SEE DESIGN NOTE DESIGN NOTES 1. SPECIAL DESIGN CONSIDERATION OR STRUCTURAL REVIEW MAY BE REQUIRED FOR LONGER FACILITY EDGE SPANS. STEEL REINFORCEMENT OR ADDITIONAL CONCRETE CHECK DAMS MAY BE NEEDED FOR STABILITY. 2. EDGE CONDITION WILL VARY FOR PROJECTS. CURB DETAILS MAY BE MODIFIED BY CIVIL AND GEOTECHNICAL ENGINEERS. 3. CONCRETE AND EXPANSION JOINTS SHALL MEET THE REQUIREMENTS OF THE MUNICIPALITY. 4. FINISHED ELEVATION REVEAL AT SIDEWALK -WHERE SIDEWALK CONVEYS SHEET FLOW TO FACILITY, A 1 "-2" REVEAL SHOULD BE MAINTAINED BETWEEN SIDEWALK AND FACILITY FINISHED GRADE TO AVOID MULCH OR PLANT BUILDUP FROM BLOCKING FLOWS AND REDUCE DROP AT PEDESTRIAN INTERFACE. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Municipality Department Name Flush Curb at Sidewalk 1/2" DIAMETER SMOOTH DOWEL, 24" LONG AT ALL EXPANSION JOINTS CONSTRUCTION NOTES 1. FINISH ALL EXPOSED CONCRETE SURFACES. FLUSH CURB AT SIDEWALK N.T.S. § VERSION: 3/6/2013 detail number 113 Appendix K DEEP CURB DITAIL 111 '\. \ .•. \------------- .>· .... ii. 0.11 :· .: STORMWATER . · '· · • FACILITY ··::.,_\: :., • :.: ••• ·: •• ".d CURB AND GUTIER DETAIL 110 .·,· .. ·.,.: ..... .,; 0 .. . . f' ·~ ,.; . PARKING LOT DEEP CURB ·./·,-.. c-c. -: ."'-.,-.... --1'. • •, oiL-1-~··~·1·~·. ;·1·~· ~·~i,,i~· ·;i·~· "'l·~·iPIAiRKilNiGiiLOiTi~-i;-~;:: · ·~· STORMWATER ·.· ·= ·.41 • "' FACILITY . .. . ~otl -.. '. ·,·:·, ... . . • CURB AND GUTIER FLUSH CURB DETAIL 113 ; .,, .... n .,,,-,~=c-c1 .. ~ , PARKING LOT .. ,.··· .. ·, ... liEilEili .. , . · .. :· .. ·::.:;.a" '9. - ·. STORMWATER . : . o:,: : -. FACILITY .•.. . .. DESIGN NOTES 1. WHEEL STOPS MAY BE USED ON NON-FLUSH DESIGNS TO KEEP CARS FROM OVERHANGING BIORETENTION FACILITY. 2. VEHICLE OVERHANG CAN BE USED TO REDUCE IMPERVIOUS PAVEMENT AREA. 3. WHERE VEHICLE OVERHANG IS UTILIZED SELECT LOW GROWING PLANTS THAT WILL TOLERATE SHADING. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Municipality Department Name Parking Lot Edge Options FLUSH EDGE/WHEEL STOPS _P_A_R_K_IN_G_L_O_T_ED_G_E_O_P_T_I O_N_S_N-.r.-s.-----<8 VERSION: 3/6/2013 detail number 114 Appendix K AA Appendix K AA Appendix K AA Appendix K AA B B Appendix K A A Appendix K CURB AND GUTTER OR PlANTER WALL SEE CONSTRUCTION NOTE 2 PlANTER WALL 3" (lYP.) L_~:ae-,l.-. ,-. ----------. -.. -. __l,-l----tr.----=wi,i=•,----,-~-. - • .. ..., .. 3" (lYP.) ----, :" (lYP.) • , . • <I .. · ... <I .. ... • -. ,-,_-, ,-,_ I lAP SPLICE #3 REBAR TO EMBEDDED REBAR, EXISTING SUBGRADE -3" -OVERlAP 12" (SEE DESIGN NOTE 2) OR ROCK STORAGE TOP OF SIDEWALK TOP OF PlANTER WALL 6" OF 3" -6" ROUNDED, WASHED COBBLE BIORETENTION DESIGN NOTES 1. FOR USE WITH BIORETENTION PlANTERS OR SLOPED SIDED SWALES/RAIN GARDENS. 2. FOR CHECK DAMS LONGER THAN 12' SPECIFY REBAR OVERlAP LENGTH. 3. SPACE CHECK DAMS TO MAXIMIZE PONDING ACROSS CELLS. 4. PROVIDE ELEVATIONS AND STATIONING AND/OR DIMENSIONING FOR CHECK DAMS. 5. ENSURE THAT CHECK DAM ELEVATIONS DO NOT CAUSE STORMWATER TO OVERFLOW TO SIDEWALK. 6. SHOW PlANTER WALL EMBEDDED IN EXISTING SUBGRADE OR DRAINROCK. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Municipality Department Name Concrete Check Dam #3 REBAR CONSTRUCTION NOTES 1. EMBED #3 REBAR 3" INTO CURB ANO PlANTER WALL. 2. DO NOT WORK DURING RAIN OR UNDER WET CONDITIONS. 3. KEEP ALL HEAVY MACHINERY OUTSIDE BIORETENTION AREA LIMITS. CONCRETE CHECK DAM N.T.S. VERSION: 3/6/2013 detail number 131 Appendix K WIRE ROPE BEEHIVE GRATE, SEE BELOW SPECIFY GRATE OVERFLOW ELEVATION TO ACHIEVE DESIGN PONDING DEPTH (GOE) MANHOLE FRAME, SEE BELOW ADJACENT STORMWATER FACILITY PLANTING SURFACE PONDING DEPTH Llla~~==\!J;;J------EPOXY MANHOLE FRAME TO STD. #4 REBAR U-BOLT --:::::::::::::::::::::~: CONNECT TO APPROVED _7---- DISCHARGE POINT GROUT AT CONNECTION 3000 PSI COMMERCIAL GRADE CONCRETE MANHOLE RING AND BEEHIVE GRATE MH25BH BY OLYMPIC FOUNDRY OR APPROVED EQUAL BEEHIVE GRATE REINF. CONG. PIPE CLASS Ill STD. REINF. CONG. PIPE CLASS Ill GROUT PIPE AT BASE G r--25 3/8"1 LI r--1•"1 l_...1. ,,:r,:-"'iELI t; .. ~~I~ 17 7/8. 