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Home My WebLink AboutKeeton Construction Company (Vol. 3 of 3); 2014-08-19; PWS14-44PEMCITY OF CARLSBAD San Diego County Califomia CONTRACT DOCUMENTS, GENERAL PROVISIONS, TECHNICAL SPECIFICATIONS, AND APPENDICES FOR FIRE STATION 3 CONTRACT NO. 4003 BID NO. PWS14-44PEM Appendices VOLUME 3 OF 3 Revised 1/30/13 Contract No. 4003 Page 1 of 102 Pages TABLE OF CONTENTS APPENDICES APPENDIXA Resident Notification Example APPENDIX B AT & T Requirements and Specifications for Installation of Conduits APPENDIX C Garlsbad Engineering Standard Drawings APPENDIX D San Diego County Department of Public Works Design Standards APPENDIX E Geotechnical Investigation for Fire Station 3, Carlsbad, California dated March 30, 2012 APPENDIX F Commissioning Plan for Carlsbad Fire Station 3, Carlsbad, California dated July 15, 2013 APPENDIX G Storm Water Pollution Prevention Plan for Carlsbad Fire Station 3, Carlsbad, California dated August 27, 2013 APPENDIXA RESIDENT NOTIFICATION EXAMPLE CITY OF CARLSBAD ROAD WORK ABC CONTRACTORS OFFICE # (760)XXX-XXXX FIELD # (760)XXX-XXXX Dear resident: As a part of the City of Carlsbad's ongoing program to maintain its streets, your street will be resurfaced with asphalt concrete over the existing roadway surface. This construction will require the closing of your street to through traffic for one day. Your street, from XYZ St. to DEF Ave. will be closed to through traffic and resurfaced on: MON. TUE. WED. THU. FRI. DATE: XX/XX/XX from 7:00A.M. to 5:00 P.M. Ifyou don't plan to leave your home by 7:00 A.M. on the above date please park your car on an adjacent street in your neighborhood that will not be resurfaced. Streets scheduled for resurfacing can be determined by calling either the Contractor or the City of Carlsbad's Project Inspector. When walking to and from your car, remember not to walk on the newly overlaid street or you will have black residue on the bottom of your shoes. Please do not drive, walk on, walk pets, play, or skate on the newly overlaid asphalt. Also, please refrain from watering your lawns, washing cars, etc., approximately 6-8 hours afterthe asphalt is laid as running water will cause damage to the new surf ASC is the Contractor that will be performing the resurfacing work for the city and you may call them at the above phone number if you have any questions regarding the project. Resurfacing of your street will not occur on the day your trash is collected. Mail delivery may be delayed if the postman cannot reach the mailbox that day. If you have a moving company scheduled for that day please call and inform the Contractor of the date. If you have any concerns which cannot be addressed by the Contractor, you may call the City's Project Inspector @ (xxx) xxx-xxxx. Thank you for your cooperation as we work to make a better City of Carlsbad. 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OJ ca. o ro 3 4-* o "oi 4-> c I- I-< fN rH O IN © APPENDIX C CARLSBAD ENGINEERING STANDARD DRAWINGS The City of Carlsbaci Engineering Standard Drawings are available at the following link: http://web.carisbadca.gov/business/building/codes-standards/Pages/engineering- standards.aspx APPENDIX D SAN DIEGO COUNTY DEPARTMENT OF PUBLIC WORKS DESIGN STANDARDS SAN DIEGO COUNTY DEPARTMENT OF PUBLIC WORKS DESIGN STANDARDS Published by the Department of Public Works CIP Project Development Section October 2012 I- SAN DIEGO COUNTY DEPARTMENT OF PUBLIC WORKS INDEX OF DESIGN STANDARDS NUMBER TITLE DS-01 TYPICAL ROADWAY SECTIONS DS-02 HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 1 DS-03 HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 2 DS-04 HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 3 DS-05 TEMPORARY TURNAROUND AT DEAD END STREET DS-06 TURNAROUND DETAIL AND CALCULATIONS DS-07 ASPHALT CONCRETE DRIVEWAY DS-08 LOT GRADING DS-09 FENCING CUT BANKS AND WALLS DS-10 GRADING OF SLOPES DS-11 REQUIRED SETBACKS DS-12 CONSTRUCTION PLAN LINES, HATCH PATTERNS & SYMBOLS DS-13A STREET NAME SIGN FOR UNSIGNALIZED INTERSECTIONS DS-13B STREET NAME SIGN NOTES FOR UNSIGNALIZED INTERSECTIONS DS-13C STREET NAME SIGN DETAILS FOR UNSIGNALIZED INTERSECTIONS DS-13D STREET NAME SIGN FOR SIGNALIZED INTERSECTIONS DS-13E STREET NAME SIGN NOTES FOR SIGNALIZED INTERSECTIONS DS-13F SIGN MOUNTING DETAIL FOR SIGNALIZED INTERSECTIONS DS-13G ABBREVIATIONS FOR STREET NAME SIGNS DS-14 DIP SECTION (PRIVATE ROAD) DS-15 STREET KNUCKLE DS-16 CLEAR SPACE EASEMENT MARKERS DS-17 GATED DRIVEWAY ENTRANCE TYPE I DS-18 GATED DRIVEWAY ENTRANCE TYPE II DS-19 GATED DRIVEWAY ENTRANCE, TYPE III DS-20A CLEAR SPACE EASEMENT TYPE A DS-20B CLEAR SPACE EASEMENT TYPE B DS-20C LIMITED USE AREA -TYPE A DS-20D LIMITED USE AREA- TYPE B DS-21A CURB RAMP - TYPES A (NEW CONSTRUCTION) DS-21B CURB RAMP - TYPES B (NEW CONSTRUCTION) DS-21 C CURB RAMP -TYPE C (EXISTING SIDEWALK) DS-21 D CURB RAMP - TYPE D (ALLEY STREETS & DRIVEWAYS) DS-21 E GENERAL NOTES FOR CURB RAMPS DS-21 F CURB RAMP DETAILS DS-22 TRENCH RESURFACING TYPE R DS-23A CABLE RAILING FOR RETAINING WALL DS-23B CABLE RAILING DETAILS K/W ROADWAY SECTION SYMMETRICAL ABOUT CF.NTERLINE RIGHT or WAY (R/W) R/W PARKWAY 5 -S" ROADBED SHOULDER I , TRAVELED WAY ,, , MEDIAN, ,, TRAVELED WAY . SHOULCER , 5'-6 PARKWAY SEE DETAIL A PCC CURB & GUTTER PER SAN DIEGO REGIONAL STANDARD DRAWINGS TC - TOP OF CURB LINE FL - GUTTER FLOW LINE LG - LIP OF GUTTER LINE NOTE: AGGREGATE BASE TO EXTEND TO THE OUTSIDE EDGE UNDER PCC CURB & GUTTER NOT TO SCALE NOTES: 1. REFER TO SAN DIEGO COUNTY PUBLIC ROAD STANDARDS (PRS) FOR ADDITIONAL ROADWAY REQUIREMENTS. 2. ADDITIONAL ROAD SURFACING ANO R/W MAY BE REOUIRED FOR MOBIUTY ELEMENT ROADS IN INDUSTRIAL/COMMERCIAL ZONES (4 FEET AND 12 FEET RESPECTIVELY). 3. ADDITIONAL 12 TO 14 FEET OF ROAD SURFACING AND R/W IS REQUIRED FOR FACH ADDiTiONAL TURN UVNE. 4. MOBILITY ELEMENT ROADS DESIGNATED WITH BIKE UNES WILL REQUIRE AN AOOmONAL 10-12 FEET OF ROAD SURFACING AND R/W. THROUGH TRAFFIC LANES ADJACENT TO BIKE L^NES REQUIRE 13 FEET WIDE LANES. REFER TO COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS, SECTION 7, "BIKEWAYS". 5. INTERIM ROADS SHALL HAVE A MINIMUM WIDTH OF 28 FEET OF A.C. ROAD SURFACING WITHIN 40 FEET OF GRADED ROAD BED. WIDTHS WILL BE LARGER IF TRAFFIC VOLUMES REQUIRE MORE TRAVEL LANES. 6. EARTHWORK AND ALL CUT AND FILL SLOPE INCUNATIONS SHALL CONFORM TO THE COUNFT' GRADING ORDINANCE. REVISIONS APPROVED DATE REV JSM 10/2012 DRAW NUMB DS-01 DRAWN AY PBM CHECKED BY: JSiL fftCOMMLNUED HY JEFF S MOODY, P.E. hpmm BY (mm ENQNEER DATE: fS^*!^ ujL m. HiM, EXP SAN DIEGO COUNTY DESIGN STANDARD TYPICAL ROADWAY SECTIONS ,.-R,GHT OF WAY (R/W) TYPICAL ROADWAY SECTION NO SCALE TYPICAL PARKING BAY SECTION NO SCALE » MAX 3% CROSSFALL OR SUPERELEVATION •» SLOPE INCUNATION SHALL CONFORM TO THE CURRENT COUNTY OF SAN DIEGO GRADING ORDINANCE NOTES: 1 THIS STANDARD IS APPLICABLE ONLY TO CATEGORY 2 HILLSIDE RESIDENTIAL STREETS AS DEFINED IN THE COUNTY OF SAN DIEGO PUBLIC ROAO STANDARDS. ,,cr AC uni-^mr- SF<;inFNTIAL STRtFT SIANDARDS ARE APPLICABLE ONLY TO NON-MOBILITY ELEMENT STREETS n ASSIFIEO ATIESTIAL^ OR RESIDENTIAL LOOP STREETS AND ARE NOT APPLICABLE TO STR^TC™ ARENAS ZWED FOR INDUSTRIAL OR MULTIPLE RESIDENTIAL USE. 3 CURB AND GUTTER (C&G) SHALL CONFORM TO SAN DIEGO AREA REGIONAL STANDARD DRAWINGS (RSD). COUNTY OF SAN DIEGO PUBLrC ROAD STANDARDS. AND THESE DESIGN STANDARDS. 4 HMF finn ^Dl.ARE FEET PERPENDICULAR PARKING BAY REQUIREO PER LOT THE COUNTY ENGINEER MAY ALSO ESTABLISH A^ERNATE SIANOIRD I^VC^^^^^ WHICH WILL PROVIDE A MINIMUM OF TWO PARKING STALLS PER LOT 5 EARTHWORK AND CUT AND FILL SLOPES SHALL CONFORM TO REQUIREMENTS OF THE COUNTY OF SAN DIEGO GRADING ORDINANCF DRAWN BY:_EakL [ CHECKFD 0Y:J2L RECOMMENDED BY; JEFF S. MOODY, P.L SAN DIEGO COUNTY DESIGN STANDARD REVISIONS REV mmm{ DATE DRAWN BY:_EakL [ CHECKFD 0Y:J2L RECOMMENDED BY; JEFF S. MOODY, P.L SAN DIEGO COUNTY DESIGN STANDARD REVISIONS REV JSM 10/2012 DRAWN BY:_EakL [ CHECKFD 0Y:J2L RECOMMENDED BY; JEFF S. MOODY, P.L HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 1 APPROVED BY COUNIY tNClNEER /YlLmy DATE:^^'*^ siSiwAi) F^niS. P,E. Ui. NO. WM. EXP J/31/3BH HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 1 APPROVED BY COUNIY tNClNEER /YlLmy DATE:^^'*^ siSiwAi) F^niS. P,E. Ui. NO. WM. EXP J/31/3BH HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 1 DRAW NUMB RIGHT OF WAY (R/W) 'HINGE POINT (HP) ^PARKWAY / PATHWAY ^SHOULDER TOP OF CURB (TC) CURB (RSD G-1) 12' DRIVING LANE-•SlRCET <t '12' DRIVING LANE • TRAVELED WAY TYPE G CURB & GUTTER (C&G) (RSO G-2) /PARKWAY / PATHWAY TC HP /W PLAN NO SCALE R/W STREET 25 R= h" 1YP"N iiii CONCRETE GUTTER DETAIL NO SCALE 3' 12' R/W 25' 3' q TRAVELED WAY 12' 5' 5' 2% 5X MAX CURB (RSD G-1)-niiii ll I MJI||I||I 2St -CONCRETE GUTTER TYPE G C&G (RSD G-2) • MAX 3% CROSSFALL OR SUPERELEVATION »» SLOPE INCLINATION SHALL CONFORM TO THE COUNTY OF SAN DIEGO GRADING ORDINANCE TYPICAL ROADWAY SECTION NO SCALE NOTES: THIS STANDARD IS APPLICABLE ONLY TO CATEGORY 2 HILLSIDE RESIDENTIAL STREETS AS DEFINED IN THE COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS USE OF HILLSIDE RESIDENTIAL STREET STANDARDS ARE APPLICABLE ONLY TO NON-MOBILITY ELEMENT STREETS CLASSIFIED AS RESIDENTIAL, RESIDENTIAL CUL-DE-SAC, OR RESIDENTIAL LOOP STREETS, AND ARE NOT APPUCABLE TO STREETS IN AREAS ZONED FOR COMMERCIAL, INDUSTRIAL OR MULTIPLE RESIDENTIAL USE. CURB AND GUTTER (G&G) SHALL CONFORM TO THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS (RSD), COUNTY OF SAN OIEGO PUBLIC ROAO STANDARDS, AND THESE DESIGN STANDARDS, EARTHWORK AND ALL CUT AND FILL SLOPES SHALL CONFORM TO REOUIREMENTS OF THE COUNTY OF SAN DIEGO GRADING ORDINANCE. DRAWN 8Y: PBM. CHECKEO BY JSM. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DAIE RECOMMENDED BT: JEFF S. MOODY, P.E. SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 APPROVED BY COUNT? ENGINEER /^%-d..a*m*f :\tcx /oAl/ji, HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 2 IspAum rAKIJffRIDOINE, P.E. R.C.E. Nb. i*i2<Ji EXP J/3I/20M HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 2 DRAWING no no NUMBER L'^-UO NOTES -RIGIIT OF WAY (R/W) • -HINGE POINT (HP) PARKWAY / PATHWAY / TOP OF CURB (TC) DRIVING LANE -TYPE G CURB & GUTTER (C&G) (RSD G-2) ^-TRAVELED WAY -.^ DRIVING LANE 1 •-•STREET (fe. 'SHOULDER / PARKING LANE • •TYPE G C&G (RSD G-2) PARKWAY / PATHWAY HP R/w 25' PLAN NO SCALE STREET R/W TRAVELED WAY_ 3- 12' 2% DRIVING LANE 25' R/W 12' DRIVING LANE PARKING LANE * MAX 3% CROSSFALL OR SUPERELEVATION *• SLOPE INCUNATION SHALL CONFORM TO THE COUNTY OF SAN OIEGO GRADING ORDINANCE. TYPICAL ROADWAY SECTION NO SCALE 4. THIS STANDARD IS APPUCABLE ONLY TO CATEGORY 2 HILLSIDE RESIOENTIAL STREETS AS DEFINED IN THt. COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS (PRS). USE OF HILLSIDE RESIDENTIAI STREET STANDARDS ARE APPUCABLE ONLY TO NON MOBIUTY ELEMENT STREETS CLASSIFIED AS RFSIDENTIAL, RESIDENTIAL CUL-OE-SAC. OR RESIDENTIAL LOOP STREETS, AND ARE NOT APPLICABLE TO STREETS IN AREAS ZONED FOR COMMERCIAL, INDUSTRIAL OR MULTIPLE RESIDENTIAL USE CURB AND GUTTER (C&G) SHALL CONFORM TO THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS (RSD), THE COUNTY OF SAN OIEGO PUBUC ROAD STANDARDS, AND THESE DESIGN STANDARDS. LAHIHWORK AND ALL CUT AND FILL SLOPES SHALL CONFORM TO REQUIREMENTS OF THE COUNTY OF SAN DIEGO GRADING ORDINANCE, ORAVllN BY: JEM. CHECKED BtM. SAN DIEGO COUNTY DESIGN STANDARD REVISONS IAPPROVED DATE RECOMMENDED BY: JEFF S,. MOODY, P.E. SAN DIEGO COUNTY DESIGN STANDARD REV j JSM i i DRAWING r NUMBER ^ 10/2012 RECOMMENDED BY: JEFF S,. MOODY, P.E. HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 3 REV j JSM i i DRAWING r NUMBER ^ APPROVED DY COUN:r ENQNEER UWJAMAS FAItfiWSiflE, I'.E. m. 4fei>e, EZP ,v.«/®H HILLSIDE RESIDENTIAL STREET ALTERNATIVE NO. 3 REV j JSM i i DRAWING r NUMBER ^ DS-04 R/w STREET 2% 2% MIN 2% MfN R/W 2% SECTION A:^ NO SCALE LEGEND (A). PROVIDE DIKE OPENING FOR DRAINAGE WHEN REQUIRED (fi) PERMANENT STREET SURFACING (c) CONCRETL GUTTER (SEE DETAIL) (D) TYPE G CURB & GUTTER (C&G) PER RSO G-2 (E) TYPE B DIKE PER RSD G-5 (7) SUBDIVISION LINE (G) GUARD POST BARRICADE PER RSD M-9 RIGHT OF WAY (R/W) R=: Tfp CONCRETE GUTTER DETAIL NO SCALE POINI OF REVERSE CURVE (PRC) -- 2" MIN A.C. ON ADEQUATE BASE AS SPECIFIED BY THE ENGINEER -GUTTER EXTENSION OR OVERSIDE DRAINS WHEN REQUIRED TEMPORARY TURNAROUND LOT A NOTES: •. FOR USE ON EITHER 35' OR 40' WIDE STREETS. 2. R=26' OR 1/2 R/W-2' WHICHEVER IS GREATER. NO SCALE DRAWN 8Y:..£BM . CHECKED BY:JSiL RECOMMENDED BY; JEFF S. MOQOY, P.E. APPROVED BY COUNTY ENONEER wms. MmMifE. P.L ' R,c:E. NO. mm EXP ya/aoH SAN DIEGO COUNTY DESIGN STANDARD TEMPORARY TURNAROUND AT DEAD END STREET REVISIONS APPROVED REV JSM DAlt 10/2012 DRAWNG i-^Q NUMBER L/O-UO 3YM ^ RIGHT OF WAY (R/W) CURB (TC) UP OF GUTTER (LG) TURNAROUND NO SCALE IIMENSION s CURVE 1 CURVE 2 /w 52' A B C D A CURB PROP. A CURB PROP. /w 52' A B C D A R ^ 1 ^ R L T A , R L R L /w 52' 26' 16' 10' 50.95' 46° 4 2'30" 32' 37' 26.09'|13,82' 22' 17.93* 9.50' 273°25*00" 38' 181.34' 48' 229.06' 56' 28' 18' 10' 50.99' 42° SO'OO" 32' 37' 27.66'|l4.52' 27' 20.18' 10 59' 23.77' 265°40"00" 38' 175.20' 48' 222.56' 200.38' 257.32' 60' 72' 30' 36' 20' 26' 10' 68.15' 29''35'31" 100' 51.65' 25.41' 90' 46.48' 10 59' 23.77' 239° 11'02" 38' 158.63' 214.43' 48' 60' 222.56' 200.38' 257.32' 60' 72' 30' 36' 20' 26' 10' 81.39' 32° 51'36" 100' 57.35' 29.49' 90' 51.62' 26.54' 245°43'12" 50' 158.63' 214.43' 48' 60' 222.56' 200.38' 257.32' mm BY:_£filL CHECKED BY:JSIL RECOMMENDED GY; JEFF S MOODY, P.E. APPROVED BY COUNTY ENGINEER WMSi FAKJ^WWL P.F ma. NO, lAm, EXP a/ji/aoH SAN DIEGO COUNTY DESIGN STANDARD TURNAROUND DETAIL AND CALCULATIONS RFvisims APPROVI::D REV DRAW NUMBER JSM DATE 10/2012 NG DS-06 GUTTER FL R/W ROAD r VARIES DEPRESS DIKE -s, 5.5' 10% Q. DRIVEWAY PAVING SCHEDULE •— SEE DRIVEWAY PAVING SCIIEDULE DEPTH OF A.C. GRADE 0.17'" (2") 0.25' (3") 15-20% 0.33' (4") 20-25% ALL AC OVER 0.33' (4") MINIMUM CL II AB MATCH EXIST DWY PROFILE GRADE UNE MATCH EXIST NO SCALE COMPACT ENTIRE STRUCTURAL SECTION TO 95% RELATIVE COMPACTtON RIGHT OF WAY (R/W) TYPICAL SECTION NO SCALE *• SLOPE INCUNATIONS SHALL CONFORM TO THE COUNTY OF SAN DIEGO GRADING ORDINANCE HINGE POINT (HP) GUTTER FLOWLINE (FL) TYPE A DIKE (RSD G-5) NOTES;, R/W -PARKWAY-- 3- FL TYPE A DIKE (RSD G-5) PLAN NO SCALE -DRIVEWAY (I = PROFILE GRADE UNE 1. DRIVEWAY PROFILE. WIDTH (W) AND LENGTH (L) SHALL BE SHOWN ON PLANS, 2. DRIWWAYS WITH GRADES GREATER THAN 15% SHALL BF SURFACED WITH ASPHALT CONCRETE (AC) OR PORTLAND CEMENT CONCRETE (PCC). 3. MAXIMUM GRADE BREAK 14% (5' MINIMUM VERTICAL CURVE PREFERRED). 4. SEE SAN DIEGO AREA REGIONAL STANDARD DRA'WINaS G-15 & G-16 FOR DRIVEWAY LOCATION & WIDTH REQUIREMENTS AND G-14 SERIES FOR PCC DRIVEWAYS. 5. WHEN ROADWAY GRADE EXCEEDS 5% THE DOWNSLOPE PARKWAY SHALL BE SURFACED WITH 0.17 (2"l THICK A.C. BETWEEN THE A.C. DIKE AND HINGE POINT FOR A DISTANCE OF 15 LF FROM THE EDGE OF DRIVEWAY, THE A.C. SURFACING SH.ALL MATCH THE PARKWAY GRADE. 6. ALL DRIVEWAYS SHALL SATISFY COUNTY SIGHT DISTANCE REQUIREMENTS. ORAIiVN BY: PBM j CHECKED BY: JStL RECOMMENOEO SY: JEFF S. MOOOY, P.E. AtVl^ami BY COUNTY ENGINEER (LCE. NO. •n6?q, EXP lj^fm^ SAN DIEGO COUNTY DESIGN STANDARD ASPHALT CONCRETE DRIVEWAY REVISIONS REV APPROVED JSM OATE 10/2012 DRAWNG pjo rv7 NUMBER UJ^-U^ P/L- LOW POINT AT STREET ~, i ,-• PROPERTY LINE (P/L) GRADING PAD 10' MIN \ ..--ELEVATION "B" ,— ELEVATION A --DRAINAGE LOOP SWALE (SEE NOTE 2) P/L HIGH POINT AT STREET tn LJ Cc < > -TOP OF CURB (TC) -LIP OF GUTTER (LG) STREET TYPICAL FINISHED GRADING NO SCALE 1 ELEVATION "A" IS LOCATED AT THE MOST REMOTE CORNER OF THE LOT FROM THIE DRAIN POINT "EIEVATION B". ELEVATION "A" SHALL EQUAL ELEVATION "B" PLUS 1% TIMES ONE-HALF'THE PERIMETER OF THE LOT. 2. DRAINAGE LOOP SWALE SHALL HAVE 1% MINIMUM GRADIENT TOWARDS STREET OR OTHER DISCHARGE POINT. 3. ALL SLOPE SURFACES SHALL BE PROTECTED BY APPROVED EROSION CONTROL MATERIAL. DRAW BY-EfllL j aiEaED BY:JS1L SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DATE f RECOMMENDED BY: JEFF S. MOOOY, P.E. SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 f RECOMMENDED BY: JEFF S. MOOOY, P.E. LOT GRADING REV JSM APPROVED BY COUNTY FHGINEER v&wMi F^maOoiflE. PE, ^ ^ €c.E. NO. 4552a EXP S/3l^m4 LOT GRADING REV APPROVED BY COUNTY FHGINEER v&wMi F^maOoiflE. PE, ^ ^ €c.E. NO. 4552a EXP S/3l^m4 LOT GRADING DRAW NUMB DS-08 ORIGINAL GROUND (OG) SLOPE *:* ,j< / V I / ,/ SEE DETAIL A FINISH GRADE (FG) CUT SLOPE FENCING CUT BANKS NO SCALE *• SLOPE INCLINATION SHALL CONFORM TO TIIE CURRENT COUNTY OF SAN DIEGO GRADING ORDINANCE .3' -- 5' .SEE DS-10 FENCE HEIGHT (H) TO BE SHOWN ON PLAN. Mm em's I2ai2fi 7- DETAILA NO SCALE FENCE DETAILS TO BE SHO'WN ON PLANS RETAINING WALL DETAILS TO BE SHOWN ON PLANS BROW DITCH (RSD D-/5) FENCE FENCING RETAINING WALLS FOR WALL HEIGHTS GREATER THAN 4 FT. NO SCALE NOTES: 1. CHAIN LINK FENCE OR ALTERNATE FENCE ACCEPTABLE TO THE COUNTY ENGINCCR SHALL BE INSTALLED ALONG THE TOP OF SLOPES EXCEEDING 15 FEET VERTICAL HEIGHT ANO 3: i (HORIZONTAL VERTICAL) SLOPE AND ALONG THE TOP OF ALL WALLS EXCEEDING 4 FEET 'i/ERTICAL HEIGHT. 2. RETAINING WALLS AND FENCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH SAN DIEGO COUNTY APPROVED PLANS DRAWN RY PBM . CHECKEO BY:JSU. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED OATE RECOMMENDED BY: JEFF S. MOOOY, P.L SAN DIEGO COUNTY DESIGN STANDARD REV JSM io/eoi2 ,*PRG*0 BY COUNTY ENONEER /wi*?*/ DATE:^54^ 'Mium'mmmm, f.t / ' mj., NO. 445ZS, rxP 3/31/2S3M FENCING CUT BANKS AND WALLS ,*PRG*0 BY COUNTY ENONEER /wi*?*/ DATE:^54^ 'Mium'mmmm, f.t / ' mj., NO. 445ZS, rxP 3/31/2S3M FENCING CUT BANKS AND WALLS ,*PRG*0 BY COUNTY ENONEER /wi*?*/ DATE:^54^ 'Mium'mmmm, f.t / ' mj., NO. 445ZS, rxP 3/31/2S3M FENCING CUT BANKS AND WALLS DRAV/ING no NUMBER LJ^^-Uy FOR FENCING REQUIREMENTS SFE DS-09 FOR SETBACK REQUIREMENTS SEE DS-11 --PROPFRTY UNE (P/L) ORIGINAL GROUND (OG) SURFACE FINISH GRADE (FG) SURFACE ~x.^' SEE DETAIL A TYPICAL CUT SLOPE NO SCALE OG (CUT SLOPE) ** ** SLOPE INCUNATION SHALL CONFORM TO THE CURRENT COUNTY OF SAN DIEGO GRADING ORDINANCE OG (FILL SLOPE) v..,.. SLOPE ROUNDING SEE TABLE 2 DETAILA NO SCALE NOTES: 0 BROW DITCH PER RSD D-75 @ TERRACE DITCH PER RSO D-75 (J) REMOVE SOIL .MANTLE (K) BENCHES REQUIRED FOR ORIGINAL ^ GROUND SLOPE GREATER THAN 5:1 rs) Al I FILL MUST BE COMPACTED TO A MINIMUM 90% RELATIVE COMPACTION (RC) EXCEPT FOR THE OUTER 8" OF SLOPE SURFACE WHICH MAY BE GRID ROLLED TO 85% RC SEE DETAIL A — SLOPE ROUNDING / SEE TABLE 2 TABLE 2 SLOPE ROUNDING DETAIL B NO SCALE H FEET L FEET 0'-5' _. 5'-20' 2.5' 20'-40' OVER 40' 10' SEE DETAIL B -- TYPICAL FILL SLOPE NO SCALE ' DRAW! BY:-£ett_ CHECKEO 8Y:JSll RECOMMENDED BY JEFF S. MOOOY, P.E. APPROVED BY COUNTY ENGINEER \itt. Ama, Its' ijy^jmi SAN DIEGO COUNTY DESIGN STANDARD GRADING OF SLOPES REVISIONS REV DRAWNG nQ in NUMBER L^^-'^ APPROVI.:D JSM __OATE 10/2012 NG P/L- /-PROPERTY ^ UNE (P/L) PROPERTY LINE SETBACKS NO SCALE ** SLOPE INCLINATION SHALL CONFORM WITH THE CURRENT COUNTY OF SAN DIEGO GRADING ORDINANCE ''y BLDG, / Y/.///.f 3LDG 1 c_i BUILDING SETBACKS NO SCALE REQUIRED SETBACKS H FEET A B D 0-15 l'-6" 5" 3' 15-30 3" 5' 5' OVER 30 5' 5" 5' NQIES:. A = DISTANCE FROM TOE OF SLOPE TO PROPERTY LINE. B = DISTANCE FROM EDGE OF FOUNDATION TO TOE OR TOP OF SLOPE. D = DISTANCE FROM TOP OF SLOPE TO PROPERTY LINE. H = TOTAL SLOPE HEIGHT MEASURED VERTICALLY. mm HV- PBM , CHECKED BY: .JSM. RECOMMENDED BY: JEFF S. MOODY, P.E APPRC^JlO BY COUNTY ENGINEER -/ &A|t; mm FAKWiRiSBIIff. PI R.C.E. NO, 44520. EXP J./3i/30H SAN DIEGO COUNTY DESIGN STANDARD REQUIRED SETBACKS REVISIONS iARDROVEDi OATE REV JSM i 10/2012 '•*m^ DRAWING no 1-1 NUMBER ' ' ENVIRONMENTAL LINES Area of Potentiol EffRCt.s Environmentally Sensitive Areu - ~ ^rojecl Impuct Area irrlgotion IRR GENERAL LINES AC Dike (Lobel Type) Curb ic Gutter (Label) —r— APE- -ESA- PiA — - • IRR IRR-• IRR- TC CTop of Curb) Ditch Ditch Lined Unlined LG"(Lipof Gutter) -[=>c=>c:i>crC>c=>c=>c;>i=>c=>i=:> Exist Edge of Pavement Fence - Barbed Wire - F ence — Chainlink Fence - Wood Fiber Roll Guord Roll Retoininy Wall (CMU) Retaining Wall (General, Label Type) Right of Way Slope Limit Lines Storm Drain Pipe UTIUTY LINES Cable TV Electrical Fiber Optic Gas Line Methane Cos Overhead Electrical Sewer Line Telephone Water Line w— X X -o nv — X •- —0-- X — X —O ---D n- -—n— - FR FR FR FR FR- r B—— "TT R/W- -) L ! I— n—• 11 SD SD — -80- -! I—i I -SD — c •— c c — c — c — E E t E -— E - FO FO FO FO G G G G G — • MG MG MG MG MG - — 01 I-F OH-E- - S S S — T T • T - W • • W • w • OH-E S S — - T T w w — J .Ji . I ,.J ,,.! ,J ,J ,-i HATCH PATTERNS Aspoholt Concrete (AC) Aggregote Base (AB) Demolition/Const. Zone Disintegrated Gronite (OG) Existing Ground Hydroseed/Erosion Control Pavement Rernouol Portlond Cement Concrte (PCC) PCC in PIcn View r J-S PCC in Section View Plane ond Overlay AC POINTS tPlan Vle\w) BC & EC Bench Mark C Monument PI or Angle PT MISCELLANEOUS SYMBOLS Controcled Line (not to scale) Limil Arrows — Cutting Plane |_ \ V X / Bridge or Box Culvert ^j!^- \ o Hi CD i d 2 RS Cl' -A-— Wing Wol!-A Culvert- Headwoll or Endwoll —- lype L Wall X CADASTRAL LINES AND SYMBOLS LAND LINES Township Lines Section Lines Grand Line (Roncho Boundary or Indian Reservotion) Subdivision Boundary Line City/County Boundary Line Property Line Lot Line Easement Line ..Lobgl Lobel SECTION LINES Section Comer LobfiL Countv 2 1 11 12 Section Center J 1.0 1/4 Section N~S i. I 1/4 Section E-W ..City Colifomlo CoGcdinDto tvnttm Zone S NAD ta DRAWN BY:.,PRM CHLCKEO BY .JSM. RECOMMENDEO flY: JEFF S. MOODY, P.E. APPROVED BY COUNTY ENONEER DATE: iiir^wMAii rmimsm., fi. SAN DiEGO COUNTY DESIGN STANDARD CONSTRUCTION PLAN LINES, HATCH PATTERNS & SYMBOLS REVISIONS fAPPROVED REV JSM DATE 10/2012 DRAWING HQ IO NUMBER LJ^-'^ VARIES (24" MIN. TO 60" MAX) 1" MIN LEFT MARGIN 1/2" RADIUS TYP 1 MIN RIGHT MARGIN PRIVATE ROAD DESIGNATOR SEE DS-138 NOTE 6 2" MIN CLR Rodgier Rd »VT~ 12300 DIRECTIONAL ARROW SEE DETAIL AND DS-13B NOTE 2 STREET NAME SEE DS-13B NOTE 3 BLOCK NUMBER SEE DS-13B NOTE 4 BLOCK NUMBER ARROW SEE DETAIL AND DS-13B NOTE 5 3 1/2" 2 3/4" SEE NOTES ON DS-13B FOR ADDITIONAL SPECIFICATIONS AND REQUIREMENTS DIRECTIONAL ARROW DETAIL DRAWN RY- OF CHECKED BY:JSi!i SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DATE RECOMMENOED BY: JEF S. MOOOY, P.E. SAN DIEGO COUNTY DESIGN STANDARD NEW JSM 10/2012 mmSs BY COIMTY ENGINEER mrl^m^ DATE:. .4/^ ioHMW FAKteBBWE, P.E. ^ le t. Nt). m% EXP 3/31/2)14 STREET NAIVIE SIGN FOR UNSIGNALIZED INTERSECTIONS mmSs BY COIMTY ENGINEER mrl^m^ DATE:. .4/^ ioHMW FAKteBBWE, P.E. ^ le t. Nt). m% EXP 3/31/2)14 STREET NAIVIE SIGN FOR UNSIGNALIZED INTERSECTIONS mmSs BY COIMTY ENGINEER mrl^m^ DATE:. .4/^ ioHMW FAKteBBWE, P.E. ^ le t. Nt). m% EXP 3/31/2)14 STREET NAIVIE SIGN FOR UNSIGNALIZED INTERSECTIONS DRAWI NUMB 7. THE BLADES OF STREET NAME SIGNS AT UNSIGNALIZED INTERSECTIONS SHALL BE DOUBLE FACED WITH A GREEN BACKGROUND AND WHITE LEGEND. THE STREET NAME SIGN BLADE Bl ANK SHALL BE 0 125" THICK ALUMINUM ALLOY 6063-T6. 6061-T5, 5052-H38, OR APPROVED EQUAL. UNLESS OTHERWISE SPECIFIED, THE SMALLEST POSSIBLE BLANK WHICH MEETS THESE SPECIFICATIONS AND MAINTAINS AESTHETICS SHALL BE USED FOR EACH STREET NAME SIGN BLADE. BOTH FACES OF THE BLANK SHALL BE COMPLETELY COVERED WITH EITHER WHITE ASTM D4956 TYPE IX SIGN SHEETING (^M DIAMOND GRADE VIP WHITE 3990 OR APPROVED EQUAL) OR PROPOSED TYPE XI SIGN SHEETING (3M DIAMOND GRADE DG3 WHITE 4090 OR APPROVED EQUAL). THEN, 3M ELECTRONIC CUTTABLE TRANSPARENT FIIM GRFFN 1177 (OR APPROVED'EQUAL) WITH THE DESIGNATED STREET NAME SIGN INFORMATION CUT OUT SHALL BE APPLIED TO BOTH SIGN FACES OF THE BLADE. THE YELLOW PRIVATE ROAD DESIGNATOR SHALL BE APPUED PER NOTE 6. LASTLY, BOTH SIDES OF THE BLADE IS COVERED V/ITH PREMIUM CLEAR PROTECTIVE OVERLAY FILM (3M 1160 OR EQUIVALEN f). ALL SIGN SHEETING AND FILMS USED ON EACH STREET NAME SIGN BLADE SHALL BE COMPATIBLE TO ENSURE MATERIAL WARRANTIES ARE EFFECTIVE. THE DIRECTIONAL ARROW SHALL BE USED AT INTERSECTIONS THAT HAVE STREET NAME CHANGES, THE DIRECTIONAL ARROW INDICATES WHICH LEG OF THL INTERSECTION HAS THF RESPECTIVE STREET NAME THE DIRECTIONAL ARROW IS DISPLAYED IN WHITE ON THE BLADE. THE COMPASS DIRECTION OF THE DIRECTIONAL ARROW FOR EACH STREET NAME SIGN BLADE SHALL BE SPECIFIED WHEN ORDERED, THF STREET NAME IS DISPLAYED IN WHITE ON THE STREET NAME SIGN BLADE, ONLY THE OFFICIAL COUNTY RECORDED NAMt ANO SPELUNG SHALL BE USED ON THE STREET NAME SIGN. ONLY COUNTY APPROVED ABBREVIATIONS PER 0S-13G SHALL BE USED ON THE STREET NAME SIGN BLADES, THE STREET NAME SHALL BE CENTERED VERTICALLY ON EACH STREET NAME SIGN BLADE. THE STREET NAME LETTERING SHALL BE 6" UPPERCASE AND 4,5" LOWERCASE HIGHWAY GOTHIC FONT, WITH STYLE AND SPACING AS ESTABUSHEO IN THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (CAMUTCD) CURRENT EDITION. STROKE WIDTH ANO LETTER WIDTH USED FOR THE WHOLE STREET NAME MAY VARY FROM SERIES B TO SERIES E (REFER TO FHWA STANDARD SIGNS AND MARKINGS SIGN FONTS AT HTTP-//MUTCD.FHWA.DOT.GOV/SHSE/ALPHABETS.PDF). THE MINIMUM GAP DISTANCE BETWEEN THE DIRECTIONAL ARROW AND THE STREET NAME SHALL EQtJAL THE SPACING USED FOR THE BLANK SPACES IN THE STREET NAME, THE BLOCK NUMBER IS DISPLAYED IN WHITE ON THE STRtt f NAMt SIGN BLADE, THE BLOCK NUMBER LETTERING SHALL BE 3" HIGH HIGHWAY GOTHIC FONT WITH STYLE AND SPACING AS ESTABUSHED BY THE CAMUTCD CURRENT EDITION. THE SERIES USED FOR THE WHOLE BLOCK NUMBER SHALL BE OF THE SAME SERIES THAT IS USED FOR THE STREET NAME. THE BLOCK NUMBER ARROW IS DISPLAYED IN WHITE ON THE STREET NAME SIGN BLADE. THE BLOCK NUMBER ARROW SHALL BE CENTERED BELOW THE BLOCK NUMBER. THE COMPASS DIRECTION OF THE BLOCK NUMBER ARROW FOR EACH STREET NAME SIGN BLADE SHALL BE SPEC!F"IED WHEN ORDERED. THE PRIVATE ROAD DESIGNATOR (PVT) IS ONLY USED ON STREET NAME BLADES FOR ROADS THAT ARE NOT MAINTAINED BY THE COUNTY OF SAN DIEGO (PRIVATE ROADS). THE PVT IS DISPLAYED IN YELLOW ON THE STREET NAME BLADE. THE PVT SHALL BE CENTERED ABOVE THE BLOCK NUMBER, THE PVT LETTERING SHALL BE 1 1/4" UPPERCASE HIGHWAY GOTHIC FONT SERIES E WITH STYLE AND SPACING AS ESTABUSHED BY THE CAMUTCD, CURRENT EDITION. TFIE PVT SHALL BE MADE OF ASTM D4956 TYPE I SHEETING (3M PRiSMATlC ENGINEER GRADE YELLOW 3431 OR APPROVED EQUAL) AND PLACED ON THE STREET NAME SIGN BLADE PRIOR. TO THE CLEAR PROTECTIVE OVERLAY SHEETING. STREET NAME SIGNS SHALL BE MOUNTED ON POLES PER DS-13C. NO OTHER SIGNS SHALL BE MOUNTED ON STREET NAME SIGN POLES UNLESS TALLER POLES ARE SPECIFIED TO MEET CAMUTCD REQUIRED GROUND CLEARANCES FOR SIGNS. mm BY:_J£_ 1 CHECKEO BY;J4i(S. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DATE RECOMMFNOFD BY: JEFF S, MOODY, P,£. SAN DIEGO COUNTY DESIGN STANDARD NEW JSM 10/2012 APPROWi BY COUNTY ENGINEER UCti/witt FAJffesiiSiF^ P.E, fi.CE. NO. «5S0, EXP 3/31/20H STREET NAME SIGN NOTES FOR UNSIGNALIZED INTERSECTIONS NEW APPROWi BY COUNTY ENGINEER UCti/witt FAJffesiiSiF^ P.E, fi.CE. NO. «5S0, EXP 3/31/20H STREET NAME SIGN NOTES FOR UNSIGNALIZED INTERSECTIONS DRAW NUMB DS-13B SiGN TO SIGN CAST ALUMINUM BRACKET, DIMENSION TO BE COMPATIBLE WITH POST CAP -• SEE POST CAP DETAIL 12' X 2 - O.D. ALUMINUM ALLOY 6063-T6, CLEAR ANODIZED POST 4 'Vw 4-(TYP.) 4 ^Xe" TYPICAL STREET NAME BLADE DETAIL DRILL HOLE TO SECURE CAP TO POST WITH SCREW OR RIVET - * SEE NOTE 7 o ON DS-13B 120-Vv\, TYP.\^ SETBACK (SEE TABLE) SLOPE TO K" ABOVE GRADE ... POST CAP DETAIL 1O"0 X 4'-0" PCC FOOTING (3) ' DRILL AND TAP FOR ^6 #18 SET SCREW (3 PLACES) POST CAP HALF-SECTION DETAIL NOTES: (?) DRILL ll/32"ia THROUGH HOLE NEAR SIDE FLANGE (TYP 2 LOCATIONS). DRILL AND TAP FOR 5/16"-#18 BOLTS IN UNE V^TH 11/32"0 HOLES. (?) ALL ATTACHING SCREWS SHALL BE VANDAL PROOF TYPE AND GREASED BEFORE INSTALLATION. (3) CONCRETE SHALL BE EITHER GREENBOOK 520-C-2.50n OR • MINOR CONCRETE PER CALTRANS STANDARD SPECIFICATIONS AS SPECIFIED BY THE ENGINEER. MINOR STREET < h t LlJ -I LL) O ce CL H- O (/) CC H- cr LU 32 2 CURB AND SIDEWALK SIDEWALK WIDTH MINIMUM SETBACK CONTIGUOUS 6' OR LESS SIDEWALK WIDTH CONTIGUOUS MORE THAN 6' 5' NON CONTIGUOUS 5' MINOR STREET STREET NAME SIGN LOCATION NUMBER INDICATES PRIORITY OF LOCATION SELECTION DRAWN BY: CF CHECKED BYJaS. RECOMMENDED BY: JEFF S. MOODY^ P.E. APFil iqm BY COUNTY ENGINEER DME m mmmm.. P.L E.E. NO. EXP V31/W4 SAN DiEGO COUNTY DESIGN STANDARD STREET NAME SIGN DETAILS FOR UNSIGNALIZED INTERSECTIONS REVISIONS REV APPROVED JSM OATE 10/2012 DRAWING NUMBER DS-13C BACKGROUND SEE DS-13E NOTE 1 VARIES (36" MINIMUM TO 60" MAXIMUM) • BLOCK NUMBER ARROW 4 5/8" 5 3/a" BLOCK NUMBER ARROWJDETAIL DIRECTIONAL ARROW DETAIL SEE NOTES ON DS-13E FOR ADDITIONAL SPECIFICATIONS AND REQUIREMENTS DRAWN HY GF CHECKED BY: JCVS RECOMMENDED BY; JEFF S. MOOOY, P.E. APPRO'*!' BY COUNTY ENGINEER OATE . »„ri*|jlAB FiM^CMjE. P.E / ^•CL NO. ^mi, EXP ip\/7.m SAN DIEGO COUNTY DESIGN STANDARD STREET NAME SIGN FOR SIGNALIZED INTERSECTIONS REVISIONS NEW APPROVEOi OATE JSM 10/2012 DRAWING HQ ^rin NUMBER LJo-lOU 1. STREET NAMt SIGNS AT SIGNALIZED INTERSECTIONS SHALL BE SINGLE FACED SIGNS WITH GREEN BACKGROUND, WHITE LEGEND. AND WHITE, 1" WIDE BORDER, THF STREET NAME SIGN BLANK SHALL BE 0.080" THICK ALUMINUM ALLOY 6053-T6, 6051-T6. 5052-H38, OR APPROVED EQUAL. UNLESS OTHERWISE SPECIFIED. THE SMALLEST POSSIBLE BLANK WHICH MEETS THESF SPECIFICATIONS AND MAINTAINS AESTHETICS SHALL BE USED FOR EACH STREET NAMt SIGN, THE BLANK SHALL BE COMPLETELY COVERED WITH EITHER WHITE ASTM D4956 TYPE IX SIGN SHEETING (3M DIAMOND GRADE VIP WHITE 3990 OR APPROVED EQUAL) OR TYPE XI SIGN SHEETING (3M DIAMOND GRADE DG3 WHITE 4090 OR APPROVED EQUAL). THEN. A SINGLE SHEET OF 3M ELECTRONIC CUTTABLE TRANSPARENT FILM GREEN 1177 (OR APPROVED EQUAL) WITH THE DESIGNATED STREET NAME SIGN INFORMATION CUT OUT SHALL BE APPUED TO THE SIGN FACE. THE l" WIDE BORDER SIIALL HAVE ROUNDED CORNERS (3" OUTSIDE RADIUS TYPICAL), LASTLY, THE SIGN FACE SHALL BE COVERED WITH PREMIUM CLEAR PROTECTIVE OVERLAY FILM (3M 1160 OR EQUIVALENT). ALL SHEETING AND FILMS USED ON EACH STREET NAME SIGN SHALL BE COMPATIBLE TO ENSURE MATERIAL WARRANTIES ARE EFFECTIVE, 2. THE DIRECTIONAL ARROW SHALL BE USED AT INTERSECTIONS THAT HAVE STREET NAME CHANGES. AND SHAI 1. INDICATE WHICH LEG OF THE INTERSECTION HAS THE RESPECTIVE STREET NAME THE DIRECTIONAL ARROW IS DISPLAYED IN WHITE ON THE BLADE. THE DIRECTIONAL ARROW IS CENTERED VERTICALLY WITH RESPECT TO THE ASSOCIATED LINE OF TEXT. THE COMPASS DIRECTION OF THE DIRECTIONAL ARROW FOR EACH STREET NAME SIGN BLADE SHALL BE SPECIFIED WHEN ORDERED. 3. THE STREET NAME IS DISPLAYED IN WHITE ON THE STREET NAME SIGN. ONLY THE OFFICIAL COUNTY RECORDED NAME AND SPELUNG SHALL BE USED ON THE STREET NAME SIGN, ONi Y COUNTY APPROVED ABBREVIATIONS PER DS~13G SHALL BE USED ON THE STREET NAME SIGNS. THE STREET NAMF SIGN LETTERING SHALL BE 6" UPPERCASE AND 4.5" LOWERCASE HIGHWAY GOTHIC FONT, ViflTH STYLE AND SPACING AS ESTABUSHED IN THE CAUFORNIA MANUAL ON UNIFORM TRAFFIC DEVICES (CAMUTCD), CURRENT EDITION. STROKE WIDTH AND LETTER WIDTH USED FOR THE WHOLE STREET NAME MAY VARY FROM SERIES B TO SERIES E (REFER TO FHWA STANDARD SIGNS AND MARKINGS SIGN FONTS AT HTTP;//MUTCD.FHWA.DOT.GOV/SHSE/ALPHABETS.PDF). THF MINIMUM GAP DISTANCE BETWEEN THE DIRECTIONAL ARROW AND THE STREET NAME SHALL EQUAL THE SPACING USED FOR THE BLANK SPACES IN THE STREET NAME. THE FIRST UNE OF TEXT ON THE SIGN SHALL ONLY CONTAIN THE NAME OF THE STREET. IF THE STREET NAME IS MADE OF PARTS, SOME OF THE PARTS OF THE NAME MAY BE PUT ON THE SECOND LINE OF TEXT TO MINIMIZE THE LENGTH OF THE SIGN. THE STREET NAME SUFFIX (St, Bl, Rd, Av, Dr, Ln, Wy) SHALL BE PLACED ON THE SECOND UNE OF TEXT, BOTH UNES OF TEXT ARE TO BE CENTERED HORIZONTALLY ON THE SIGN. 4 THE BLOCK NUMBER IS DISPLAYED IN WHITE ON THE STREET NAME SIGN. THE BLOCK NUMBER LETTERING SHALL BE 4.5" HIGH HIGHWAY GOTHIC FONT, WITH STY1.E AND SPACING PER CAMUTCD, CURRENT EDITION. THE SERIES USED FOR THE WHOLE BLOCK NUMBER SHALL BE THE SAME SERIES THAT IS USED FOR THE STREET NAME. THE BLOCK NUMBER SHALL BE CENTERED HORIZONTALLY ON THE STREET NAME SIGN. 5. IF THE BLOCK NUMBER INCREASES TO THE LEFT OF THE SIGN. THEN USE A LEFT BLOCK NUMBER ARROW ON THE LEFT SIDE OF THE BLOCK NUMBER. BLOCK NUMBER AND THE BLOCK NUMBER ARROW SHALL BE SEPARATED BY 4". THE COMPASS DIRECTION OF THE BLOCK NUMBER ARROW FOR EACH STREET NAME SIGN SHALL BE SPECIFIED WHEN ORDERED. 6, SIGNS SHALL BE MOUNTED ON TRAFFIC SIGNAL POLES PER DS-13F. REVISIONS APPROVED DAIL HEW JSM 10/2012 DRAW NUMB DS-13E mm BY:_G£_ CHECKEO BY: JOS. RECOMMENDED BY: £FF S. MOODY, P.E. fipmim BY mm ENQNEER mvBm F»!iws jR.cE, NC. *«52C, , EXP 3/3l/«)K SAN DIEGO COUNTY DESIGN STANDARD STREET NAME SIGN NOTES FOR SIGNALIZED INTERSECTIONS MAST ARM- 1 MAST ARM MOUNTED STREET NAME SIGN (ALTERNATIVE MOUNTING POSITION) SEE NOTE 2 POLE -POLE MOUNTED STREET NAME SIGN (PREFERRED MOUNTING POSITION) SEE NOTE 1 APPROXIMATELY 17' CLEARANCE FROM GROUND SURFACE TYPICAL ELEVATION 1 THE NEW STREET NAME SIGN SHALL BE MOUNTED ON THE POLE APPROXIMATELY 17 FEE I ABOVE THE rROIINn SURFACE (ABOVE THE POLE MOUNTED SIGNAL HEAD AND IF POSSIBLE ABOVE THE MAST ARM). mi uoumm %s^^^ SHALL BE AN ASTRO SIGN-BRAC BAND MOUNT ASSEMBLY OR APPROVED SuAL ONE MOuSfc BRACKET ASSEMBLY SHALL BE USED PER 16 SQUARE FEET OF SIGN AREA^ ^irKiS SHAI I BF MOUNTED WITH A 5-DEGREE TILT FROM VERTICAL TOWARD ONCOMING TRAFFIC FOR EASY READINI SIGNI SSAJL BE MOUNTED SO THAT THE SIGN TEXT IS LEVEL SITE PLANS SHALL SHOW THE APPROXIMATE ORIENTATIONS OF INDIVIDUAL SIGNS, 5 IF THE NEW STREET NAME SIGN CANNOT BE MOUNTED ON THE POLE AS DESCRIBED ABOVE, THE SIGN SHILL BE MSNTED ON THE MAST ARM NEXT TO THE POLE, AN ASTRO SIGN-BRAC BAND MOUNT ASSEMBLY OR APPROVED EQUAL SHALL BE USED TO MOUNT THE NEW STREET NAME SIGN ONTO THE ?RAFFIC LNAL MAST ARM ON^ MOUNTING BRACKET ASSEMBLY SHALL BE USED PER 16 SQUARE FEET OF SIGN AREA SIGNS SHALL BE MOUNTED WITH A 5-DEGREE T|LT FROM VERTICAL TOWARD ONCOMING ?RAmC FOR EASY READING SIGNS SHALL BE MOUNTED SO THAT THE SIGN TEXT IS LEVEL, SITE PLANS SHALL SHOW THE APPROXIMATE ORIENTATIONS OF INDIVIDUAL SIGNS, DRAWN BY:J2:_ CHECKED BY:Jfl& RECOMMENDED BY JEFF S. MOODY, P.L APP^MB BY €tt.iNlY hWlNIM .jflAKAO f AKWawiHE, P.E m NO. 44520. EXP 3/31/ai4 DATL^^ SAN DIEGO COUNTY DESIGN STANDARD SIGN MOUNTING DETAIL FOR SIGNALIZED INTERSECTIONS REVISIONS APPROVED NEW DRAW NUMBER JSM DATE 10/2012 NG DS-13F NAME TO BE ABBREVIATED ABBREVIATION NAME TO ABBREVIATED ABBREVIATION Avenida Avd Place PI Avenue Av Plaza PIz Boulevard Bl RombIa Rmblo Calle Cl Ranch Rch Calle jon Clj Rancho Rcho Gaminito Cmto Ridge Rdg Camino Cam River Riv Center Ctr Road Rd Circle Cir Cte Saint - used ot the beginning of a name St Corte Cir Cte Saint - used ot the beginning of a name St Court Ct Santa Snto Creek Ck South S Drive Dr Spring Spg East E Springs Spgs Estate Est Station Sto Freeway Fwy Street — used ot the end of a name St Gardens Gdns Street — used ot the end of a name St Heights Hts Summit Smt Highlands Hghlds Terroce Ter Highway Hwy Trail Tr Lake Lk Truck Trail TT Lane Ln Valley VI y Loop Lp View Vw Meadow Mdw Village VI g Mount Mt Vista Vis Mountain Mtn Way Wy North N West W Park Pk Parkway Pkwy Paseo Pes DRAWN BY:_GL CHECKED BY: i(¥S. RECOMMENDED BY JEFF S, MOODY, P,E DAlt WHAMAC FApfiilODINE. PX ' let NO. 4^520, Kp :!/}i/gtri-i SAN DIEGO COUNTY DESIGN STANDARD ABBREVIATIONS FOR STREET NAME SIGNS REVISIONS NEW DRAW NUMBER APPROVED JSM DATE 10/2012 NG DS-13G --•^rifSTE RSP PER RSD D-40- illlrifirir"" '- ^-LOW FLOW CULVERTS SECTION A-A NO SCALE CONCRETE SECTION-SEE NOTE 3 • CULVERT TYPE AND SLOPE SHALL BE SHOWN ON PLANS A i V.C. V.C, —y"i y ' 1 -TOE OF CONCRETE RSP PER RSD D-40 PROFILE NO SCALE NOTES: DIP SECTIONS SHALL CONFORM TO SECTION 5.11. "DRAINAGE IMPROVEMENTS" OF THE COUNTY OF SAN OIEGO PUBUC ROAD STANDARDS. THE MAXIMUM WATER DEPTH FOR A 010 FREQUENCY STORM (D), SHALL NOT EXCEED 10" AND THE DEPTH (D) IN FEET MULTIPUED BY THE VELOCITY (V) IN FEET PER SECOND SHALL NOT EXCEED 6, 3. PORTLAND CEMENT CONCRETE SHALL EXTEND AT LEAST TO THE UMITS OF THE QIOO FLOODWAY. 4 VERTICAL CURVES (V.C.) SHALL BE DESIGNED IN ACCORDANCE 'WITH AASHTO POUCY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 5 LOW FLOW CULVERTS (18" MINIMUM DIAMETER) MAY BE OMITTEO IF THE CONDITIONS OF NOTES 2 AND 3 CAN BE SATISFIED WITHOUT THEIR USE, B PORTLAND CEMENT CONCRETE SHALL CONFORM TO EITHER GREENBOOK 560-C-325O OR CALTRANS MINOR CONCRETE. REINFORCING STEEL SHALL CONSIST OF A MINIMUM 6" X 6" X 10 GA WWF. DRAWN BYJEBM- CHECKED 8Y;JSI1 RECOMMENDEO BY: JEFF S. MOODY, P.E APPROVED BY CtilMY ENGINEER DATE «i*tAMftO FSOifilfDDINE, P,E. R.C.E M. «B, IW j/31/2014 SAN DIEGO COUNTY DESIGN STANDARD DIP SECTION (PRIVATE ROAD) REVISIONS REV APPROVED JSM DAIC 10/2012 DRAWING no IA NUMBER LJO-I^ 1. A =110" MAX. AND 70' MIN. IFA IS GREATER THAN 110', THEN 200' MINIMUM CENTERLINE RADIUS REOUIRED. 