19" 19 3/4. 24"x4" REVERSIBLE MANHOLE FRAME DESIGN NOTES CONSTRUCTION NOTES 1. PROVIDE GRATE OVERFLOW ELEVATION ON PLANS. 1. DO NOT ADJUST OVERFLOW GRATE ELEVATION, CONSTRUCT AS SHOWN ON PLANS. 2. TO INCORPORATE FLEXIBILITY INTO DESIGN OVERFLOW ELEVATION OR CORRECT ELEVATION OF AN EXISTING STRUCTURE, INSTALL OVERFLOW COLLAR, PER DETAIL 141. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS Municipality Department Name Overflow Structure w/ Beehive Grate _O_V_E_R_F_L_O_W_S_T_R_U_C_T_U_~-~--s.----<8 VERSION: 3/6/2013 detail number 140 Appendix K OVERFLOW STRUCTURE --, SPECIFY COLLAR OVERFLOW ELEVATION TO ACHIEVE DESIGN PONDING DEPTH (COE) ADJACENT STORMWATER FACILITY PLANTING SURFACE DESIGN NOTES PONDING DEPTH VARIES 1. MAY BE USED IN CONJUNCTION WITH OVERFLOW STRUCTURES TO ALLOW FOR FIELD ADJUSTMENT OF OVERFLOW ELEVATION, OR AS RETROFIT TO CORRECT EXISTING STRUCTURE THAT DOES NOT ALLOW PONDING TO OCCUR. 2. PROVIDE COLLAR OVERFLOW ELEVATION (COE) ON PLANS. LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS 30" OR 36" DIA. STEEL OR RIGID PLASTIC PIPE COLLAR, OR DIA. AS NEEDED TO SURROUND EXISTING OVERFLOW STRUCTURE FOR RETROFITS BACKFILL WITH CALTRANS CLASS 2 OR 3 PERMEABLE CONSTRUCTION NOTES 1. CENTER COLLAR ON OVERFLOW GRATE. _O_V_E_R_F_LO_W_S_T_R_U_C_T_U_R_E_C_O_L_L_A_~-.r-.s-. -8 VERSION: 3/6/2013 detail number Overflow Structure Collar 141 Municipality Department Name Appendix K • . .d:""# ADJACENT CURB OR PLANTER WALL .. . . .. .d · .. TRIM LINER TO TOP EDGE OF FlAT BAR. SILICONE SEAL TOP EDGE OF FlAT BAR. TOP OF LINER TO BE 3" BELOW SOIL LEVEL. 2" x 1/4" HIT ANCHOR 12" O.C . HDPE OR PVC 30 MIL LINER DEPTH OF LINER PER CIVIL/GEOTECHNICAL ENGINEER _IM_P_E_R_M_E_A_B_L_E_LA_Y_E_R ____ N-.T-.s.-@ LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 detail number Municipality Department Name Impermeable Layer 150 Appendix K Varying slope and ponding level s: Var yi ng slo p e an d pond in g leve ls: Th is b ioret ent io n p la nt ing a rea has slo p ed ed g es . Plan t s in t he bo tto m area w il l be in undated d uri ng sto r ms (Zo ne A). Those p lanted o n th e sid eslo p es are above th e leve l of po ndin g , but w i ll expe ri e nce seaso nall y we t co nd it io ns (Zone B). Zone B Zone A II Unifo rm sur fa ce grad e: Th is st o rm wa t er p lante r has a fl at botto m w it h cons iste nt depth o f p ond ing across the structure. All o f the p lants se lected for thi s des ig n must be t o lera nt of p er io d ic in un d at io n (Zon e A). Zone A II LOW IMPACT DEVELOPMENT STORMWATER MANAGEMENT STANDARD DETAILS VERSION: 3/6/2013 Municipality Department Name Planting Inundation Zones Zone B detail number 162 Appendix K Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-1 Date: November 28, 2011 ATTACHMENT L Provision C.3.c.i.(1)(b)(vi) Specification of soils for Biotreatment or Bioretention Facilities Soils for biotreatment or bioretention areas shall meet two objectives: •Be sufficiently permeable to infiltrate runoff at a minimum rate of 5" per hour during the life of the facility, and •Have sufficient moisture retention to support healthy vegetation. Achieving both objectives with an engineered soil mix requires careful specification of soil gradations and a substantial component of organic material (typically compost). Local soil products suppliers have expressed interest in developing ‘brand-name’ mixes that meet these specifications. At their sole discretion, municipal construction inspectors may choose to accept test results and certification for a ‘brand-name’ mix from a soil supplier. Tests must be conducted within 120 days prior to the delivery date of the bioretention soil to the project site. Batch-specific test results and certification shall be required for projects installing more than 100 cubic yards of bioretention soil. SOIL SPECIFICATIONS Bioretention soils shall meet the following criteria. “Applicant” refers to the entity proposing the soil mixture for approval by a Permittee. 