2. tTESIGNER TO SHOW CbN FFRUNE CURVE DATA: R.A, L, T, Rl, AND R2 ON PLANS. PLAN NO SCALE A (R/W) B Rl* R2* C» 72' 52' 80" 40' 10' 60' 40' 68' 30' 10' 56' 36' 64'" 30' 52' 32" 60' 30' 10' 48' 28' 56' 30''"' 10""" * DIMENSIONS SHOWN ARE MINIMUMS DRAWN RY PBM CHECKED BY:^ SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DATE RECOMMENDED BY: JEFF S, MOODY, P.E SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 APPROVED BY COUIttY ENGINEER if^jvHAfl' FAt^^lfJ^KiilF P E. f ^ R(,'.£. NO. "tSsii), EXP 3/31/2014 STREET KNUCKLE APPROVED BY COUIttY ENGINEER if^jvHAfl' FAt^^lfJ^KiilF P E. f ^ R(,'.£. NO. "tSsii), EXP 3/31/2014 STREET KNUCKLE DRAW NUMB ^{f DS-15 "-•mu/^ - 2 1 /2" a BRONZE MARKE=? 2 1/2" SHANK 3/4" 0 X 2-,iy2"--i: GALVANIZED STEEL PIPE 2" <t> I.D. X 24" LONG BRONZE MARKER NO SCALE NOTEA ROTATE ARROW TO INDICATE LOCATION OF TARGET POINT. SHOW SIGHT DISTANCE (XX) IN FEET QUICK SET CONCRETE TYPE 2 MARKER NO SCALE TARGET POINT FYPE 1 lYPt 2 EDGE OF PAVEMENT OR PCC CURB PROLONGATION EDGE OF PAVEMENT OR CURB LINE —- MAJOR ROAD r^ OBSERVATION POINT INTERSECTION DETAIL NO SCALE NOTES: TYPE 1; BRONZE MARKER TO BE SET IN PCC CURB WHERE UNE-OF-SIGHT INTERSECTS CURD, TYPE 2- IF NO PCC CURB SET" BRONZE MARKER IN CONCRETE IN 2" 0 X 24" LONG GALVANIZED STEEL PIPE AT THE INTERSECTION OF THE LINE-OF-SIGHT AND PROPERTY UNE, CLEAR SPACE EASEMENTS FOR SIGHT DISTANCE, WHERE SPECIRED ON PLANS, SHALL BE DESIGNATED BY A BRONZE MARKER ACCORDING TO EITHER TYPE 1 OR TYPE 2 ABOVE. DRAW) 8Y..PBM. CHECKED BY JSR. RECOMMENDED BY: JEFF S. MOODY, P.E mmm, BY COUNTY ENGINEER mmm immmm. P E, ' ' 1i,C,£ NO. imi% EXP 3/a/aM;j SAN DIEGO COUNTY DESIGN STANDARD CLEAR SPACE EASEMENT MARKERS REVISIONS REV APPROVED! DATE JSM 10/2012 DRAWING NUMBER DS-16 ROADBED 24 MIN GATE SHALL NO? OBSTRUCT TURNAROUND AT ANY TIME — CARD READER OR GUARD STATION STORAGE SPACE FOR TWO CARS PER 100 UNITS. TWO SPACES MIN. TANDEM OR DUAL. NO OBSTRUCTIONS IN TURNAROUND CURB GATED DRIVEWAY ENTRANCE NO SCALE DRA'JVN HY PBM CHECKED QY JSM. RECOMMENDED BY JEFF S, MOOOY, P.E fmm ^ikmkmi, P£ kf, sfc 44E20, m i/ssim SAN DIEGO COUNTY DESIGN STANDARD GATED DRIVEWAY ENTRANCE TYPEl REVISIONS REV DRAW NUMB APPROVED JSM DATE 10/2012 NG DS-17 ROADBED 24' MIN GATE SHALL NOT OBSTRUCT TURNAROUND AT ANY TIME NO OBSTRUCTIONS IN TURNAROUND CURB CARD READER OR GUARD STATION- - STORAGE SPACE FOR TWO CARS PER 100 UNITS. TWO SPACES MIN., TANDEM OR DUAL, SIDEWALK OR PATHWAY GATED DRIVEWAY ENTRANCE NO SCALE DRAWN 6Y.jaiiL CHECKEO BY:JSM. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVf:B DAIE RECOMMENDEO BY: £FF S, MOOOY. P.E. SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 RECOMMENDEO BY: £FF S, MOOOY. P.E. GATED DRIVEWAY ENTRANCE TYPE ll JSM - -AfT'8tM0.3*ccijNTY mmi^ GATED DRIVEWAY ENTRANCE TYPE ll JSM - -AfT'8tM0.3*ccijNTY mmi^ GATED DRIVEWAY ENTRANCE TYPE ll DRAWING nc 1ft NUMBER l-'^-IO 'iiftitm rm&m, P.L ' ' teE, MO. 4m EXP 3/31/2014 GATED DRIVEWAY ENTRANCE TYPE ll DRAWING nc 1ft NUMBER l-'^-IO ROADBED 24' MIN GATE SHALL NOT OBSTRUCT TURNAROUND AT ANY VUE. NO OBSTRUCTIONS IN TURNAROUND CARD READER OR GUARD STATION * STORAGE SPACE FOR TWO CARS PER too UNITS. TWO SPACES MIN. TANDEM OR DUAL. Ct,IRB PUBLIC GAIEp_DRiyEVyA^^ NO SCALE CARD READER OR GUARD STATION MUST PROVIDE SUFFICIENT ROOM FOR AN EMERGENCY VEHICLE TO TURN AROUND. DRAWN BY:_EeJL CHECKEO BYJSH SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED OATE RECa',ilMENOEO BY: JEFF S. MOODY, P.E. SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 nmimw cot«T-u,NQw;R M^<t4**<y ^m/dd/$ 4i,Ct. NQ, "ffSm &l? 3/31/2DH GATED DRIVEWAY ENTRANCE TYPE III JSM nmimw cot«T-u,NQw;R M^<t4**<y ^m/dd/$ 4i,Ct. NQ, "ffSm &l? 3/31/2DH GATED DRIVEWAY ENTRANCE TYPE III nmimw cot«T-u,NQw;R M^<t4**<y ^m/dd/$ 4i,Ct. NQ, "ffSm &l? 3/31/2DH GATED DRIVEWAY ENTRANCE TYPE III DRAWING no -IQ NUMBER L;^>-iy OBSERVATION POINT SHALL Bt 10' FROM ROAD "A" EDGE OF PAVEMENT (OR PROLONGATION OF CURB UNE) AND 2" RIGHT OF ROAD "B" CENTERUNE AT A HEIGHT OF 3.5' CURB AND GUTTER OR EDGE OF PAVEMENT—- CLEAR SPACE EASEMENT - NO TREES OR 0 IHtR SIGHT OBSTRUCTIONS WITHIN Cl FAR SPACE, LOW GROWING GROUND COVER ONLY. LABEL ON PLANS AS "CLEAR SPACE EASEMENT, NO SIGHT OBSTRUCTIONS WITHIN THIS SPACE" SPECIFY TYPE OF MARKER PER DS-16 AND UST COORDINATES OF EACH MARKER. SHOW TURNING POINTS AND BEARING OF EASEMENT. RECORD EASEMENT ., R/W -R/W TARGET OBJECT 4.25' HIGH LOCATED ON ROAD "A" CENTERUNE -TARGET OBJECT 4.25' HIGH LOCATED 8' FROM CURB & GUTTER OR EDGE OF PAVEMENT CLEAR SPACE EASEMENT AREA INI.§RSECTIONSIGf^^^ NO SCALE PER COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS THE REQUIRED MINIMUM INTERSECTION SIGHT DISTANCE SHALL BE TEN TIMES THE DESIGN SPEED OF THE MAJOR ROAD (ROAD "A" DESIGN SPEED (MPH) X 10FT/MPH) INTERSECTION SIGHT DISTANCE IS MEASURED FROM AN OBSERVATION POINT 2 FEET RIGHT OF ROAD "B" CENTERLINE AND 10 FEET BACK FROM ROAD "A" EDGE OF PAVEMENT (OR PROLONGATION OF CURB UNE) AND MEASURED FROM A HEIGHT OF 3.5 FEET TO AN OBJECT HEIGHT OF 4,25 FEET. NOTE THE REOUIRED SIGHT DISTANCE APPLIES TO BOTH HORIZONTAL AND VERTICAL OBSTRUCTIONS, QRm B-^-.mt CiECKED BY: JSiL RECOMMENDEO BY; JEFF S. MOODY, P.E, Kmmii BY cGiJNrv ENGINEER immki rmmmiir., P.E / ICL NO, <feo. EXP 3/31/2014 SAN DIEGO COUNTY DESIGN STANDARD CLEAR SPACE EASEMENT TYPE A REVISIONS REV APPROVE^, DATE JSM 10/2012 DRAWING nQ oriA NUMBER LJ^-'^^^ CLEAR SPACE EASEMENTS- NO TREES OR OTHilR SIGHT OBSTRUCTIONS WITHIN CLEAR SPACE, LOW GROWING GROUND COVER ONLY. LABEL ON PLANS AS "CLEAR SPACE EASEMENT. NO SIGHT OBSTRUCTIONS WITHIN THIS SPACE." SPECIFY TYPE OF MARKER PER DS-16 AND LIST COORDINATES OF EACH MARKER. SHOW TURNING POINT AND BEARING OF EASEMENT RECORD EASEMENT ' - R/W -OBJECT HEIGHT = 425' OBJECT HEIGHT = 4.25'- -OBSERVATION POINT IS 10' FROM ROAD "A" EDGE OF PAVEMENT AND 2' RIGHT OF ROAD "B" CENTERLINE AT HEIGHT OF 3,5' V/A CLEAR SPACE EASEMENT AREA INTERSECTION SIGHT DISTANCE NO SCALE PER COUNTY PUBUC ROAD STANDARDS THE REQUIRED MINIMUM INTERSECTION SIGHT DISTANCE SHALL BE TEN TIMES THE DESIGN SPEED OF THE MAJOR ROAD (ROAD "A" DESIGN SPEED (MPH) X 10FT/MPH). INTERSECTION SIGHT DISTANCE IS MEASURED FROM AN OBSERVATION POINT 2 FEET RIGHT OF ROAD "8" CENTERUNE AND 10 FEET BACK FROM ROAD "A" EDGE OF PAVEMENT (OR PROLONGATION OF THE CURB UNE) AND MEASURED FROM A HEIGHT OF 3.5 FEET TO AN OBJECT HEIGHT OF 4.25 FEET. NOTE THE REQUIRED SIGHT DISTANCE APPUES TO BOTH HORIZONTAL AND VERTICAL OBSTRUCTIONS DRAW HY PBM j CHECKEO BYJSM. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPROVED DATE RECOMMENOEC BY: JEFF S. MOODY, P.L SAN DIEGO COUNTY DESIGN STANDARD REV JSM 10/2012 knmm BY i^mm ENGINEER ^0***^ DAir M^i jfymk, FAj«fe«»iE P.E, f / RCE. NO./*52q, EXP 3/j|/OT4 CLEAR SPACE EASEMENT TYPE B 10/2012 knmm BY i^mm ENGINEER ^0***^ DAir M^i jfymk, FAj«fe«»iE P.E, f / RCE. NO./*52q, EXP 3/j|/OT4 CLEAR SPACE EASEMENT TYPE B knmm BY i^mm ENGINEER ^0***^ DAir M^i jfymk, FAj«fe«»iE P.E, f / RCE. NO./*52q, EXP 3/j|/OT4 CLEAR SPACE EASEMENT TYPE B DRAW NUMB DS-20B RIGHT OF WAY (RAW) S\0HT ' •^^^ • '-EDGE OF ^- -EP PAVEMENT (EP) -RW CLEAR SPACE EASEMENT LIMITED USE AREA. NO SIGHT OBSTRUCTIONS OR VEGETATION WITHIN THIS AREA. CLEAR SPACE EASEMENT. NO SIGHT OBSTRUCTIONS WITHIN THIS AREA. REFER TO DS-16 , DS-20A AND DS-20B OF THESE DESIGN STANDARDS. E = OBSERVATION POINT OF MOTORIST ON MINOR ROAD. THE OBSERVATION POINT IS LOCATED 10 FEET BACK FROM THE PROLONGATION OF THE EDGE OF PAVEMENT OR CURB LINE OF THE MAJOR ROAD AND 2 FEET RIGHT OF THE MINOR ROAD CENTERLINE. SIGHT DISTANCE IS MEASURED FROM AN EYE HEIGHT OF 3.5 FEET ABOVE THE ROAD SURFACE AT THE OBSERVATION POINT O = LOCATION OF THE OBJECT VEHICLE ON THE MAJOR ROAD. THE OBJECT VEHICLE HEIGHT IS 4.25 FEET ABOVE THE ROAD SURFACE AND THE VEHICLE LOCATION IS THE MOST CRITICAL OF EITHER 2 FEET FROM THE MEDIAN OR 8 FEET FROM THE RIGHT EDGE OF TRAVELED WAY DEPENDING ON THE NUMBER OF LANES AND ROAD ALIGNMENT. LINE OF SIGHT= LINE ALONG WHICH SIGHT DISTANCE IS MEASURED. THE REQUIRED MINIMUM SIGHT DISTANCE IS SPECIFIED IN THE COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS. ALSO REFER TO DETAILS DS-20A AND DS-20B OF THESE DESIGN STANDARDS. CLEAR SPACE EASEMENT •• AREA OUTSIDE THE ROAD RIGHT OF WAY REQUIRING RESTRICTIONS ON SIGHT DISTANCE OBSTRUCTIONS. CLEAR SPACE EASEMENTS SHALL BE MONUMENTED AND RECORDED IN ACCORDANCE WITH DETAILS DS-16, DS-20A AND DS-20B OF THESE DESIGN STANDARDS. LIMITED USE AREA = AREA WITHIN RAISED MEDIANS WHERE SIGHT OBSTRUCTIONS AND VEGETATION ARE PROHIBITED. NOTE: ALL LIMITED USE AREAS SHALL BE NOTED ON THE ROAD IMPROVEMENT AND LANDSCAPING PLANS WITH CONSPICUOUS TEXT STATING NO SIGHT OBSTRUCTIONS OR VEGETATION IN THIS AREA. DRAWI BY_KVS_j CHECKED BY:JM. RECOMMENDED BY: XFF S. MOODY. P.E. APPHMi! KY Gaif^'Y ilN0KEO< DATD Hi/WW F«l«?l^^^^^^ Ff, R;C,f. NO •iom EXF t/M/tW 5!^ SAN DIEGO COUNTY DESIGN STANDARD LIMITED USE AREA TYPE A REVISIONS ~ NE W ' APPROVED '"'"MLK DATE 10/2012 DRAWI NUMBER DS-20C RAISED MEDIAN-. ,'RIGHT OF WAY (R/W) / ^•••^i^.. LlNr-nir MAJOR ROAD £P_ • •-•'•.^•••!::pr:r,r -' R/W LIMITED USE AREA J "-EDGE OF PAVEMENT (EP) "^•RAISED MEDIAN ,-EP -- PROLONGATION OF THE EDGE OF PAVEMENT OR THE CURB LINE OF THE MINOR ROAD MINOR ROAD LIMITED USE AREA. NO SIGHT OBSTRUCTIONS OR VEGETATION WITHIN THIS AREA. E = OBSERVATION POINT OF MOTORIST ON THE MAJOR ROAD TURNING LEFT. THE OBSERVATION POINT IS LOCATED 10 FEET BACK FROM THE PROLONGATION OF THE EDGE OF PAVEMENT OR CURB LINE OF THE MINOR ROAD AND 2 FEET RIGHT OF THE MAJOR ROAD MEDIAN OR STRIPED CENTERLINE. SIGHT DISTANCE IS MEASURED FROM AN EYE HEIGHT OF 3.5 FEET ABOVE THE ROAD SURFACE AT THE OBSERVATION POINT. O = LOCATION OF THE OBJECT VEHICLE APPROACHING THE INTERSECTION ON THE MAJOR ROAD. THE APPROACHING VEHICLE OBJECT HEIGHT IS 3.5 FEET ABOVE THE ROAD SURFACE AND THE VEHICLE IS ASSUMED LOCATED AT THE MOST CRITICAL OF EITHER 2 FEET RIGHT OF THE MEDIAN OR 8 FEET FROM THE RIGHT EDGE OF TRAVELED WAY DEPENDING ON THE NUMBER OF LANES AND ROAD ALIGNMENT. LINE OF SIGHT= LINE ALONG WHICH SIGHT DISTANCE IS MEASURED. SIGHT DISTANCE SHALL BE CALCULATED IN ACCORDANCE WITH THE 2011 AASHTO POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS. TABLE 9.13. "TIME GAP FOR CASE F, LEFT TURNS FROM MAJOR ROAD". BASED ON THE HIGHER OF THE DESIGN SPEED (PER ROAD CLASSIFICATION AND COUNTY OF SAN DIEGO PUBLIC ROAD STANDARDS) OR THE PREVAILING SPEED ON THE MAJOR ROAD, WHICHEVER IS GREATER, AND ADJUSTED FOR THE NUMBER OF LANES TO BE CROSSED AJMD GRADE APPROACHING THE INTERSECTION ON THE MAJOR ROAD. THE AASHTO SIGHT DISTANCE SHALL BE INCREASED BY 50 FEET AND THE RESULTANT SIGHT DISTANCE SHALL BE CONSPICUOUSLY NOTED ON THE PLAN. LIMITED USE AREA = AREA WITHIN RAISED MEDI/kNS WHERE SIGHT OBSTRUCTIONS AND VEGETATION ARE PROHIBITED. NOTE: ALL LIMITED USE AREAS SHALL BE NOTED ON THE ROAD IMPROVEMENT AND LANDSCAPING PLANS WITH CONSPICUOUS TEXT STATING NO SIGHT OBSTRUCTIONS OR VEGETATION IN THIS AREA. DRAM BY KVS i CHECKED 8YJM. RECOMMENDED GY: JEFF S. MOOOY. P.E. APPROVED BY COUNTY ENGINEER OATE: jdiWAD F-.„„ .„ fe.t, NO. EXP 3/3>/;BI4 W/S SAN DIEGO COUNTY DESIGN STANDARD LIMITED USE AREA TYPEB REVISIONS NEW DRAW NUMB APPROVED MLK DATE 10/2012 NG ER DS-20D MATCH EXISTING CURB, GUTTER & SIDEWALK (TYP) - - MONOLITHIC CURB (H=6") IF SPECIFIED CURB RAMP ^ ' PER RSD G-10 (TYP) GUTTER FLOWLINE UP OF GUTTER TOP OF MONOUTHIC CURB (H=6") IF SPECIFIED CURB RAMP <t PLAN NOT TO SCALE TOP OF CURB -\ ELEVATION NOT TO SCALE GUTTER FLOWLINE- TABLE A Y Z CURB HEIGHT RAMP LENGTH SIDE SLOPE* 1" I'-O" I'-O" 2" 2'-0" 2'-0" 3'* 3'-0" 3'-0" 4-4'-0" 4-0" 5" 5'-0" 5'-0" 6" 6'-0" 6'-0" 7" r-O" r-0" 8" 8'-0" 8'-0" I TYPE A ,-TYPE B / SEE DS-21B R/W MIN R/W 20:1 (5%) MAX GUTTER APRON SLOPE AT RAMP OPENING 4" THICK --'' SEE DETAIL "A ON DS-21F * BASED ON 12:1 SLOPE RELATIVE TO GUTTER FLOW UNE SECTION A-A NOT TO SCALE • SEE DETAIL B ON DS-21F TRUNCATED DOMES SEE DETAILS ON DS-21F ^'PLANS SHALL SPECIFY A 5' UNDING WHERE TURNING SPACE IS CONSTRAINED liOIES;. 1, SEE DRAWINGS DS-21E AND DS-21F FOR ADDITIONAL INFORMATION 2, CURB RAMP SIDE SLOPES SHALL BE CONSTRUCTED PER TABLE A DRAWN BY;..PBJlL CHECKED BY:JSU. RECOMMENDED 3Y: JEFF S. MOOOY, P.E mmm BY COUNTY ENGINEER DATE: msy/fi -^mm rmmmi PL fet NO, Amb. EXP 3/31/2014 SAN DIEGO COUNTY DESIGN STANDARD CURB RAMP-TYPE A (NEW CONSTRUCTION) REVISIONS AOA APPROVED JSM DATE 10/2012 DRAWING no Oi A NUMBER '-'^-'^1'^ MONOUTHIC CURB (H=6") IF SPEOFIED CURB RAMP I A WEAKENED PLANE JOINT PER RSD G-10 (TYP) MATCH EXIST CURB, GUTTER & SIDEWALK (TYP)- EXPANSION JOINT PER RSD G-10 (TYP) 12" WIDE BORDER SEE DETAIL "A" ON DS-21 F GUTTER FLOWLINE UP OF GUTTER PLAN NOT TO SCALE CURB RAMP TOP OF MONOUTHIC CURB (H=6") IF SPECIFIED TOP OF CURB TYPE A SEE DS-21A ELEVATION NOT TO SCALE GUTTER FLOWLINE TABLE A Y Z CURB HEIGHT RAMP LENGTH SIDE SLOPE* 1" r-0" I'-O" 2" 2'-0" 2'-0" 3" 3'--0" 3'-0" 4" 4'-0" 4'-0" 5" 5'-0" 5'-0" 6" 6'-0" 6'-0" 7" 7'-0" 7'-0" 8" 8'-0" 8'-0" R/W 6" MIN R/W - 4 MIN** LANDING (2%) MAX. RAMP LENGTH (Y) ^4 12:1_(8.33%) MAX. 4" THICK SEE DETAIL "A ON DS-21F 20:1 (5%) MAX GUTTER APRON SLOPE AT RAMP OPENING 1 \ \ SEE DETAIL "B' ON DS-21 F * BASED ON 12:1 SLOPE RELATIVE TO GUTTER FLOW UNE SECTION A-A NOT TO SCALE '"-TRUNCATED DOMES SEE DETAILS ON DS-21F **PLANS SHALL SPECIFY A 5' LANDING WHERE TURNING SPACE IS CONSTRAINED !iQ,LES:_ 1. SEE DRAWINGS DS-21E AND DS-'21F "OR ADDITICNAL INFORMATION 2. CURB RAMP SIDE SLOPES SHALL BE CONSTRUCTED PER TABLE A DRAWN BY.PDM_ CHECKEO BY JSM. SAN DIEGO COUNTY DESIGN STANDARD CURB RAMP-TYPE B (NEW CONSTRUCTION) REVISIONS ADA DRAW APPROVED JSM DATE 10/2012 NG NUMBER DS-21 B tXPANSION JOINT PER RSD G-10 (TYP) 12" WIDE BORDER (TYP) SEE DETAIL "A" ON DS-21F MATCH EXISTING CURB, GUTTER & SIDEWALK (TYP) MONOUTHIC CURB RAMP CURB (H=6") • •„ WEAKENED PLANE JOINT / PER RSO G-10 (TYP) EXISTING CURB & GUTTER GUTTER FLOWLINE UP OF GUTTER NOT TO SCALE MONOUTHIC CURB (H=6") CURB RAMP R/W TABLE A Z CURB SIDE HEIGHT SLOPE* r r-0" 2" 2'-0" 3" 3'-0" 4" 4'-0" 5-0" 6" 6'-0" „ 8-0" GUTTER FLOWLINE - f- EXPANSION JOINT / PER RSD G-10 (TYP) MATCH EXIST CURB, GUTTER & SIDEWALK WEAKENED PLANE JOINT PER RSD G-10 (TYP) 12" WIDE BORDER SE DETAIL ON DS-21F NOT TO SCALE 4' MIN*'^ * BASED ON 12:1 SLOPE RELATIVE TO GUTTER FLOW LINE SEE DETAIL "B" ON DS-21F TOP OF MONOLITHIC CURB (H=6") \ ELEVATION GUTTER FLOWUNE 4" THICK SECTION A-A NOT TO SCALF •TRUNCATED DOMES SEE DETAILS ON 0S-21F ** 5' MIN WHERE TURNING SPACE IS CONSTRAINED NOT TO SCALE NOTES: 1. SEE DRAWINGS DS-21E AND DS-21F FOR ADDITIONAL INFORMATION 2. CURB RAMP SIDE SLOPES SHALL DE CONSTRUCTED PER TABLE A 3 TYPE C CURB RAMPS SHALL BE USED ONLY TO MITIGATE EXISTING CONDITiONS WHERE R/W IS CONSTRAINED DRAWN BY_eaiiL. CHECKED BYm RECOMMENDED BY: JEFF S. MOOOY, P.E. AfPiWIi BY COUKTY ENQNEER i?C,E NO, t'&m, EXP )/31/ai14 SAN DIEGO COUNTY DESIGN STANDARD CURB RAMP - TYPE C (EXISTING SIDEWALK) REVISIONS AOA APPROVED JSM DATE 10/2012 DRAWING nc Oir NUMBER 6" MONOUTHIC CURB / R/W ALLEY OR DRIVEWAY (t EXPANSION JOINT PER RSD G-10 EXPANSION JOINT PER RSD C-10 PLAN TYPE 1 NOT TO SCALE 12" WIDE BORDER SEE DETAIL "A" 0N'DS-21F •WEAKENED PLANE JOINT PER RSD G-iO PLAN TYPE 2 TABLE A Y Z CURB HEIGHT RAMP LENGTH SIDE SLOPE* r I'-O" r-0" 2"" 2'-0" 2-0" 3" 3'-0" 3'-0""" 4" 4'-0" 4'-0" 5" 5'-0" 5'-0" 6" 6'-0" 6' -0" 7" 7'-0" ;'-o" 8-8-0" 8'-0" EXPANSION JOINT PER RSD G-10 NOT TO SCALE EXIST CROSS GUTTER FLOWUNE MIN. ALLEY OR DRIVEWAY * BASED ON 12:1 SLOPE RELATIVE TO GUTTER FLOW UNE SEE DETAIL "B" ON DS-21F 20:1 (5%) MAX GUTTER APRON SLOPE AT RAMP OPENING 12" WIDE BORDER-SEE DETAIL "A" ON DS-21F 5" MONOUTHIC CURB RAMP LENGTH (Y) WEAKENED PLANE JOINT RSP G-10 R/W P]d?^N .IYP.E 3 NOT TO SCALE 4' MIN** LANDING ^•1, (2%) MAX TRUNCATED DOMES SEE DETAILS ON DS- 21F TYPICAL SECTION NOT TO SCALE SEE DETAIL A ON DS-21F :z] 4" THICK NOTES: 1, SEE DRAWINGS DS-21E AND DS-21F FOR ADDITIONAL INFORMATION 2. TYPE D CURB RAMPS SHALL BE USEO ONLY FOR ALLEY STREETS AND DRIVEWAYS 3 CURB RAMP SIDE SLOPES SHALL BE CONSTRUCTED PER TABLE A *"PLANS SHALL SPECIFY A 5' UNDING WHERE TURNING SPACE IS CONSTR.AINED DRAWN Bf:..mL \ CHECKED BY: JSiL RECOMMENDED BY: £FF S. MOODY, P.E. m>ima BY COUNTY ENGINEER a»i»UAD rmwum. P E CT. Na ^•isi'O, EX? :3/ii/;an SAN DIEGO COUNTY DESIGN STANDARD CURB RAMP - TYPE D (ALLEY STREETS & DRIVEWAYS) REVISIONS AD'A"" DRAW .APPROVED JSM DATE 10/2012 Ljr^Mvv NG no Oin NUMBER i-'ci-ZIU CURB RAMPS NOTES: 1 REMOVAL AND REPLACEMENT OF EXISTNG CONCRETE CURB. GUTTER, SIDEWALK ANO PAVEMENT FOR PLDtSTRIAN ' RAMP INSTALLATION SHALL COMPLY WITH SAN DIEGO AREA REGIONAL STANDARD DRAWING G-11, 2 CURB RAMP CONCRETE SHALL CONSIST OF GREENBOOK CLASS 520-C-2500 OR CALTRANS MINOR CONCRETE AS 'SPECIFIED IN THE PROJECT SPECIAL PROVISIONS. AND SHALL BE FINISHED WITH A MEDIUM TO HEAVY BROOM TEXTURE FINISH PERPENDICULAR TO THE AXIS OF THE RAMP. 3. AREAS DCUNEATED BY REPRESENTS THE MINIMUM REQUIRED FOR A COMPLETE RAMP INSTALLATION, 4 IF OBSTRUCTIONS SUCH AS INLETS, UTILITY POLES, FIRE HYDRANTS. ETC, ARE ENCOUNTERED T|iE RAMP LOCATIONS MAY BE ADJUSTED UPON APPROVAL BY THE ENGINEER, 5. CURB RAMP SIDE SLOPES ARE TO BE MEASURED RELATIVE TO THE GUTTER FLOWLINE GRADE. 6. LANDING SLOPE SHALL BE 2% MAX MEASURED PARALLEL TO THE CURB RAMP CENTERLINE. 7 THE EDGE OF THE TRUNCATED DOME PANEL SHALL BE LOCATED 6" MINIMUM ANO 8" MAXIMUM FROM THE CUTTER FLOW LINE. SEE DETAIL "B" ON DRAWING DS-21F. ANY CUTTING OF PANELS REQUIRED FOR COMPLIANCE SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDATIONS, 8, WEAKENED PLANE JOINTS AND EXPANSION JOINTS SHALL CONFORM TO SAN DIEGO AREA REGIONAL STANDARD (RSD) DRAWING G-10, DETECTABLE WARNING SURFACE (TRUNCATED DOME) NOTES: 9 TRUNCATED DOMES ARE A DETECTABLE WARNING SURFACE CONSISTING OF A CAST IN PLACE PREFABRICATED PANEL COMPOSED OF VITRIFIED POLYMER INCLUDING ALUMINUM OXIDE, SOUND AMPLIFYING, MATERIAL SUCH AS "ARMOR-TILE CAST-IN-PLACE TACTILE PANELS" OR APPROVED EQUAL. 10 THE CONTT^ACTOR SHALL SUBMIT PRODUCT INFORMATION. INSTALLATION INSTRUCTIONS AND TWO (2) PANEL SAMPLES ' (MINIMUM SIZE 6"X 8" EACH) TO THE ENGINEER FOR APPROVAL PRIOR TO ORDERING OR INSTALLING MATERIALS, n. DETECTABLE WARNING SURFACE SHALL BE APPROVED IN WRITING 8Y THE ENGINEER PRIOR TO ORDERING. 12 THE DETECTABIE WARNING .SURFACE SHALL BE COLORED DARK GREY CONTRASTING IN COLOR FROM CURB RAMP • CONCRETE, THE CONTRAST SHOULD BE AT LEAST 70%. THE CONTRAST IN PERCENT IS DETERMINED BY: CONTRAST=((81-B2)/B1)X100, WHERE B1=LIGHT REFLECTANCE VAUE (LRV) OF THE UGHTER AREA B2=UGHT REFLECTANCE VAUE (LRV) OF THE LIGHTER AREA NOTE THAT IN ANY APPUCATION BOTH WHITE AND BLACK ARE NEVER ABSOLUTE; THUS. Bl NEVER EQUALS 100 AND B2 IS ALWAYS GREATER THAN ZERO, 13 A CERTIFICATE OF COMPUANCE SH.ALL BE FURNISHED TO CERTIFY THAT THE DETECTABLE WARNING SURFACES ' CONFORM TO THE AMERICANS WITH DISABIUTY ACT ACCESSIBILITY GUIDELINES (ADAAG) AND REOUIREMENTS. THE CERTIFICATE OF COMPUANCE SH,4,LL INCLUDE A FIVE (5) YEAR WRITTEN MANUFACTURERS WARRANTY, 14 DURING PANEL INSTALLATION AND CONCRETE CURING THERE SHALL BE NO Vi/ALKING, LEANING OR EXTERNAL FORCES 'PLACED ON THE PANEL TO ROCK THE PANEL SO AS TO CAUSE A VOID BETWEEN THE PANEL AND THE CONCRETE. THE CONTRACTOR SHALL BLOCK OFF THE AREA TO PREVENT PEDESTRIAN ACCESS DURING CURING. 15 THE TOP DIAMETER OF EACH TRUNCATED DOME SHALL BE BETWEEN 50% MINIMUM AND 55% MAXIMUM OF THE BASE DIAMETER, DRAW nv- PRM CHECKEO BY JSIL SAN DIEGO COUNTY DESIGN STANDARD REVISIONS IAPPROVID DATE RECOMMENDEO BY: JEFF S. MOODY. P.E. SAN DIEGO COUNTY DESIGN STANDARD ADA I JSM 10/2012 RECOMMENDEO BY: JEFF S. MOODY. P.E. GENERAL NOTES FOR CURB RAMPS j — — Af'fflOtfB SY COUNIY ENGINEER //i&W^nAii/^ GENERAL NOTES FOR CURB RAMPS j — — Af'fflOtfB SY COUNIY ENGINEER //i&W^nAii/^ GENERAL NOTES FOR CURB RAMPS DRAWING nQ 0-1P NUMBER mmm rAKijuSSNt P.E, / if CE. NO, 44S50. fXP 3/31/^4 GENERAL NOTES FOR CURB RAMPS DRAWING nQ 0-1P NUMBER LANDING 4' MIN* 2% MAX •PLANS SHALL SPECIFY A 5' LANDING WHERE TURNING SPACE IS CONSTRAINED TRUNCATED DOME PANEL SEE DETAILS BELOW ^JMMmijm.—.- SEE DETAIL A 3' MIN 12" TRUNCATED DOME PANEL 20:1(5%)MAX GUTFER APRON SLOPE AT RAMP OPENING REMOVE &. RECONSTRUCT PAVEMENT AS SHOWN ON PLANS -i 0.75" 0,25" //• DETAIL A NOT TO SCALE CURB RAMP • SEE DETAIL B S" MAX. 6" MIN. X I— IS) LLJ _J Z »e >a e «o«« 9 9 9 »•* «» « » ti»« S'O e< ODO a i9i« .9 e « « a » n a o 9 e:«,9 e « e ««®a«**a8«o « fil 9 O ' e « e ft « ^ 9 ,» ffi <»e B o «,« e«s Q 4» ',9 i» -ft o • pJ^ 4 o 9 » o • • e ft'li eN* , o • • »:t> e • —~- o o s « « « • t> iTft « «*»ee«••••• \ SEE DETAIL C SEE NOTES 13 AND 14 ON DS-21E 20;U57oLM^.^ Q LU 1-< (J Z ZD TR ~z: u. •"41 o ij- LU O Q 6 UJ t l DETAIL B NOT TO SCALE 1.6" TO 2.4" 4' WIDTH TRUNCATED DOME PANEL tN d NOT TO SCALE SFE NOTE 15 ON DS-21E I r 0.9" TO 1,4" J BASE 0.5"R 7 % A SEE DETAIL D DETAILD NOT TO SCALE NKIJES:,,, 1. ALL SLOPE RATIOS USTED AS HORIZONTAL VERTICAL DETAIL C NOT TO SCALE PAHERN, SIZE AND ORIENTATION OF DOMES SHALL BE PER MANUFACTURER'S RECOMMENDATION. SEE NOTE 13 ON DS-21E DRAWN DY:.f8!l CHECKED BY .JSM,. SAN DIEGO COUNTY DESIGN STANDARD REVISIONS APPRO*^D DATE RECOMMENDED BY JEFF S, M0a3Y. P.E SAN DIEGO COUNTY DESIGN STANDARD ADA JSM 10/2012 vsmmLm cowrr ENOINEEB wMMO rm<smm., P E ^ 'T' *:c.t. m. 4JI520, m ,3/31/2014 CURB RAMP DETAILS JSM 10/2012 vsmmLm cowrr ENOINEEB wMMO rm<smm., P E ^ 'T' *:c.t. m. 4JI520, m ,3/31/2014 CURB RAMP DETAILS JSM vsmmLm cowrr ENOINEEB wMMO rm<smm., P E ^ 'T' *:c.t. m. 4JI520, m ,3/31/2014 CURB RAMP DETAILS DRAW NUMB DS-21 F r -"6" MIN. IF W <. 3' 12" MIN. IF W > 3' -• NEW ASPIIALT CONCRFTF PAVEMENT WITH 3/4" AGGREGATE COMPACTED TO 95% OF MAXIMUM RELATIVE COMPACTION (MRC) EXISTING ASPHALT CONCRETE PAVEMENT 6" MIN, CLASS II AGGREGAlt BASE COMPACTED TO 95% OF MRC 12" MIN, BACKFILL COMPACFED TO 95% OF MRC BACKFILL COMPACTED TO 90% •OF MRC (UNLESS SPECIFIED OTHERWISE) PIPE ZONE / flEDDING PER SPECIFICATIONS (SEE NOTE 5) W COLD PLANE 1-1/2" AND PAVE WITH ASPHALT CONCRETE, 1/2" AGGREGATE PHASE 1 - BASE PAVING NOT To SCALE PHASE 2-^RNISH PAVING SEE NOTE 6 " •'"NOT"'TO SCALE NOTES: 1 PAVEMENT MATERIAL AND SURFACING SHALL MATCH EXISTING. 2 A'uL REMOVED SURFACE IMPROVEMENTS (CURBS, DIKES, SIDEWALKS. ETC.) SHALL BE REPLACED IN KIND. 3 ALL AREAS OF EXISTING AC LESS THAN 48" WIDE REMAINING AFTER TRENCHING SHALL BE COLD PLANED AND PAVED PER PHASE II FINISH PAVING. 4. PHASE 1 PAVEMENT THICKNESS SHALL EQUAL EXISTING PAVEMENT THICKNESS PLUS 1" (4" MINIMUM / 7' 5 WHEN'^GRAVEL OR ROCK IS USED WITHIN THE PIPE ZONE, THAT MATERIAL SHALL BE ENCAPSULATED IN A FILTER FABRIC ENVELOPE WITH W/2 > 12" MINIMUM OVERLAP, THIS REQUIREMENT APPUES ONLY TO TRENCHES UNDER OR 'WITHIN 10' OF SURFACING. 6 PHASE 11 PAVING SHALL BE COMPLETED NQT EARLIER THAN 14 CALENDAR DAYS ANO NOT LATER THAN 75 CAI ENDAR DAYS AFTER PHASE 1 PAVING. 7. FOR PCC PAVEMENT REFER TO RSD G25. DRAViN BY^BkL CHECKED SYJSML RECOMMENDED BY: JEFF S, MOOOY, P.E. .tfPKOVEB BY C^^iOWiY ENGINEER 'Z_.DATE;^j^^ t^miil F«SwfSKM^ ?:L \t.t NO. Aim. EXP 3/3i/2llH SAN DtEGO COUNTY DESIGN STANDARD TRENCH SURFACING TYPER REVISIONS APPROVE! REV JSH OATE 10/EOlE DRAWING nQ OO NUMBER ^^-^^ GALVANIZED STEEL POST CAF TYP - - GALVANIZED STEEL POST TYP S < 4" 1/4"* GALVANIZED 1 STEEL CABLE TYP- k TOP SURFACE OF RETAINING WALL POST POCKET TYP SEE DETAIL A OR B ON DS-23B~ - INTERMEDIATE I ^-i^-f-Zj-) CABLE. CLAMPS TURNBUCKLE TYP ^ --^ f''l""R END TYP 6' O-C. MAX TYP TYPICAL MID-SPAN ELEVATION NOT TO"SCALE 1 /4"0 BOLT-PEEN END TYP — r I /4"0 EYE BOLT PEEN END TYP GALVANIZED STFEL PIPE NPS 1-1/4"« STD TYP - - -- NOTES: 1. 200 FEET MAXIMUM DISTANCE BETWEEN TURNBUCKLES 2. STAGGER INTERMEDIATE TURNBUCKLES IN ADJACENT SPANS 3. NO CABLE SPLICING BETV/EEN INTERMEDIATE TURNBUCKLE AND END POST 4. CABLE ALIGNMENT MAY VARY TO MATCH SLOPE IN TOP SURFACE OF RETAINING WALL 5. CONTRACTOR SHALL VERIFY ALL FIELD DIMENSIONS PRIOR TO ORDERING MATERIALS OR FABRICATING ASSEMBLIES 6. LINE POSTS SHALL BE BRACED HORIZONTALLY AND TRUSSED DIAGONALLY IN BOTH IN LINE DIRECTIONS AT INTERVALS NOT TO EXCEED 4/-v^J»JEEX,^,. (7. ALL t'ABLETNDS SHAU. Bt'CAPPED WITH { MECHANICALLY LOCKING, STAINLESS STEEL 1 '-^--^AP COVERS (OuickConnect-SS OR EOUAi,)/ 8, W^%Rf 1%l!gOffrt DEFLECTS 15 DEGREES OR MORE. POSTS AT ANGLE POINTS SHALL BE BRACED IN BOTH IN I INF DIRECTIONS WITH DIAGONAL BRACING PER TYPICAL DEAD ENO ELEVATION DETAIL 9, THIMBLES SHALL BE INSTALLED ON ALL CABLE LOOPS 10, SEE DS-238 FOR ADDITIONAL DETAILS 11, CENTERUNE OF POST MUST BE AT LEAST 9 INCHES FROM NEAREST EXPANSION JOINT NOT TO SCALE DRAWN SY FN CHECKED BY.EaM SAN DIEGO COUNTY DESIGN STANDARD REVISI»IS APPROVED DATE RECOMMENDED BY: JEFF S, MOODY, P.L SAN DIEGO COUNTY DESIGN STANDARD NEW JSM EN EN 10/2012 ffm^MI COUHl^lNGiNEER ///^'^^^e*i>^ nATF CABLE RAILING FOR RETAINING WALL & JSM EN EN 09/201,5 12/2013 r / / JnlL. Zb?Jizy- RCE NO 44520, EXP V-SIAO''! CABLE RAILING FOR RETAINING WALL DRAW NUMB ^§ DS-23A S £ FENCE POSTS FENCE (£ GALVANIZED :-.TEEL PIPE NPSC2Hbfe^)STD TYP- 2"0 ) A, FENCE fi; 3/8"!S DRll,lRD HOLE TYP 2-1/2"as SCHEDULE 40 PIPE SLEEVE SEAL AROUND SLEEVE WITH GRAY EXTERIOR SlUCONE SEALANT TYP SECURE FENCE POST IN SLEEVE WITH 5/a"0 BOLT THROUGH l/2"0 DRILLED HOLE NUT ic PEEN END OF BOLT TYP -—HIGH STRENGTH NON SHRINK GROUT TYP- [^8' Tor 3 ® 4" MAX SPACING TYP 3/16" #4 X 2'-0" TOT 4 -CONCRETE WALL M.A.SONRY BLOCK WALL - 4" X 4" X 1 /4" ANCHOR PLATE '//ELDED TO END OF PIPE SLEEVE TYP OMIT PLATE FOR MASONRY WALLS LESS THAN 8" WIDE TYP CONCRETE RETAINING WALL NOT TO SCALE EXISTING REINFORCING NOT SHOWN FOR CLARITY MASONRY RETAINING WALL NOf 'TO SCALE EXISTING REINFORCING NOT SHOWN FOR CLARITY EYE BOLT OR EYE END OF TURNBUCKLE CRIMPED STOP SLEEVE CLAMP . \ 1/4"(6 GALVANIZED STEEL CABLE CRIMPED SLEEVE CLAMP FLAT WASHFR- -1/4"« GAuVANIZED STEEL CABLE ALTERNATIVE CABLE CONNECTION. NOT TO SCALE STEEL PIPE POST ALTERNATIVE DEAD END ANCHOR/KGE NOT TO SCALE NOTES: 1 POST SHALL BE CEN I ERED IN WALL AND PLUMB 2 ALL METAL COMPONENTS AND HARDWARE SHALL BE HOT DIP GALVANIZED AFTER FABRICATION 3,' ONLY ONE CF THE TWO ALTERNATIVE CONNECTIONS IS ALLOWED FOR THE SAME CABLE END mm BY_ENL I CHECKED UY: PBM RECOMMENDED HY: JEFF S, MOOOY, P,E. /^/^i<iit^^ DATE MfS^MAD FAKI#i!lR;, Pt fi."C.E NO. 44520. [XP 3/^.V2Q14 SAN DIEGO COUNTY DESIGN STANDARD CABLE RAILING DETAILS REVISIONS IAPPROVFO OATE NEW j JSM 10/2012 09/2013 A S EN 10/2012 09/2013 t DRAWING nQ 0<iR NUMBER LJ^-'^^D APPENDIX E GEOTECHNICAL INVESTIGATION Leighton Consulting, inc. A LEIGHTON GROUP COMPANY Leighton Consulting, Inc. A LEIGHTON Ij RO ll P COfAf',l.N-i March 30, 2012 Project No. 603386-001 To: WLC Architects, Inc. 8163 Rochester Avenue Rancho Cucamonga, California 91730 Attention: Mr. Kelley Needham, AIA Subject: Geotechnical Investigation for Fire Station No. 3, Carlsbad, California. In accordance with your request, we are pleased to present this geotechnical study for the subject project located in Carlsbad, California. Our geotechnical study of the site was performed in accordance with the California Geologic Survey (CGS) Note 48 „^ (January 1, 2011). Based on the results of our study, it is our opinion that the proposed Fire Station Number 3 is feasible provided the geotechnical recommendations contained in this report are implemented during design and construction. It should be noted there is a potential for liquefaction within the southem portion of the site at depths between approximately 26 and 54 feet that may result in post liquefaction settlement in the vicinity of the proposed Hose Tower Structure. In addition, the existing onsite soils were found to have a high potential for expansion. Therefore, mitigation of the highly expansive soils needs to be considered in the design of the building and structure foundations, floor slab-on-grades, concrete flatwork, sidewalks and pavement sections. The accompanying report presents a summary of our current investigation and provides geotechnical conclusions and recommendations relative to the proposed project. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123^25 858.569.6914 • Fax 858.292.0771 • www.leiqhtonconsulting.com If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service Respectfully submitted, LEIGHTON CONSULTING, INC. William D. Olson, RCE 45283 Associate Engineer Distribution: (6) Addressee Mike D. Jensen, CEG 2457 Project Geologist Leighton 603386-001 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ! 1 1.1 PURPOSE AND SCOPE 1 1.2 SITE LOCATION AND DESCRIPTION 1 1.3 PREVIOUS INVESTIGATION AND SITE GRADING 2 1.4 PROPOSED DEVELOPMENT 2 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 4 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 5 3.1 GEOLOGIC AND TECTONIC SETTING 5 3.2 LOCAL GEOLOGIC SETTING 5 3.2.1 Documented Artificial Fill (Afo) 6 3.2.2 Alluvium Deposits (Qal) 6 3.2.3 Terrace Deposits (Qt) 6 3.2.4 Santiago Formation (Tsa) 6 3.3 GEOLOGIC STRUCTURE 7 3.4 LANDSLIDES 7 3.5 SLOPE STABILITY 7 3.6 EXPANSIVE SOILS 8 3.7 HYDROCOLLAPSE 8 3.8 SOIL CORROSIVITY 8 3.9 SURFACE AND GROUND WATER 8 3.10 FLOOD HAZARD 9 3.11 INFILTRATION 9 3.12 EXCEPTIONAL GEOLOGIC CONDITIONS 9 3.12.1 Hazardous Materials 9 3.12.2 Regional Subsidence 10 3.12.3 Non-Tectonic Faulting 10 3.12.4 Volcanic Eruption 10 3.12.5 Asbestos 10 3.12.6 Radon-222 Gas 10 4.0 FAULTING AND SEISMICITY 11 4.1 FAULTING 11 4.1.1 Surface Rupture 11 4.2 HISTORICAL SEISMICITY 11 4.3 SEISMICITY 12 4.3.1 Site Class 12 4.3.2 Building Code Mapped Spectral Acceleration Parameters 12 4.4 SECONDARY SEISMIC HAZARDS 13 4.4.1 Liquefaction and Lateral Spreading Potential 13 4.4.2 Surface Manifestation of Liquefaction 14 4.4.3 Lateral Spreading or Flow Failure 15 4.4.4 Tsunamis or Seiches 16 5.0 CONCLUSIONS 17 4 Leighton 603386-001 6.0 PRELIMINARY RECOMMENDATIONS 19 6.1 EARTHWORK 6.1.1 Site Preparation 6.1.2 Remedial Grading 6.1.3 Excavations and Oversize Material 20 6.1.4 Engineered Fill 20 6.1.5 Earthwork Shrinkage/Bulking 21 6.1.6 Import Soils 21 6.2 SLOPE STABILITY 21 6.3 SURFACE DRAINAGE AND EROSION 21 6.4 FOUNDATION AND SLAB CONSIDERATIONS 22 6.4.1 Foundations 22 6.4.2 Floor Slabs 24 6.4.3 Foundation Setback 26 6.4.4 Anticipated Static and Dynamic Settlement 26 6.5 UTERAL EARTH PRESSURES AND RETAINING WALL DESIGN 27 6.6 GEOCHEMICAL CONSIDERATIONS 28 6.7 CONCRETE FLATWORK 29 6.8 PRELIMINARY PAVEMENT DESIGN 29 6.8.1 Flexible Pavement Design 29 6.8.2 Driveway Pavement Design 30 6.9 LOW IMPACT DEVELOPMENT (LID) MEASURES 31 6.10 CONTROL OF SURFACE WATER AND DRAINAGE 31 6.11 CONSTRUCTION OBSERVATION 32 6.12 PLAN REVIEW 33 7.0 LIMITATIONS 34 Leighton 603386-001 TABLE OF CONTENTS (Continued) TABLES TABLE 1 - 2010 CBC MAPPED SPECTRAL ACCELERATION PARAMETERS - PAGE 13 TABLE 2 - CALCULATED POST-LIQUEFACTION SETTLEMENT - PAGE 14 TABLE 3 - FLOW FAILURE STRENGTH PARAMETERS - PAGE 15 TABLE 4 - POST-TENSIONED FOUNDATION DESIGN RECOMMENDATIONS - PAGE 23 TABLE 5 - PRESATURATION RECOMMENDATIONS - PAGE 25 TABLE 6 - MINIMUM FOUNDATION SETBACK FROM SLOPE FACES - PAGE 26 TABLE 7 - STAHC EQUIVALENT FLUID WEIGKT - PAGE 27 TABLE 8 - PRELIMINARY PAVEMENT SECTIONS - PAGE 30 FIGURES FIGURE 1 - SITE LOCATION MAP - REAR OF TEXT FIGURE 2 - REGIONAL GEOLOGIC MAP - REAR OF TEXT FIGURE 3 - REGIONAL FAULT MAP - REAR OF TEXT PLATES ^ PLATE 1 - GEOTECHNICAL MAP - REAR OF TEXT APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING LOGS APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX D - SEISMIC HAZARD ANALYSIS APPENDIX E - SLOPE STABILITY AND FLOW FAILURE ANALYSIS APPENDIX F - GENERAL EARTHWORK AND GRADING SPECIFICATIONS APPENDIX G - ASFE INSERT III Leighton 603386-001 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our geotechnical investigation for the proposed Carlsbad Fire Station No. 3 to be located in Carlsbad, Califomia (Figure 1). The purpose of our investigation was to identify and evaluate the geologic hazards and significant geotechnical conditions present at the site in order to provide geotechnical recommendations for the proposed structures. Our scope of services for this project included: • Review of pertinent documents regarding the geotechnical conditions at the site. • Markout of the exploration locations, notification and coordination of underground utility locators, and coordination with maintenance personnel. • Excavation of four hollow stem auger (HSA) exploration borings performed with truck-mounted drill rig. • Laboratory testing on selected soil samples. Laboratory testing consisted of dry unit weight, moisture content, direct shear, expansion index, 200 wash, Atterberg limits, R-value, and corrosivity tests including - minimum electrical resistivity, pH, and water soluble sulfate and chloride content tests. • Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed geotechnical design, site grading and general construction considerations. 1.2 Site Location and Description The project site is located on northwest corner of Cannon Road and Wind Trail Way in Carlsbad, California. The site is an irregular-shaped sheet-graded parcel bounded by Wind Trail Way to the east. Cannon Road to the south, and a vacant lot for a proposed future park to the west and north. The topography of the site (i.e., the results of original rough grading of the site) is generally flat with elevations ranging from ranging from approximately 65 feet mean sea level (msl) along the northern perimeter to approximately 60 feet msl along southern perimeter, excluding a 2:1 and 3:1 descending slope adjacent to Wind Trail Way and Cannon Road, respectively. Vegetation on the site consisted of minor weeds and native grasses. Leighton 603386-001 The general coordinates for the project site are: Latitude: 33.152° N Longitude: 117.295° W 1.3 Previous Investigation and Site Grading The original topography of the site generally sloped from north to the south with elevations ranging from approximately 70 feet to 50 feet msl, respectively. The site was rough graded between February and May of 2008 (GeoSoils, 2008) and included removal of topsoil, colluvium, alluvium and weathered terrace deposits. However, as indicated in the geotechnical report, only partial removal of the alluvium was performed beneath the southern portion of the site due to groundwater. The grading plans and the as-graded geotechnical report also Indicate that there is a cut-fill transition crossing the project site immediately northeast of the proposed building iocation. Geotechnical observation and testing of the rough grading operations was performed by GeoSoils (GeoSoils, 2008). The depth of fill beneath the site varies from less than 5 feet to roughly 30 feet along the southern perimeter (I.e., over the left-ln-place alluvium). In general, the fill soils were moisture conditioned to near optimum moisture content and compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The expansion potential ofthe onsite soils were tested and ranged from high to very high. It should be noted that the earthwork was perfomned in accordance with the City of Carlsbad grading ordinances and recommendations of the geotechnical consultant. 1.4 Proposed Development Based on our review of preliminary development plans prepared for the site by WLC Architects (WLC, 2012), we understand the proposed development will include the construction of a one-story, approximately 10,000 square foot (sf) fire station building on an approximately 2-acre site. In addition, a Hose Tower structure will be built in the southeast corner of the site, and a new cul-de-sac extension will be constructed off of Wind Trail Way. Also, underground utilities, subsurface oil water separator and stomi water treatment units, truck and automobile drive and parking areas, and associated concrete fiatwork adjacent to the proposed structures are anticipated. Based on a review of the preliminary grading plans by MSL Engineering, the project civil engineer, it is our understanding that the proposed site grades will remain relatively close to the existing grades (i.e., slight changes) and that the -2- Leighton 603386-001 proposed finish pad elevation of the building will be approximately 65 feet msl. In addition, we have assumed that the proposed single and dual axle weights ofthe proposed fire truck equipment will be up to 24,000 and 40,000 pounds, respectively, in the design of concrete pavement area, and traffic indices (Tl) of 4.5 and 6 for the design of asphalt parking and drive areas. Excavation for subsurface oil water separator and storm water treatment units are anticipated to extend 8 to 10 feet below the proposed final surface grades. 