1.General Requirements – Bioretention soil shall: a.Achieve a long-term, in-place infiltration rate of at least 5 inches per hour. b.Support vigorous plant growth. c.Consist of the following mixture of fine sand and compost, measured on a volume basis: 60%-70% Sand 30%-40% Compost 2.Submittal Requirements – The applicant shall submit to the Permittee for approval: a.A sample of mixed bioretention soil. b.Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification. c.Grain size analysis results of the fine sand component performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. d.Quality analysis results for compost performed in accordance with Seal of Testing Assurance (STA) standards, as specified in 4. Appendix L Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-2 Date: November 28, 2011 e. Organic content test results of mixed Bioretention Soil. Organic content test shall be performed in accordance with by Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”. f. Grain size analysis results of compost component performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. g. A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil. h. Provide the name of the testing laboratory(s) and the following information: (1) Contact person(s) (2) Address(s) (3) Phone contact(s) (4) E-mail address(s) (5) Qualifications of laboratory(s), and personnel including date of current certification by STA, ASTM, or approved equal 3. Sand for Bioretention Soil a. Sand shall be free of wood, waste, coating such as clay, stone dust, carbonate, etc., or any other deleterious material. All aggregate passing the No. 200 sieve size shall be non- plastic. b. Sand for Bioretention Soils shall be analyzed by an accredited lab using #200, #100, #40, #30, #16. #8, #4, and 3/8 inch sieves (ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 3/8 inch 100 100 No. 4 90 100 No. 8 70 100 No. 16 40 95 No. 30 15 70 No. 40 5 55 No. 100 0 15 No. 200 0 5 Note: all sands complying with ASTM C33 for fine aggregate comply with the above gradation requirements. Appendix L Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-3 Date: November 28, 2011 4. Composted Material Compost shall be a well decomposed, stable, weed free organic matter source derived from waste materials including yard debris, wood wastes or other organic materials not including manure or biosolids meeting the standards developed by the US Composting Council (USCC). The product shall be certified through the USCC Seal of Testing Assurance (STA) Program (a compost testing and information disclosure program). a. Compost Quality Analysis – Before delivery of the soil, the supplier shall submit a copy of lab analysis performed by a laboratory that is enrolled in the US Composting Council’s Compost Analysis Proficiency (CAP) program and using approved Test Methods for the Evaluation of Composting and Compost (TMECC). The lab report shall verify: (1) Feedstock Materials shall be specified and include one or more of the following: landscape/yard trimmings, grass clippings, food scraps, and agricultural crop residues. (2) Organic Matter Content: 35% - 75% by dry wt. (3) Carbon and Nitrogen Ratio: C:N < 25:1 and C:N >15:1 (4) Maturity/Stability: shall have a dark brown color and a soil-like odor. Compost exhibiting a sour or putrid smell, containing recognizable grass or leaves, or is hot (120F) upon delivery or rewetting is not acceptable. In addition any one of the following is required