4 Leighton 603386-001 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING The subsurface exploration performed for this geotechnical investigation consisted of the excavation of four exploratory hollow-stem auger borings. In addition, we have also utilized the geotechnical documentation provided in the as-grade report (GeoSoils, 2008). The approximate locations ofthe exploration borings are shown on Plate 1. The purpose of the explorations was to Investigate the underlying stratigraphy, physical soil characteristics, collected samples for laboratory testing and specific engineering properties of the soils within the area of the proposed improvements. The approximate vertical and aerial distribution of lithologic units underlying the site is shown on the geologic cross-section provided in Cross-Section A-A' and Geotechnical Map (Plate 1). Our borings were excavated to depths ranging from approximately 21.5 to 61.5 feet below the existing ground surface (bgs). Borings were performed using a heavy duty truck mounted hollow-stem auger drill rig. During the boring operations, a geologist from our fimi prepared geotechnical logs and collected bulk and relatively undisturbed samples for laboratory testing and evaluation. After completion, the boring excavations were backfilled with bentonite grout. The boring logs are provided in Appendix B and laboratory test results are included in Appendix C. The approximate location of the borings are presented on the Geotechnical Map (Plate 1). -4- Leighton 603386-001 3.0 SUMMARY OF GEOLOGIC CONDITIONS 3.1 Geologic and Tectonic Setting The site is located within the coastal subprovlnce of the Peninsular Ranges Geomorphic Province, near the western edge of the southern California batholith. Throughout the last 54 million years, the area known as the "San Diego Embaymenf has gone through several episodes of marine inundation and subsequent marine regression, resulting In the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California bathollthic. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quatemary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. Specifically, the site is underiain by Quaternary Terrace Deposits and at depth by sedimentary rocks consisting of Tertiary-age sandstones ofthe Santiago Formation (Figure 2). The Peninsular Ranges are traversed by several major active faults (Figure 3). The Whittier-Elsinore, San Jacinto, and the San Andreas faults are major active fault systems located northeast of the site and the Rose Canyon. Newport-Inglewood (offshore), Coronado Bank, and San Diego Trough are active faults located to the west-southwest (Jennings and Bryant, 2010). Major tectonic activity associated with these and other faults within this regional tectonic framework is right-lateral strike- slip movement. These faults, as well as other faults in the region, have the potential for generating strong ground motions at the project site. Further discussion of faulting relative to the site is provided In the Faulting and Seismicity section of this report:. 3.2 Local Geologic Setting Based on our subsurface exploration and review of pertinent geologic literature and maps (Appendix A), the geologic units underlying the site consist of documented artificial fill overiying Holocene to Late Pleistocene-age alluvium and Terrace Deposits and in tum overlying Eocene-age Santiago Formation (Plate 1). A brief description of the geologic units encountered on the site is presented below. The approximate distributions of these geologic units are presented on the Geotechnical Map (Plate 1). 4 Leighton 603386-001 3.2.1 Documented Artificial Fill (Afo) As encountered during our exploration, documented artificial fill soils generally consisted of brown to gray-brown, stiff sandy silty clays to a medium dense fine to medium grained slity sands. The site was mass graded under the observation and testing services of GeoSoils (GeoSoils, 2008). In the area explored, the thickness of the fill is approximately 10 to 26 feet and according to as-graded mapping the fill depth increases in thickness toward the south. In their present condition the documented fill soils are considered adequate for support of the proposed structure. The areal limits of this unit are depicted on Plate 1. 3.2.2 Alluvium Deposits (Qal) Holocene to Late Pleistocene-age alluvium deposits underiie the southem portion of the site below the documented artificial fill. As encountered our exploration B-3, these materials generally consisted of light brown to brown and gray brown, wet, locally loose to medium dense, fine- to medium- grained silty sands and soft silty clays. The areal limits of this unit is depicted on Plate 1. Also, as depicted on Plate 1, we anticipate that this unit is up to approximately 26 feet in thickness underiying the proposed Hose Tower structure pad. Note that the alluvium is not underiying the proposed building pad. 3.2.3 Terrace Deposits (Qt) Quaternary-aged terrace deposits underiie the majority of the site below the documented artificial fill. As encountered our explorations B-1, B-2 and B-4, these materials generally consisted of orange-brown to gray brown, moist, medium dense, fine- to medium-grained silty sands. The areal limits of this unit is depicted on Plate 1. 3.2.4 Santiago Formation (Tsa) The bedrock unit underlying the site at depth is the Tertiary-aged Santiago Formation. In general, the unit consists of massive to weakly bedded sandstone with interiDedded silty claystone. The claystone typically was green-gray to olive-gray, damp, stiff to hard, fine-grained, sandy to silty, and moderately sheared. Where encountered, the upper 18 to 24 inches 4 Leighton 603386-001 of the Santiago Formation appears to be moderately weathered, porous and potentially compressible. The sandstone units typically possess a very low to medium expansion potential. The claystone units, typically possess a medium to very high expansion potential. The aerial limits of this unit are depicted on Plate 1. 3.3 Geologic Structure Based on our field observations, and previous work at nearby sites, the site is underiain by favorably oriented geologic structure consisting of generally near horizontal and massively bedded sandy materials associated the Holocene to Late Pleistocene-age alluvium and terrace deposits. The underlying Santiago Formation consists of generally interiaedded sandstone and claystone with a near horizontal orientation. 3.4 Landslides Several formations within the San Diego region are particularly prone to landsliding. These fomiations generally have high clay content and mobilize when they become saturated with water. Other factors, such as large slopes, steeply dipping bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potential for landsliding. No landslides or indications of deep-seated landsliding were indicated at the site during our field exploration or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs. Furthermore, geological mapping by GeoSoils during the site rough grading and the local geologic maps indicate the site is generally underlain by favorable oriented geologic structure, consisting of massively bedded sandstone. Therefore, the potential for significant landslides or large-scale slope instability at the site is considered low. 3.5 Slope Stabilitv Based on topographic data provided, the site is generally level with exception of the eastern and southern fill slopes with 2:1 and 3:1 inclinations, respectively. The maximum height of the existing slopes is on the order of 12 feet. The potential for static slope instability is considered to be low, however, we perfonned a seismic (pseudo-static) slope stability analyses on the southern slopes underiain by the alluvium, which is discussed in Section 4.4.3. ^ Leighton 603386-001 3.6 Expansive Soils Based on our field obsen/ations and laboratory testing, highly expansive soils were encountered at the site. Expansive soils should be anticipated and need to be mitigated for the proposed site development. 3.7 Hydro-collapse and Settlement Based on the results of our subsurface exploration, the potential for hydro-collapse of the underlying alluvium is considered low at the subject site. However, the saturated alluvium left-in-place beneath the southern portion of the site is subject to consolidation and settlement under additional loading. Note that due to the nature of fine grain soil in the alluvium, the duration of any settlement is anticipated to be relatively long periods. 3.8 Soil Corrosivity A preliminary con^osive soil screening for the on-site materials was completed during our previous investigations to evaluate their potential effect on concrete and ferrous metals. The con'osion potential was evaluated using the results of laboratory testing on one representative soil sample obtained during our subsurface evaluation. Laboratory testing was perfomied to evaluate pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had a measured pH of 7.88, and a measured minimum electrical resistivity of 304 ohm-cm. Test results also indicated that the sample had a chloride content of 1,093 ppm, and a soluble sulfate content of less than 0.045 percent (by weight in soil). 3.9 Surface and Ground Water Ground water was encountered during our subsurface exploration of boring B-3 at a depth of approximately 26 feet, which corresponding to an elevation of 37 feet msl. Based on site topography, surface water likely drains as sheet flow across the site during rainy periods in a southeriy direction. Perched ground water may develop on less permeable layers such as between clays and sands within the fill underiying the site. It should be noted that ground water levels may fluctuate during periods of precipitation. Nevertheless, based on the above information, we do not anticipate ground water will be a constraint to the construction of the project. Leighton 603386-001 3.10 Flood Hazard According to a Federal Emergency Management Agency (FEMA) flood Insurance rate map (FEMA, 1997), the southern edge ofthe site is located within a mapped flood zone. However, based on review the flood maps and flood level elevations, the site has been raised above the floor elevations. 3.11 Infiltration The results of our subsurface exploration and laboratory testing indicate that on- site fill soils are of a generally clayey nature characterized as having relatively low infiltration rates. In addition, it shouid be noted that sites located in areas underiain by fill soils are also known to contain both permeable and impermeable layers which can transmit and perch ground water in unpredictable ways. Note that no infiltration testing was included as part of this study but can be performed upon request. 3.12 Exceptional Geologic Conditions Exceptional geologic items are items that are present across the State of California, and occur on a site by site basis. We have addressed the presence or non-presence of these items typically present across the State in the sections below. 3.12.1 Hazardous Materials The proposed project is located within a recently graded and previously undeveloped area within the City of Carlsbad. The presence of methane gas, hydrogen-sulfide gas, tar seeps, and other naturally occurring hazardous materials has not been previously observed or mapped. Therefore, it is our opinion that the probability of such materials existing at the site is very low. -9-4 Leighton 603386-001 3.12.2 Regional Subsidence The site area is not currently utilized for ground water or oil withdraws. In addition the dense nature of the Santiago Formation is not prone to subsidence settlement due to withdraw of fluids. Therefore, regional subsidence is considered to be unlikely. 3.12.3 Non-Tectonic Faulting Surface expressions of differential settlement, such as ground fissures, can develop in areas affected by ground water withdrawal or banking activities, including geothermal production. The site location is not within an area affected by differential settlement caused by non-tectonic sources. 3.12.4 Volcanic Eruption The proposed site is not located within or near a mapped area of potential volcanic hazards (Miller, CD., 1989). The nearest volcanic activity is located in the Salton Sea area of southern California, approximately 70 miles east ofthe site. 3.12.5 Asbestos Due to the lack of proximal sources of serpentinic or ultramafic rock bodies, naturally-occurring asbestos is not considered a hazard at the site. 3.12.6 Radon-222 Gas Historically, Radon-222 gas has not typically been recognized as an environmental consideration in San Diego County. In particular the site area is not mapped as containing organic rich marine shales commonly characterized has potentially containing Radon-222 gas (Churchill, Ronald, 2003). Therefore, based on our review of the referenced literature, and our site exploration, the potential for the occurrence of Radon-222 gas at the site is considered low. 4 -10- Leighton 603386-001 4.0 FAULTING AND SEISMICITY 4.1 Faulting The primary seismic risk to the site area is the Rose Canyon fault zone located approximately 6.6 miles west of the site. The Rose Canyon fault zone consists predominantly of right-lateral strike-slip faults that extend south-southeast bisecting the San Diego metropolitan area (Figure 3). Various fault strands display strike-slip, normal, oblique, or reverse components of displacement. The Rose Canyon fault zone extends offshore at La Jolla and continues north- northwest subparallel to the coastline. The offshore segments are poorly constrained regarding location and character. South of downtown, the fault zone splits into several splays that underiie San Diego Bay, Coronado, and the ocean floor south of Coronado (Treiman, 1993; Kennedy and Clarke, 1999). Portions of the fault zone in the Mount Soledad, Rose Canyon, and downtown San Diego areas have been designated by the State of California (CGS, 2000 and 2003a) as being Earthquake Fault Zones. Our review of available geologic literature (Appendix A) indicates that there are no known active faults transecting, or projecting toward the site. The subject site is not located within any State mapped Earthquake Fault Zones or County of San Diego mapped fault zones. The nearest active fault is the Rose Canyon fault zone located approximately 6.6 miles west of the site (Figure 3). It should be noted that a pre-Holocene fault was mapped during rough grading approximately 400 feet west of the site. 4.1.1 Surface Rupture As previously discussed, the site is not underlain by a known active or potentially active fault. Therefore, the potential for ground rupture due to faulting at the site is considered low. Ground lurching is defined as movement of low density materials on a bluff, steep slope, or embankment due to earthquake shaking. Since the site is relatively flat and removed from any over-steepened slopes, lurching or cracking of the ground surface as a result of nearby or distant seismic events is unlikely. 4.2 Historical Seismicity Historically, the San Diego region has been spared major destructive earthquakes. The most recent earthquake on the Rose Canyon fault in San Diego occurred after A.D. 1523 but before the Spanish arrived in 1769. Studies 4 -11- Leighton 603386-001 by Rockwell and Murbach (1999) indicate that the earthquake occurred at A.D. 1650 ± 125. Two additional earthquakes, the 1800 M6.5 and 1862 M5.9, may have also occurred in the Rose Canyon fault zone. However, no direct evidence of ground rupture within the Rose Canyon fault zone for those events was recorded. The site location with respect to significant past earthquakes (>M5.0) is shown on the Historical Seismicity Map in Appendix D. The historic seismicity for the site has been tabulated utilizing the computer software EQSEARCH (Blake, 2000). The results are presented in Appendix D. The results indicate that the maximum historical site acceleration from 1800 to present has been estimated to be 0.23g. 4.3 Seismicity The site can be considered to lie within a seismically active region, as can all of Southern California. Specifically, the Rose Canyon fault zone located approximately 6.6 miles west of the site is the 'active' fault considered having the most significant effect at the site from a design standpoint. 4.3.1 Site Class According to Section 1613A.5.2 of the 2010 CBC, sites subject to liquefaction are to be characterized as Site Class F. However, based on NEHRP Guidance and our understanding that the structure will possess a fundamental period of vibration of less than 0.5 seconds, a site-response analysis is not required to determine spectral acceleration for liquefiable soils. In addition, only the Hose Tower sfructure is underiain by alluvium with a potential for liquefaction. Accordingly, a site class was determined for the site utilizing 2010 California Building Code procedures. Based on documented blow counts and estimated shear wave velocity ground motions, we have characterized the site soil profile to be Site Class D. Our evaluation of seismic hazard is presented in the following section and indicated the potential for liquefaction when subjected to the design earthquake ground motion. 4.3.2 Building Code Mapped Spectral Acceleration Parameters The effect of seismic shaking may be mitigated by adhering to the Califomia Building Code and state-of-the-art seismic design practices of 4 -12- Leighton 603386-001 the Structural Engineers Association of Califomia. Provided below in Table 1 are the spectral acceleration parameters for the project determined in accordance with the 2010 CBC (CBSC, 2010a) and the USGS Ground Motion Parameter Calculator (Version 5.1.0). 1 Table 1 2010 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Fa = 1.035 F, = 1.559 Mapped MCE Spectral Accelerations Ss = 1.162g Si = 0.441 g Site Modified MCE Spectral Accelerations SMS = 1-203g SMI = 0.687g Design Spectral Accelerations SDS = 0.802g SDI = 0.458g The peak horizontal ground acceleration associated with the Maximum Considered Earthquake Ground Motion is 0.48g. The peak horizontal ground acceleration associated with the Design Earthquake Ground Motion is 0.32g. Since the mapped spectral response at 1-second period is less than 0.75g, than all structures subject to the criteria in Section 1613A of the 2010 CBC are considered to fall within Seismic Design Category D. 4.4 Secondary Seismic Hazards In general, secondary seismic hazards can include soil liquefaction, seismically- induced settlement, lateral displacement, surface manifestations of liquefaction, landsliding, seiches, and tsunamis. The potential for secondary seismic hazards at the subject site is discussed below. 4.4.1 Liguefaction and Lateral Spreading Potential Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water -13-4 Leighton 603386-001 table are most susceptible to liquefaction, while the most clayey materials are not susceptible to liquefaction. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers. For consideration in liquefaction analysis, and based on deaggregation of the Maximum Considered Eartihquake event, a magnitude M6.93 is associated with the Design Earthquake Ground Motion. Liquefaction analysis was performed utilizing the procedures of Robertson and Wride and NCEER guidance (Youd, T.L., Idriss, I.M. and Others, 2001). The subsurface exploration of boring B-3 indicates that some of the granular layers of alluvial soil in the vicinity of the proposed Hose Tower structure may be susceptible to liquefaction. Table 2 provides a summary of the calculated post-liquefaction settlement that may be experienced as a result of the design earthquake event. Summary plots of the analyses performed using the software program LiquefyPro Version 5.8m are provided in Appendix D. 1 Table 2 1 Calculated Post-Liquefaction Settlement Location Settlement (in) B-3 2 1 Due to the depth to ground water and the zone of liquefaction, surface manifestation of estimated settlements are expected to be more generalized than implied by the estimates on Table 2 above. 4.4.2 Surface Manifestation of Liguefaction Due to the lack of shallow ground water (ground water is generally below a depth of 26 feet) and the medium dense nature of the underiying upper 25 feet of soil materials, the surface manifestation of liquefaction such as sand boils or ground fissures are not anticipated to occur at the site. 4 -14- Leighton 603386-001 4.4.3 Lateral Spreading or Flow Failure Empirical relationships have been derived (Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. The susceptibility to earthquake-induced lateral spread is considered to be low for the site because of the relatively level ground surface in the site vicinity, the depth to ground water, and the lack of a free slope surface available for spreading to initiate. An analysis of post-liquefaction slope stability (i.e., flow failure) of the proposed Hose Tower area (i.e., the southern portion of the site) was performed utilizing the computer program Slide 6.0 (Rocscience, 2011) with Spencer's and Bishop's methods for circular and block failure modes. The flow failure analysis considered the existing ground surface and proposed Hose Tower structure. For the post-liquefaction analysis, the liquefied residual shear strengths were selected utilizing the procedures outlined by Seed and Harder (Seed and Harder, 1990) with more recent discussions by R.B. Seed (Seed, 1999, 2003) and the average corrected SPT blow count values (N^eo-cs (corrected for overburden, energy and fines content) for the potentially liquefiable layers ranging from 5 to 15. Utilizing this approach, the slope stability analysis was performed using the strength parameters presented in Table 3, and liquefied undrained residual shear strengths of 250 psf for the liquefied alluvial layer. Table 3 Flow Failure Strength Parameters Material Angle of Internal Friction, (j) (degrees) Cohesion, c (psf) Fill 30 200 Terrace Deposits 32 200 Santiago Fonnation 39 400 A summary of the flow failure analysis is presented in Appendix E. The results of the flow failure analysis indicates that the proposed Hose Tower -15-4 Leighton 603386-001 structure area is not considered susceptible to flow failure (i.e., the factor of safety is greater than 1.0). 4.4.4 Tsunamis or Seiches Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements ofthe ocean bottom during submarine earthquakes, landslides, or volcanic activity. A seiche is an oscillation (wave) of a body of water in an enclosed or semi-enclosed basin that varies in period, depending on the physical dimensions of the basin, from a few minutes to several hours, and in height from several inches to several feet. A seiche is caused chiefly by local changes in atmospheric pressure, aided by winds, tidal currents, and occasionally earthquakes. Based on the elevation (approximately 65 feet msl) and inland location of the site (approximately 2.7 miles from the coast), the potential for damage due to either a tsunami or seiche is nil. 4 -16- Leighton 603386-001 5.0 CONCLUSIONS Based on the results of our investigation of the site, it is our opinion that the proposed Carisbad Fire Station No. 3 is feasible from a geotechnical standpoint, provided the following conclusions and recommendations presented in the following sections are incorporated into the project plans and specifications. The following is a summary ofthe geotechnical considerations for the project. • Based on our subsurface exploration and laboratory testing, the documented fills placed under the obsen/ation and testing of GeoSoils are in accordance with current industry standards. However, the near-surface fill soils are locally disturbed or weathered (i.e., the upper 2 feet). In addition, the existing onsite soils were found to have a high potential for expansion. Therefore, mitigation ofthe highly expansive soils needs to be considered in the design of the building and structure foundations, floor slab-on-grades, concrete flatworic, sidewalks and pavement sections. Potential mitigation could Include the removal of highly expansive soils and replacement with lower expansive soils, or use of a post-tension or ribbed matt foundation with remedial grading. Remedial grading would include excavating, moisture conditioning, and recompaction the upper 5 feet of soil beneath the building pad and movement sensitive structures. Note that the use of a total removal and replacement of highly expansive soils is typically not feasible unless a source of low expansive soil from a clean import site or in the exposed Terrace Deposits is readily available as part of a rough grading operation. • Retaining walls, if any, should be backfilled with imported granular soil having a very low to low expansion potential. • The site, like all sites in Southern California, may be subject to strong ground motion from nearby seismic events over the design life of the structure. • There is a potential for liquefaction within the southern portion of the site at depths between approximately 26 and 54 feet tn addition, liquefaction may result in dynamic settlement. • Ground water was encountered at a depth of approximately 26 feet (i.e., an elevation of 37 feet msl) during our investigation. However, ground water is not anticipated to be a constraint to construction of the proposed structure. • Active or potentially active faults do not transect or project toward the site. The closest active fault is the Rose Canyon (offshore portion) fault located approximately 6.6 miles to the west. • Due to the gentle topography at the site and lack of adverse geologic conditions, landsliding and mass movement is considered to be unlikely. • Sites located in areas underiain by artificial fill commonly contain both permeable and impenneable layers which can transmit and perch ground water in unpredictable -17- Leighton 603386-001 ways. Therefore, given the site geologic conditions and project type (slab-on-grade), Low Impact Development (LID) measures that involve unlined detention or retention are not recommended for this site and project. Exceptional geologic hazards are not anticipated to impact the site or the proposed site development. Based on the subsurface exploration ofthe soils underlying the site, we anticipate that these materials can easily be excavated with conventional heavy-duty earthwork equipment. Laboratory test results indicate the onsite soils have a negligible potential for sulfate attack on concrete; however, the soils are considered very corrosive to buried uncoated metals. Note that a con'osion specialist should be consulted regarding mitigation recommendations. -18-4 Leighton 3 603386-001 6.0 PRELIMINARY RECOMMENDATIONS 6.1 Earthwork We anticipate that earthwork at the site will be minor and consist of site preparation, remedial grading and placement of compacted fill. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix F. In case of conflict, the following recommendations shall supersede those in Appendix F. 6.1.1 Site Preparation Prior to remedial grading, the site should be cleared of surface and subsurface obstructions, including any existing debris, undocumented or loose fill soils, and/or stripped of vegetation. Removed vegetation and debris should be properly disposed off-site. After the remedial grading removals are made, all areas to receive fill and/or other surface Improvements should be scarified to a minimum depth of 8 inches, brought to 5 percent above-optimum moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). 6.1.2 Remedial Grading For remedial grading, we recommend that the existing fill soil within the building pad and other movement sensitive structure areas (i.e.. the proposed footprint and at least 10 feet horizontally outside) be removed to a depth of at least 5 feet below the existing grade, moisture conditioned to 5 percent above-optimum moisture content and replaced as newly compacted fill. For pavement and concrete flatworic areas, we recommend that the existing fill soil be removed to a depth of at least 3 feet below the existing grade, moisture conditioned to 5 percent above-optimum moisture content and replaced as newly compacted fill. We anticipate removals at the subject site should not exceed 5 feet in depth. Nevertheless, deeper removals may be needed based on field obsen/ations by the geotechnical consultant. Any unsuitable materials such as organic matter or oversized material should be selectively removed and disposed of off-site. Additional expansion index testing should be performed following the remedial grading. 4 -19- Leighton 603386-001 6.1.3 Excavations and Oversize Material Excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Temporary excavations less than 5 feet in depth, such as utility trenches with vertical sides, in these units should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions, in accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if workers are to enter such excavations. Temporary sloping gradients should be determined In the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be assumed for slopes not supporting structures or surcharge loads. Although not anticipated, excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer. 6.1.4 Engineered Fill Soil materials utilized as engineered fill should be free of oversized rock, organic materials, and deleterious debris. Rocks greater than 3 inches in diameter should not be placed within 2 feet of finished grade. Fill should be moisture conditioned to at least 5 percent above optimum and compacted to 90 percent or more relative compaction, in accordance with ASTM D 1557. Although the optimum lift thickness for fill soils will be dependent on the type of compaction equipment utilized, fill should generally be placed in unifonn lifts not exceeding approximately 8 inches in loose thickness. In vehicular pavement areas, the upper 12 inches of subgrade soils should be scarified then moisture conditioned to a moisture content at or above optimum content and compacted to 95 percent or more of the maximum laboratory dry density, as evaluated by ASTM Dl 557. Fills placed on slopes steeper than 5:1 (horizontal to veri:ical) should be keyed and benched into competent formational soils as indicated in the General Earthwork and Grading Specifications for Rough Grading presented in Appendix F. Placement and compaction of fill should be pert'ormed in general accordance with the current City of Carlsbad grading ordinances, California Building Code, sound construction practice, these recommendations and the General Earthworic and Grading Specifications for Rough Grading presented in Appendix F. 4 -20- Leighton 603386-001 6.1.5 Eart:hwork Shrinkaoe/Bulking The volume change of excavated onsite materials upon recompaction as fill is expected to vary with material and location. Typically, the surficial soils and fonnational sandstone materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be detennined. However, based on the results of our geotechnical analysis and our experience, a 0 to 5 percent shrinkage factor is considered appropriate for the existing artificial fill. 6.1.6 Import Soils If import soils are necessary to bring the site up to the proposed grades, these soils should be granular in nature, and have an expansion index less than 50 (per ASTM Test Method D4829) and have a low corrosion impact to the proposed improvements. Import soils and/or the borrow site location should be evaluated by the geotechnical consultant prior to import. 6.2 Slope Stability Our review of the preliminary site development plan indicates no significant slopes are required to construct the project. Based on our experience and observation of the performance of slopes existing at the site, it is our opinion that the existing eastern and southern slopes (less than 15 feet high) will be grossly stable at gradients of 2:1 (horizontal to vertical) following the proposed construction of the improvements. 6.3 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff and sheet flow. Positive surface drainage should be provided to direct surface water away from the structures toward the street or suitable drainage facilities. Positive drainage may be accomplished by providing a minimum 2 percent gradient from the structures. Below grade planters should not be situated adjacent to structures or pavements unless provisions for drainage such as catch basins and drains are made. In general, ponding of water should be avoided adjacent to structures or pavements. -21-4 Leighton 603386-001 6.4 Foundation and Slab Considerations To furiiher mitigate the expansive soil condition, we recommend that the proposed building be supported by a conventionally reinforced ribbed mat slab (RRMS) foundation (that incorporates continuous and isolated spread footings), a standard mat foundation, or a post-tension foundation. Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. The foundation recommendations outlined below assume that a uniform building pad will be constructed with approximately 5 feet of newly compacted fill underlying the proposed pad elevation and extend at least 10 feet beyond building footprint. These recommendations also assume that the soils encountered within 5 feet of pad grade have a high expansion potential. 6.4.1 Foundations RRMS Foundation: For the RRMS foundation, the design should conform to California Building Code (CBC) Section 1808. Continuous and spread footings should extend a minimum of 36 inches beneath the lowest adjacent finish grade. At these depths, footings may be designed for a maximum allowable bearing pressure 2,000 pounds per square foot (psf). The allowable pressures may be increased by one-third when considering loads of short duration such as wind, but not for seismic forces. The minimum recommended width is 18 inches for continuous footings and 24 inches for square or round footings. Minimum recommended depth of the ribs (grade beams between spread footings) is 18 inches. Footing reinforcement should be designed in accordance with the structural engineer's requirements, but not less than four No. 5 reinforcing bars (two top and two bottom) for continuous footings. Additional tlesign and construction information for the RRMS foundation can be obtained in US Army Corps of Engineer, Technical Instructions (Tl) 809-28 (USACOE, 1999). Mat Foundation: As an alternative, a structural mat foundation may be used for support of the building. Thickness and reinforcement of the mat foundation should be in accordance with the recommendations of the project structural engineer. The mat foundation, supported by 3 feet of compacted fill, should be designed using an allowable bearing capacity of 2,000 psf, which may be Increased by one-third when considering loads of a short duration such as wind or seismic forces. Mat foundations typically experience some deflection due to building loads placed on the mat and the reaction of the soils underlying the mat A design coefficient of subgrade reaction Ki, of 70 pounds per cubic inch -22- Leighton 603386-001 (pci) may be used for evaluating such deflections at the site. This value is based on the soil conditions encountered in our exploratory excavations and is considered as applied to a unit square foot area. The value should be adjusted for the design mat size. The coefficient of subgrade reaction Kb for a mat of a specific width, may be evaluated using the following equation. . Kb = Ki [(b+1)/2b]^ ;where b is the least width of the foundation Post-Tension Foundation: As another alternative, a post-tension (PT) foundation, consistent with the Post-Tensioning Institute (PTI) design criteria, may be considered. We recommend that post-tensioned foundations be designed using the geotechnical parameters presented in Table 4 below and criteria of the 2010 California Building Code and the Third Edition of Post-Tension Institute Manual. Table 4 Post-Tensioned Foundation Design Recommendat ions Design Criteria Categon/1 Low Expansion Potential Category 11 Medium Expansion Potential Category III High Expansion Potential Edge Moisture Variation, em Center Lift: g.o feet 8.3 feet 7.0 feet Edge Moisture Variation, em Edge Lift: 4.8 feet 4.2 feet 3.7 feet Differential Swell, ym Center Lift: 0.46 inches 0.75 inches 1.09 inches Differential Swell, ym Edge Lift: 0.65 incties 1.09 inches 1.65 inches Angular Distortion Value: 1/1200 1/800 1/500 Perimeter Footing Depth: 18 inches 24 inches 30 inches Allowable Bearing Capacity 2,000 psf -23-Leighton 603386-001 The post-tensioned foundation and slab should also be designed in accordance with structural considerations. Continuous footings (ribs or thickened edges) with a minimum width of 12 inches and a minimum depth of 12 inches below lowest adjacent soil grade may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot. The allowable bearing capacity may be increased by one-third for shori:- term loading. Where the foundation is within 3 feet (horizontally) of adjacent drainage swales, the adjacent footing should be embedded a minimum depth of 12 inches below the swale flow line. 6.4.2 Floor Slabs For living and office areas with an RRMS or PT foundation, the slab-on- grade floor slab should be at least 5 inches thick and be reinforced with No. 3 rebars 18 inches on center, each way (minimum) or structurally designed PT tendons, placed at mid-height in the slab. In addition, a 4-inch layer of clean sand should underiie the living and office areas floor slab. In addition, we recommend using reinforcement and/or dowels between footings sidewalks at doon^/ays openings, and between curbs and sidewalks to mitigate potential differential movements due to the highly expansive soil present at the site. For the interior floor slab supporting fire trucks with an RRMS or PT foundation, the slab-on-grade should be at least 8 inches thick and be reinforced with No. 4 rebars 18 inches on center, each way (minimum), or structurally designed PT tendons^^ placed at mid-height in the slab. The slab should also be underiain by a 4-inch layer of ctean sand and a minimum of 8 inches of Caltrans Class 2 Aggregate Base. To reduce moisture migration up through all floor slabs including the structural mat foundation, we recommend installing a 10-mil plastic sheeting vapor retarder/barrier between the upper and lower 2-inches of sand. It should be noted that the recommended aggregate base and lower 2-inches of sand may be omitted if a stmctural mat foundation (at least 12 inches thick) is utilized for building. We emphasize that this is the responsibility of the contractor to ensure that the slab reinforcement is placed at slab midheight. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. The vapor retarder/barrier should be sealed at all penetrations and laps. Moisture vapor transmission through the concrete slabs may be additionally reduced by use of concrete additives. Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying soils up through the slabs. We recommend that the floor covering installer 4 -24- Leighton 603386-001 test the moisture vapor flux rate prior to attempting applications of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slip-sheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. Additional guidance is provided in ACI Publications 302.1 R-04 Guide for Concrete Floor and Slab Construction and 302.2R-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Floor Materials. The slab subgrade soils underlying the RRMS or PT foundation systems and concrete flatwork should be presoaked in accordance with the recommendations presented on the following table prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton prior to slab construction. Table 5 Presaturation Recommendations Based on Finish Grade Soil Expansion Potential Presaturation Criteria Expansion Potential Presaturation Criteria Very Low 0-20 Low 21-50 Medium 51-90 High 91-130 Minimum Presoaking Depth (in inches) 6 18 24 30 Minimum Recommended Moisture Content near optimum moisture 1.2 times optimum moisture 1.2 times optimum moisture 1.3 times optimum moisture Presoaking or moisture conditioning may be achieved in a number of ways. But based on our professional experience, we have found that minimizing the moisture loss on pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking recommendations. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a crust so equipment can be utilized should be anticipated. -25-4 Leighton 603386-001 6.4.3 Foundation Setback We recommend a minimum horizontal setback distance from the face of slopes for all structural foundations, footings, and other settlement- sensitive structures as indicated on the Table 6 below. The minimum recommended setback distance from the face of retaining walls is equal to 1.5 times the height of the retaining wall. This distance is measured from the outside bottom edge of the footing horizontally to the slope face or retaining wall, and is based on the slope height and type of soil. However, the foundation setback distance may be revised by the geotechnical consultant on a case-by-case basis if the geotechnical conditions are different than anticipated. Table 6 Minimum Foundation Setback from Slope Faces Slope Height Minimum Recommended Foundation Setback less than 5 feet 5 feet 5 to 15 feet 10 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. In addition, utility trenches that parallel or nearly parallel structure footings should not encroach within an imaginary 2:1 (horizontal to vertical) plane extending downward from 9 inches above the bottom outside edge of the footing. Deepened footings should meet the setbacks as described above. 6.4.4 Anticipated Static and Dynamic Settlement The recommended allowable-bearing capacity is generally based on a maximum static total and differential (elastic) settlement of 1/2 inch and 1/4 inch, respectively, upon application of structural loads. The majority of this static settlement is anticipated upon application of load. Actuai static -26-4 Leighton ^mi^ 603386-001 settlement can be estimated on the basis that settlement is roughly proportional to the net contact bearing pressure. For the Hose Tower structure, the total post liquefaction settlement of 2 inches is estimated. Anticipated dynamic differential settlement is estimated at 1 inch over a horizontal distance of 50 feet (angular distortion of 1/600). 6.5 Lateral Earth Pressures and Retaining Wall Design For design purposes, if retaining walls are later proposed, Table 7 presents the lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with import soils of very low to low expansion potential (less than 50 per ASTM D4829). 1 Table 7 1 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 65 Passive 300 (Maximum of 3 ksf) 100 (sloping down) Unrestrained (yielding) cantilever walls up to 10 feet in height should be designed for an active equivalent pressure value provided above. Restrained walls should be designed for the at-rest case. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case-by-case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical drainage design is contained in Appendix F. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D1557). If foundations are planned over the backfill, the backfill should be compacted to 95 percent. Wall footings should be designed in accordance with -27-Leighton 603386-001 the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight as outlined in Section 6.4.3. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration Including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. Passive resistance provided in Table 7 is considered allowable (FS ^ 1.5) To account for potential redistribution of forces during a seismic event, retaining walls that fall under requirements of 2010 CBC Sections 1803A.5.12, and/or ASCE 7-05 Section 15.6.1 should also be analyzed for seismic loading. 6.6 Geochemical Considerations A preliminary geochemical screening of representative samples of the onsite soils was performed during previous investigations. The screening is meant to serve as an indicator for the design professionals In determining the level of input necessary from a qualified corrosion engineer. We recommend that a qualified "^i**^ corrosion engineer evaluate the general corrosion potential with respect to construction materials at this site. The corrosion test results are included in Appendix C. Laboratory testing was performed to evaluate pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had a measured pH of 7.88, which is considered neutral. The sample also had a chloride content of 1093 ppm, and a measured minimum electrical resistivity of 304 ohm-cm. Based on Caltrans criteria, a site is considered corrosive If the chloride concentration is 500 ppm or greater, or the pH is 5.5 or less. Therefore, based on the results of the laboratory testing and using Caltrans criteria, the site would be characterized as a corrosive site. Concrete in contact with soil or water that contains high concentrations of soluble sulfates (SO4) can be subject to chemical deterioration. Based on the ACI 318R- 05, Table 4.3.1, the potential for sulfate attack is negligible for water-soluble sulfate contents in soil ranging from 0.00 to 0.10 percent by weight (0 to 1,000 ppm), and moderate for water-soluble sulfate contents ranging from 0.10 to 0.20 percent by weight (1,000 to 2,000 ppm). The potential for sulfate attack is severe 4 -28- Leighton 603386-001 for water-soluble sulfate contents ranging from 0.20 to 2.00 percent by weight (2,000 to 20,000 ppm) and very severe for water-soluble sulfate contents over 2.00 percent by weight (greaterthan 20,000 ppm). Laboratory testing indicated a sulfate content of less than 0.045 percent by weight, which is considered negligible for sulfate attack. 6.7 Concrete Flatwork Concrete flatwork (including sidewalks) should have a minimum thickness of 4 inches and reinforced with No. 3 rebars 18 inches on center, each way (minimum) to mitigate potential cracking from differential movement. Constmction and expansion control joint spacing should be limited to 6 feet and designed by the project civil engineer or architect. For all concrete flatwork, the subgrade soils should be moisture conditioned to at least 5 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 and presoaked in accordance with the recommendations presented Section 6.4.2 prior to the concrete placement. In addition, we recommend using reinforcement and/or dowels between curbs and sidewalks to mitigate potential differential movements due the highly expansive soils on the site. 6.8 Preliminarv Pavement Design The appropriate pavement section depends primarily on the type of subgrade soil, shear strength, traffic load, and planned pavement life. Since an evaluation of the characteristics of the actual soils at pavement subgrade cannot be made at this time, we have provided the following pavement sections to be used for planning purposes only. The final subgrade shear strength will be highly dependent on the soils present at finish pavement subgrade. However, based on preliminary tesfing (Appendix C), we have assumed an R-value of less than 5 for the pavement subgrade soils. 6.8.1 Flexible Pavement Design The preliminary pavement design secfions (i.e., on-site pavements) have been provided on Table 8. Final pavement design should be evaluated based on R-value tests performed on representative subgrade soils upon completion of grading. Alternative pavement design sections may be provided once the appropriate traffic index is selected by the project architect or civil engineer. It should be noted that the City of Carlsbad pavement requirement will govern for all off-site street pavement. -29- Leighton 603386-001 Table 8 Preliminary Pavement Sections Pavement Loading Condition Traffic Index (20-Year Life) Pavement Sections Assumed R-Value of less than 5 Auto Parking Areas 4.5 3 inches AC over 8 inches Class 2 base Auto Driveways 6.0 4 inches AC over 12 inches Class 2 base All pavement section materials should conform to and be placed in accordance with the latest revision of the Greenbook and Caltrans guidelines and standard specificafions. Prior to placing the AC pavement section, the upper 12 inches of subgrade soils and all aggregate base should have relative compacfion of at least 95 percent (based on ASTM Test Method D1557). If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curb separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the secfions where heavy landscape watering may have access to the aggregate base. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. 6.8.2 Driveway Pavement Design For areas subjected to heavy vehicle traffic (i.e., fire trucks), we recommend Portland Cement Concrete (PCC) sections be designed in accordance with the design presented below. Based on our experience with similar projects in the site vicinity and for preliminary design purposes, we have assumed that the proposed singie and dual axle weights of the proposed fire truck equipment will be up to 24,000 and 40,000 pounds, respectively. For the maximum axle loads described above, we recommend pavement be a minimum of 8 inches thick ufilizing a concrete mix that provides a flexural modulus of rupture of at least 600 psi. The PCC should be underlain by a minimum of 12 inches of Caltrans Class 2 Aggregate Base. The PCC Pavement should be reinforced at mid height with No. 4 rebars at 18 inches on center (each way) at a minimum. Actual reinforcement may be heavier based on the recommendations of the structure engineer for other loading conditions. -30-Leighton 603386-001 For Other loading conditions, the concrete flatwork may be designed with a modulus of subgrade reaction of 70 psi per inch. The actual pavement design should also be in accordance with City of Carisbad and ACI criteria. If any concrete flatwork is located adjacent to landscape areas, the concrete should be thickened with a perimeter beam to a total of 12 inches deep by 12 inches wide and reinforced with two No. 5 rebars near the bottom. The concrete flatwork should be cut within two days of placement with suitable construcfion joints at a minimum of 8 foot spacing to one third the depth of the concrete. The rebars should not be cut. All pavement secfion materials should conform to and be placed in accordance with the latest revision of the Greenbook and American Concrete Institute (ACI) Codes and Guidelines. Prior to placement of the concrete, the upper 12 inches of subgrade soils should be scarified, moisture condifioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557. The aggregate base material should also be compacted to a minimum of 95 percent relative compacfion (based on ASTM Method D1557). 6.9 Low Impact Development (LID) Measures Based on the results of our geotechnical study, we do not recommend the pracfice of surface water infiltration into near surface soils at the site due to the proximity of settlement sensitive improvements. Specifically, bioswales, infiltrafion basins, and other unlined onsite detention and retention systems can potentially create adverse perched ground water condifions both on-site and off- site. Although, infiltration-type BMPs are not recommended for use on the project Low Impact Development (LID) BMPs that contain and filter surface waters (flow- through planters and bioretenfion areas) are acceptable provided that they are completely lined and have subdrain systems that tie into an approved existing or proposed storm drain system. 6.10 Control of Surface Water and Drainage Surface drainage should be carefully taken into consideration during precise grading, landscaping, and construction of site improvements. Positive drainage (e.g., roof gutters, downspouts, area drains, etc.) should be provided to direct surface water away from structures and improvements and towards the street or 4 -31- . . , Leighton 603386-001 suitable drainage devices. Ponding of water adjacent to structures should be avoided. Roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from structures. The performance of structural foundations is dependent upon maintaining adequate surface drainage away from structures. Water should be transported off the site in approved drainage devices or unobstructed swales and should consider long-term settlement as discussed above. We recommend that the minimum flow gradient for the drainage be 2 percent for area drains and paved drainage swales. We recommend that the minimum flow gradient for unpaved drainage swales and paved drainage swales within 5 feet of structures (sloping away) also be 2 percent. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the construcfion of additional area drains is not feasible, provisions for specific recommendafions to the owners may be necessary, oufiining the importance of maintaining positive drainage. The impact of heavy irrigation or inadequate runoff gradient can create perched water condifions, resulting in seepage or shallow ground water conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potenfial for nuisance-type moisture problems. To reduce differenfial earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a structure and improvements, moisture content of the soils surrounding the structure should be kept as relatively constant as possible. All area drain inlets should be maintained and kept clear of debris in order to function properiy. In addition, landscaping shouid not cause any obstruction to site drainage. Rerouting of drainage patterns and/or installafion of area drains should be performed, if necessary, by a qualified civil engineer or a landscape architect. 6.11 Construction Obsen/ation The recommendations provided in this report are based on preliminary design information and subsurface (x>nditions disclosed by widely spaced excavations. The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all onsite excavafions and field density tesfing of all compacted fill should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. We recommend that all excavafions be mapped by Leighton Consulting during grading. -32-4 Leighton 603386-001 6.12 Plan Review Final project drawings including foundation plans and grading plans shoulci be checked by Leighton Consulting before grading to ensure that recommendafions in this report are incorporated in project plans as intended. -33-4 Leighton 603386-001 7.0 LIMITATIONS The recommendations contained in this report are based on available project information. Changes made during design development, should be reviewed by Leighton Consulting, Inc. to determine if recommendations are still applicable. Any questions regarding the contents of this report should be directed to the attention of William Olson, PE, (858) 300-8491 of Leighton Consulting, Inc. The nature of many sites is such that differing geotechnical or geological conditions can occur over small areal distances and under varying climatic conditions. The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete and therefore preliminary. The findings, conclusions, and recommendations presented in this report are considered preliminary and can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construcfion of the proposed improvements, in order to confirm that our preliminary findings are representative for the site. This report was prepared for the sole use of WLC Architects for application to the design of the proposed improvements in accordance with generally accepted geotechnical engineering practices at this time in California. Our evaluation was limited to assessment of the preliminary geotechnical aspects of the project and did not include evaluation of structural issues, environmental concerns, or the presence of hazardous materials. In addition, we recommend that the ASFE Insert included in Appendix F be reviewed prior to the utilization ofthis report. 4 -34- Leighton Figures Projecf: 603386-001 Scale: 1 " = 2,000' Eng/Geol: WDO/MDJ Date: March. 2012 Base Map: ESRI Resource Center. 