to indicate stability: (i) Oxygen Test < 1.3 O2 /unit TS /hr (ii) Specific oxy. Test < 1.5 O2 / unit BVS / (iii) Respiration test < 8 C / unit VS / day (iv) Dewar test < 20 Temp. rise (°C) e. (v) Solvita® > 5 Index value (5) Toxicity: any one of the following measures is sufficient to indicate non-toxicity. (i) NH4- : NO3-N < 3 (ii) Ammonium < 500 ppm, dry basis (iii) Seed Germination > 80 % of control (iv) Plant Trials > 80% of control (v) Solvita® > 5 Index value (6) Nutrient Content: provide analysis detailing nutrient content including N-P-K, Ca, Na, Mg, S, and B. (i) Total Nitrogen content 0.9% or above preferred. (ii) Boron: Total shall be <80 ppm; Soluble shall be <2.5 ppm (7) Salinity: Must be reported; < 6.0 mmhos/cm (8) pH shall be between 6.5 and 8. May vary with plant species. Appendix L Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-4 Date: November 28, 2011 b. Compost for Bioretention Soil Texture – Compost for bioretention soils shall be analyzed by an accredited lab using #200, 1/4 inch, 1/2 inch, and 1 inch sieves (ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 1 inch 99 100 1/2 inch 90 100 1/4 inch 40 90 No. 200 2 10 c. Bulk density shall be between 500 and 1100 dry lbs/cubic yard d. Moisture content shall be between 30% - 55% of dry solids. e. Inerts – compost shall be relatively free of inert ingredients, including glass, plastic and paper, < 1 % by weight or volume. f. Weed seed/pathogen destruction – provide proof of process to further reduce pathogens (PFRP). For example, turned windrows must reach min. 55C for 15 days with at least 5 turnings during that period. g. Select Pathogens – Salmonella <3 MPN/4grams of TS, or Coliform Bacteria <10000 MPN/gram. h. Trace Contaminants Metals (Lead, Mercury, Etc.) – Product must meet US EPA, 40 CFR 503 regulations. i. Compost Testing – The compost supplier will test all compost products within 120 calendar days prior to application. Samples will be taken using the STA sample collection protocol. (The sample collection protocol can be obtained from the U.S. Composting Council, 4250 Veterans Memorial Highway, Suite 275, Holbrook, NY 11741 Phone: 631-737-4931, www.compostingcouncil.org). The sample shall be sent to an independent STA Program approved lab. The compost supplier will pay for the test. VERIFICATION OF ALTERNATIVE BIORETENTION SOIL MIXES Bioretention soils not meeting the above criteria shall be evaluated on a case by case basis. Alternative bioretention soil shall meet the following specification: “Soils for bioretention facilities shall be sufficiently permeable to infiltrate runoff at a minimum rate of 5 inches per hour during the life of the facility, and provide sufficient retention of moisture and nutrients to support healthy vegetation.” The following steps shall be followed by municipalities to verify that alternative soil mixes meet the specification: Appendix L Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-5 Date: November 28, 2011 1. General Requirements – Bioretention soil shall achieve a long-term, in-place infiltration rate of at least 5 inches per hour. Bioretention soil shall also support vigorous plant growth. The applicant refers to the entity proposing the soil mixture for approval. a. Submittals – The applicant must submit to the municipality for approval: (1) A sample of mixed bioretention soil. (2) Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification. (3) Certification from an accredited geotechnical testing laboratory that the Bioretention Soil has an infiltration rate between 5 and 12 inches per hour as tested according to Section 1.b.(2)(ii). (4) Organic content test results of mixed Bioretention Soil. Organic content test shall be performed in accordance with by Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”. (5) Grain size analysis results of mixed bioretention soil performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. (6) A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil. (7) The name of the testing laboratory(s) and the following information: (i) contact person(s) (ii) address(s) (iii) phone contact(s) (iv) e-mail address(s) (v) qualifications of laboratory(s), and personnel including date of current certification by STA, ASTM, or approved equal b. Bioretention Soil (1) Bioretention Soil Texture Bioretention Soils shall be analyzed by an accredited lab using #200, and 1/2” inch sieves (ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 1/2 inch 97 100 No. 200 2 5 (2) Bioretention Soil Permeability testing Bioretention Soils shall be analyzed by an accredited geotechnical lab for the following tests: Appendix L Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-6 Date: November 28, 2011 (i) Moisture – density relationships (compaction tests) shall be conducted on bioretention soil. Bioretention soil for the permeability test shall be compacted to 85 to 90 percent of the maximum dry density (ASTM D1557). (ii) Constant head permeability testing in accordance with ASTM D2434 shall be conducted on a minimum of two samples with a 6-inch mold and vacuum saturation. MULCH FOR BIORETENTION FACILITIES Mulch is recommended for the purpose of retaining moisture, preventing erosion and minimizing weed growth. Projects subject to the State’s Model Water Efficiency Landscaping Ordinance (or comparable local ordinance) will be required to provide at least two inches of mulch. Aged mulch, also called compost mulch, reduces the ability of weeds to establish, keeps soil moist, and replenishes soil nutrients. Aged mulch can be obtained through soil suppliers or directly from commercial recycling yards. It is recommended to apply 1" to 2" of composted mulch, once a year, preferably in June following weeding. Appendix L RESOLUTION NO. 3836 , A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ARROYO GRANDE CEASING CITY MAINTENANCE OF TREES PLANTED BY THE CITY ON PRIVATE PROPERTY WHEREAS, in years past the City of Arroyo Grande provided trees that were planted on private property by the City; and WHEREAS, no official record exists that identifies which trees the City may have planted on private property; and WHEREAS, the City has maintained some of the trees planted by the City on private property; and WHEREAS, the City Council deems it to be in the best interest of the City to relinquish any interest in and cease maintaining any and all trees planted by the City on private property. NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of Arroyo Grande hereby relinquishes any and all interest in, and will henceforth cease maintaining any and all trees planted on private property by the City. This Resolution shall take effect immediately upon passage. On motion of Council Member Costello, seconded by Council Member Arnold, and by the· following roll call vote, to wit: AYES: NOES: ABSENT: Council Members Costello, Arnold, Dickens, Guthrie and Mayor Ferraro None None ·the foregoing Resolution was passed and adopted this 26th day of April 2005. Appendix M RESOLUTION NO. 3836 PAGE2. . .. APPROVED AS TO CONTENT: APPROVED A$ TO FORM: NEY l f. I t Appendix M RESOLUTION NO. 3836 · OFFICIAL CERTIFICATION I, KELLY WETMORE, City Clerk of the City of Arroyo Grande, County of San Luis Obispo, State of California, do hereby certify .under pe.nalty of perjury. that Resolution No. 3836 is a true, full, and correct copy of said Resolution passed and adopted at a regular meeting of the City Council of the City of Arroyo Grande on the 26th day of April 2005. · ·. . WITNESS my hand and the Seal of .the City of Arroyo Grande affixed this 27th day of April 2005. . . MORE, CITY CLERK Appendix M