2010 Thematic info: Leighiton Author (mnxirpliy} SITE LOCATION MAP City of Carlsbad Fire Station #3 Carlsbad, California Map Saved as P:WrafllnaV50338e\0aiV3f_2012-03-21^FiaLire1.mxd on a/3tU2012 1 ;55:27 PM Legend QIs Qa Qoa Alluvlul food plain deposits (late Hollocene) Old alluvial flood plain deposits undivided (late to middle Pleistocene) Qop2.4 Old Paralic deposits (Late to Middle Pteistocene) Qope-r Old Paralic deposits (Late to Middle Pleistocene) Qopio-ii Old Paralic deposits (Late to Middle Pleistocene) Dacite Stock (Miocene) Santiago Formation (Middle Eocene) Point Loma Formation (Upper Cretaceus) Lusardi Formation (Upper Cretaceous) Tda Tsa Kp Kl Mzu Metasedimentary and Metavolcanic rocks (Mesozoic) Project: 603386-001 Scale: 1 " = 4,000 ' Eng/Geol: WDO/MDJ Date:Marcti, 2012 IGeologic Data: l)S(W. 2007. Kenneciy & Tan. Geologic Map of tlie Oceanside 30' x 60' Quadrangle, Caiifomla, Author; mmurphy (mmurphy) REGIONAL GEOLOGY MAP City of Carlsbad Fire Station #3 Carlsbad, California Map Saved a> P;VJtBmniffi03386«X)1VGIStof_2012-03.2HFiai»e2,mxd on M0a012 3 23:08 PM 1* > tl I lit ! ll I I i I i I I E i I i! t IS „j!];iJ|,'i;_" r, ... <H !- 3 a • • \ 1. V V" I' -r I'-" [• ii t 1^ t > / f ll 11 H i /g/ ' J f/\ I I k -rr O I I I T^f I- ; I ; I : I 5 / / Ilia (t3U) HOtLVUm Appendix A References 603386-001 APPENDIXA References American Concrete Institute (ACI), 2011, Building Code Requirements for Structural Concrete and Commentary. , 2006, Guide for Concrete Slabs that Receive Moisture-Sensitive Floor Materials. Blake, T.F., 2000, EQSEARCH for Windows Version 3.00a. Bryant, W.A., and Hart, E.W 2007, Special Publication 42, Fault Rupture Hazard Zones in Califomia, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, Interim Revision 2007. Califomia Building Standards Commission, 2010, Califomia Building Code, Volumes 1 and 2. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines Version 1.0, California Department of Transportation Division of Engineering Services Materials and Testing Services Corrosion Technology, September 2003. Califomia Geologic Sun/ey (CGS), 2011, Checklist for the Review of Engineering Geology and Seismology Reports for California Public Schools, Hospitals, and Essential Services Building - Note 48, dated January 1. -, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California Special Public 117a. , 2003, Point Loma Quadrangle, Earthquake Fault Zones, dated May 1 , 2000, Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southem Region, DMG CD 2000-02. , 1996, Geologic Maps of the Northwestern Part of San Diego County, Califomia, DMG Open-File Report 96-02, Plate 2, Geologic Map ofthe Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California, Scale 1:24,000. Caltrans, 2007, Stonn Water Quality Handbook: Project Planning and Design Guides, dated May 2007. A-1 ... Leighton 603386-001 APPENDIX A (Continued) County of San Diego, 2009, Draft Liquefaction [Map], County of San Diego Hazard Mitigation Planning. , 2008, Department of Environmental Health, Land and Water Quality Division Design Manual for Onsite Wastewater Treatment Systems, dated June 26. , 2007a, Low Impact Development Handbook - Stormwater Management Strategies, dated December 31, 2007. -, 2007b, Low Impact Development Appendices - San Diego Considerations and LID Fact Sheets, dated December 31, 2007. 2007c, Guidelines for Determining Significance, Geologic Hazards, Land Use and Environment Group, dated July 30, 2007. Churchill, Ronald, 2003, Geologic Controls on the Distribution of Radon in California, dated January 25,1992, revised December, 2003. Eisenberg, L.l., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County, in Abbott, P.L., Editor, 1983, On the Manner of Deposition ofthe Eocene ^^m^, Strata in Northem San Diego County, San Diego Association of Geologists J Fieldtrip Guide, pp. 87-91. Eisenberg, L.I., and Abbott, P L., 1985, Eocene Lithofacies and Geologic History, Northern San Diego County, in Abbott, P.O. Editor, 1983, On the Manner of Deposition of the Eocene Strata in Northem San Diego County, San Diego Association of Geologists Fieldtrip Guide, pp. 19-35. FEMA, 1997, Panel 1034 F, dated June 19. GeoSoils, 2008. Report of Mass Grading Planning Areas 12 and 13, Robertson Ranch West, Carlsbad, San Diego County, Califomia, June 5,2008. International Conference of Building Officials (ICBO), 1998, Maps of Known Active Faults Near-Source Zones In California and Adjacent Portions & Nevada. International Code Council, 2011, 2012 Intemational Building Code, Second Printing: June 2011. Jennings and Bryant, 2010, Fault Activity Map of California, Geological Survey 150th Anniversary, 1:750,000 scale. A-2 Leighton .^.^ A CCont\nued^ ^ Recent KA P 1975. Geo\o9V ^ QgotogV. ^""^ Oceanside Q" Tan, ='-^ '. -.^QiirveV. d*an san Oiego. CaW Seotechoical Hazards gheetAO, CW o'.°*"lh»r.l992. . ,i ^-3 4 603386-001 APPENDIX A (Continued) Stewart, J.P. Archuleta, R.J., Power, M.S., 2008, Special Issue on the Next Generation Project, Earthwork Spectra, Volume 24, Number 1, February 2008. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southem California: California Division of Mines and Geology, Open-File Report 93-02,45 p. United States Department of Agriculture, 1953, Aerial Photographs, Flight AXN-8M, Numbers 74, 75, and 76, scale approximately 1:20,000. United States Geological Survey, 1968, Encinitas Quadrangle, California: 7.5-minute series (topographic). Scale 1:24,000: photorevised 1975. USGS, 2011, United States Geological Survey Groundwater for USA: Water Levels, http://nwis.waterdata.usqs.qov/usa/nwis/gwlevels/7site no=325159116551101. dated December 12, 2011. WLC Architects, 2012, Preliminary Conceptual Design, Sheet 1, plotted January 6. 4 A-4 Leighton Appendix B Boring Logs GEOTECHNiCAL BORING LOG KEY ProjectNo. Project DriningCo. Drilling Method Location KEY TO BORING LOG GRAPHICS, Date Drilled Logged By Hole Diameter Ground Elevation Sampled By SOIL DESCRIPTION This Soil DescripUon tm>Kes only to a ksealkm of the expkmion ei ttie time of sampling. SulistHfaoecondiaana may cSffer at other locations and may change time. Tha daaeriptkm Is a abtipince^ of tfie actiaieondlUona encountered. Tim^loaaiietmensoll types may tie gmdual. AsplMllic concrete Portland ceineiU concrete till ilic clay of low to medium plasticity; gFBVolly clay; sandy ;$lliy day; lean clay Inorganic cti^ high plasticity, fal clays Organic clay; medium to plasliclly, oiganic sills inoisanic sill; dayty silt wilh tow plaslicity InocganK silt; diatomaceous fine sandy or s3ty soils; elastic sik Clayey slit lo silty cby Well-giaded gravel; gravclHiand mixture, litlle or no 6nes Poorly gmded gmvel; gravel-sand mixture, little ar no fines Silty gravel; giavel-sand-ailt mixtures Clay^ giavd; gravet-sand-clay mixtures Well-graded sand; graveUy sand, little or no fines Poorly graded sand; gravelly sand, littie or no fines Silly sand; poorly graded sand-silt mixtures Clayey sand; sand-clay mixtures Bedrock Qtound water encountered at time of drilling Bulk Sample Core Sampte Grab Sampte Modified California Sampler (3" O.D., 2.S I.D.) Shelby Tube Sampler (3" O.D.) Standaid Penctratkm Test SPT (Sampler (2" O.D.. 1.4" I.D.) Sampler Penetrates without Ilamracr Blow a BUKSMinf C O0HE8MIPLE O GRAB SAMPLE R RMeSMIPLE S SPUT SPOON SMIIi>LC T TtBEWMng TIIFE0FTKT8: -M0%RNE8PAaaiNO AL AiifcHHmoUMrrs CN OONSOUOATKM CO CQLLM>SE CR CORROSKM CU uMiiMWEDmaMai m nvusm 08 DIRECT SHEAR SA SaEVEANMLYSIS a BOWiSKMMDEX SE SMWEOUtVAiaiT H HYDROMETER TR THEMML RESISTIVITY MD MAXUHJMOENSmr UC UNCONFINED COMPRESSIVE STRENGTH PP POCKET PENETROMETER 4 *** TMs log is a part of a laport by Leighton and slwuU not IM used as a Stand-alone docimi^ Page 1 of 1 GEOTECHNICALBORING LOG B-1 Project No. )Ject Shilling Co. Drilling iUetliod Location 603386-001 WLC/Carslt)ad Baia Exploration 3-8-12 MDJ Hollow Stem Auger-1401b -Autoliammer -30" Drop ntwTtftfihnical Map - Fioure 2 Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 67- UJ 65 «0 5» 4S 40- JO— 15- 20— 25- SAMPtiVvPES •o 3 s a. E B-l 11 o 0. R-l I 10 16 22 si & a 107 S-l i 6 10 IS R-3 1. I 23 26 118 lOS 3^ =5 14 It _co •IM • CL SC CL SM SOIL DESCRIPTION This Son Oeacription applies only to a kumtion of the exploration at tha tma afsampHng. Sulisuriaea conditions may dOlar at oOiar locations and may cAange with Ome. The descriptton is a simpliliGation ofthe achml conditions encountarad. TranslHona tietween soil fypes may be gradual. i? o V a. >< ARTlFiciALFILL ^ ^ @0': Sandy silty CLAY: Gray-brown to darlc gray, moist, soft to to medium stiff; top 8 lo 12 inch loose with organics (roots) EI.R @ 5.5': Clayey medium SAND: Gray-brovra, moist, medium dense (8.5': Sandy silty CLAY: Dark btown, moist ilA-lTIRNAitY 1-p.RBACR Dt-POSITS (Ofi . } 10.S. Silly fine SAND: Oranec-hrown, damp to moist, dense; slichtly niollled, weathered I IS': Silty fme SAND: Orange-brown, damp io moist, dense 120*; Silty v«y fine to fine SAND: Gray-brovim. moist, dense Total Depth - 21.5 Feet ^ _ No grDimd water cncoMBtcrtd at time of drflifaie BadaDM wltk ccmcat aad bctttonttir on 3/a/12 B aULKSAMm-E C C0RESAMPI.E 3 ORABSAMPl£ R RINOSAMPLE a SPUT SPOON SAMPLE ^^'%lm» PASSING OS DIRECT SHEAR SA SHSVE ANALYSIS §5 SSSSr™" So ^SSSSSS^ S SSG^^'jr^.^ESTRHNOTH CR CORROSION PP POCKET PENETROMETER eu UMDRAMEOT^iainn RVALUE ^ *** This log Is a part Of a raport by Leigiiton and should not be used IS a Standee documm^ Page I of 1 GEOTECHNICALBORING LOG B-2 Project No. Project Drilling Co. Drilling Method Location 603386-001 WLC/Carslbad 3-8-12 MDJ Baia Exploration Hollow Stem Auger - 1401b - Autohammer - 30" Drop See Geotechnical Map - Figure 2 Date Drilled Logged By Hole Diameter Ground ElevaHon Sampled By _MDJ. 8" 63' St! a ll oc: SO SOIL DESCRIPTION This SoH DeacriiOon appOes only to a locaton of tfta exphration at the time of sampling. Subsurface condWona may differ at other kicationa and may change wHh tlma. The description ia a simpliKcation of the actual condlHona encountemd. Transitions tiatwaan soil types may lie gradual. i2 •5 CL 106 99 103 17 20 21 ARTIFICIAL HLL I Af^ @ Of: Sandy CLAY to clayey SAND: Brown to gray-brown, moisl; loose lo medium dense; lop 18 inches dry to <ump and loose, roots 10 8 inches CR SM @ 6': Silty fine to medium SAND: Orange-biown, moist, medium dense SC (gl U': Clayey SAND: Oray-farown. medium dense, moist 3 CL 115': ChQwy SILT to sttty CLAY: Brown, moist. stifFto very stiff, motllcd. silty SAND in shoe ^sible Qb SM — J.- — -TT Li^ DEPOSITS ^Otl 116.5': Silly very fme lo fine SAND: Gr^-brown and orange-brown, dense, damp to moist SP-SM 123': Ground viratGi cncoimtBred @25': Sihy fine to nwdium SAND to ihie to nte^um SAND widi SILT: Medium brawn, wet Total Dcpfh-26,5 Feet Graead water mcoentcrcd at 23 feet at time of drilling BacklWed with ccncnt and beaiimlte on 3/S/12 B BULK SAMPLE C CORESAMPLB G QRABSAMPLfi R RINOSAMPLE 8 SPLTT SPOON SAMPLE T TUBESAMPLE TYPE OF TESTS: •200 % FINES PASSINO AL ATTERBERGLMTB CN CONSOLHMTnN CO COLLAPSE CR CORROSnN CU UMDRAIWEDTTWAXIAL RV RVAUJB OS DIRECT SHEAR B EXPANSION mOEX H HYDROMETER MD MAXIMUM DENSTTY PP POCKET PENETROMETER SA SIEVE ANALYSIS SE SANDEQUIVALENT Sa SPECIFIC GRAMTY UC UNCONFINED COMPRESSIVE STRENGTH o ' This log is a part of a raport by Leighton and shoiild not be used as a standalone documenL **' Page 1 of l GEOTECHNICALBORING LOG B-3 Project No. oject drilling Co. Drilling Method Location 603386-001 WLC/Carslbad 3-8-12 MDJ Baia Exploration Hollow Stem Auger-1401b - Autohammer -30" Drop StM Geotechnical Mao - Figure 2 Data Drilled Logged By Hole Diameter Ground Elevation Sampled By _ JMPJ 8" 63" SOIL DESCRIPTION This Soil Description appKas only to a tocation ofOie exploration at Use fime of sampling. Sulisuriaea conditions may differ at other locations and may change with tuna. Tha description is a a/mpifltoaten of </w actual conditions encountered. TransiOms lietween soK types may b« graduaf. ARTIFICIAL FILL fAf) @ 0': Clacrey fine to medium SAND: Gray-brovMi, dry to moist, loose, medium dense; to 6 to 10 inches loose and my; root top 6 inches @ 5': Silly clayey medium SAND; Gray-brown to brovwi, moist dense \ 7': Silty medium SAND: Medium brown, moist @ 10'; Layer of clayey SILT to silty CLAY (10 to 11 feet) hi'; cSaycy SAND; Gray-brown and daric gray-brown, moist, mnlium maae to stiff @ 15': Sil^ fiae SAND: Light to medium brown, damp to moist, medium dense 120': Silty fine SAND: Li^t to medium brown, moist, medium ) 23': aayey SAND: Dark brown, moist @ 2S'-26': Silty CLAY: Dark brown, moist, stiff; mottled 26'-26.y: Silty mSium SAND to medium SAND wift SILT: Ught brown, wi, medium dtanc; compacted alhivium @ 2IST Ground wuer cncounicred SAMPl^PESt O 0 CL B BULK SAMPLE C CORE SAMPLE O GRABSAMPLE R RtNOSAMPLE a SPLIT SPOON SAMPLE TYPE OF TESTS: •100% PINES PASSMiS AL ATTERSERO UMrrs CN CONSOUDATKJN CO COLLAPSE CR CORROSION CU yytPyUIHep TRIAXIAL DS DIRECT SHEAR SA SIEVE ANALYSIS El EXPANSION INDEX SE SAND BQUIVALENT H HYDROMETER SO SPCCVIC GRAVITY MD MAXWRIM DENSTTY UC UNCONFMED COMPRESSIVE STRENGTH PP POCKET PENETROMETER RV RVALUE * * * This log Is a part of a raport by Leighton and ahould not be used as a stand-alone docummt' Page 1 of 3 GEOTECHNICALBORING LOG B-3 Project No. Project Drilling Co. Drilling Method Location 603386-001 WLC/Carslbad 3-8-12 MDJ Bala Exploration Hollow Stem Auger - 1401b - Autohammer - 30" Drop See Geotechnical Map - Figure 2 Date Drilled Logged By Hole Diametser Ground Elevation Sampled By MDJ 8* 63' w 9 5 o z a> a. E ID CO 0. a c oc "id SOIL DESCRIPTION This Soil [description sppMas only to a location of the exploration at the tme of sampiing. Subsurface conditions may differ at other tocations and may change with Vma. The descriptton ia a simpKncatton of the actual condifions encountemd. Transitions between aoH fypea may be gradual. I •5 JO s-3 25- S-4 20 15 10 45- --S-5-tr I LIVYPES: S-7 9 24 27 23 -SQfflL SAMPLE B BULK SAMPLE C CORE SAMPLE • QRABBAMPLfi R NNO SAMPLE a SPLTT SPOON SAMPLE SM-ML QtJATI ,RY ALLUVIUM (Pan 30": Silly Pmc to medium SAND (30 to 30.5 feet) and fine sandy .SILT (30.8 to 31.5 feet): Lighl brown and brawn, wet CH 135': Fine sandy silty CLAY: Brown, moist to wet, medium stiff SM 40'-40.3': Very fine sandy clayey SILT: Brown, wel. medium r 'vj'stiff / @ 40.3'-41.5': Medium silly SAND: Light brown, wet, medium dense @ 45': No recovery of rings, heaving sand, drilled to 46.5 fixt and resampled @ 46.5': Very little recovery of medium SAND: lA^ brown, wet SP-SM @ Sff: Fine to medium SAND with SILT; Brown, wet. loose GM @52.5': Oavellag CL ^^^'^ C^^^^^^vfrS^^in^^ hard TYPEOFTESTS: •200 % FINES PASSINQ AL ATTERKRaLHinTS CN CONSOUDATION CO COLLAPSE CR CORROSION DS DIRECT SMEAR El EXPANSMN BIDEX H HYDROMETER MO MAXIMUM DENSrrV PP POCKET PENETROMETER SA 8EVE ANALYSIS SE SAND EQUIVALENT SG SPBCIFK GRAVITY UC UNCONFINED COMPRESSIVE STRENQTH AL 200 4 ^1 * * * This tog Is a part of a raport by Lsii^ton and shouid not be used as a standalone docunwnt * * * Page 2 of 3 GEOTECHNICALBORING LOG B-3 Project No. 9|ect "*^liing Co. Drilling Method Location 603386-001 WLC/Carslbad 3-8-12 MDJ Baia Exploration i-irtiinwRtAmALiqar-1401b -Autohammer See Geotechnical Mao - Figure 2 30" Drop Date Drilled Logged By Hole Diameter Ground Elevation Sampled By 8" 63' UJ -10 -15 -20- B.1 a 60-(L. 65— 70- 75- 85- XI -25 SAMPLE B aULKSAMPLE e CORESAMPLE Q QRABaAMPU: ^ R RSiaSAMPLfl S SPUT SPOON SAMPLE T TUBEaAMPLE O z V Q. T i if si a en la CL SOIL DESCRIPTION TTite SoH Description appltas only to a locatton of the exptoratlon at the Vmer^sampHng. Subatxfacaeonditiona may dHfar at oOier tocattons and may change \irtlh Sme. Thedesoriptionlsasknpmcallonofthe actual conditions encountered. Transitions between soH types may ba gradual. @ 60': Sil^ a-AYSTONE: Olive gray, damp, hard Total Depth-61.5 Feet Ground wafer cncoantercd at 26 feet at time of drlllwe Backfilled wtth bentonite and cement grout on 3/8/12 TYPEOFTESTS: •MO %FINE8PASSma AL ATTERBEROUMrra CN CONSOUDATKIN CO COLLAPSE CR CORROSKM OS DIRECT SHEAR El EXPANSION BIDEX H MVDROMETBR MD MAIOHUM DENSITY PP FOOKET PENETROMETER SA SKVEANALYSn SE SANOfiOUIVALENT SO SPSCIPICGRAMTY UC UNCONRNED COMPRESSIVE SnSNQTH CU UHDRABIEpTyAMM, RV RVALUE *** This log Is a part of a report by Leighton and should not be used SS a Stand-alone document' Pege 3 of 3 GEOTECHNICALBORING LOG B-4 Project No. Project Drilling Co. Drilling Method Location 603386-001 WLC/Carslbad 3-8-12 MDJ Baia Exploration Hollow Stem Auger - 1401b - Autohammer - 30" Drop See Geotechnical map - Figure 2 Date Drilled Logged By Hole Diameter Ground Elevation Sampled By _M£iJ_ 8" 65* I"- Ul TJ 3 US o z E ra (0 I a- Ul ll Q en JSS -co SOIL DESCRIPTION This SoH Description appUes only to a locatton of the exptoratton at Uie time afsampHng. Subawfyee conditions may dif^ at cOher locations and may change with time. The description Is a simplification of tha adual oonditions encountarad. Transitions between soB types may be gradutti. "5 65 60 55 10- 50 45 40 20- 25- dSSnni^rYPES; sc ARTinaALnLi^An @ 0": Clayey SAND: Gray-brown, dry to moist, loose to medium dense; lop 6 inches dry and loose R-l 10 14 29 96 31 sc @ 5': Clsiyey SAND to sandy CLAY: Giay-tmwn to orange-brown, moisl, dense DS S-l i Ch @ 10'; Sandy CLAY: Cray-l>rown; moist, very stifE one 3 inch lift ofSM R-2 I 13 I " I R-3 I 10 IS 27 R-4 .1. 10 14 J2_ 112 106 lOS 13 sc 14': Clayey SAND: Medium brown, moist, done SM 21 OUATERNARY -mRRACE DEPOSITS (Ofi 120': Silly very fine SAND: Gn^-biown and orange-brown, moist, dense 19 @2S*: Silfy vety fine SAND: Gray-brown and orange-brown, moist, dense Total Depth = 2&5 Feet No arwiiid water eacoHBtcrcd at tknc of drilliee BackfiUed with ecmcet and bcatoaite on SIVIX 8 BULK 8MHPLE C CORESAMPLf O GRABSAMPLE R RINQSAHPLB S SPUT SPOON SAMPLE TYPEOFTESTS: -200 % PINES PASSWIO AL ATTERBERQ LHina CN CONSOUDATUN CO COLLAPSE CR CORROnON CU UNDRAINED TRIAXIAL RV RVAUg 08 DIRECT SHEAR El EXPANSUN INDEX H HYDROMETER MD MAXNMMDENSrrv PP POCKET PENETROMETER SA SIEVE ANALYSIS SE SANDEOUIVALENT so SPECIFK: ORAvmr UC UNCONFINEO COMPRESSIVE STRENGTH o *** TMs log Is a part of a raport by Leiohton and should not ba used as a stamMone document ** * Page 1 of 1 Appendix C Laboratory Testing Procedures and Test Results 603386-001 APPENDIX C Laboratorv Testinq Procedures and Test Results Moisture Determination Tests: Moisture content determinations were performed on relatively undisturbed samples obtained from the boring excavations. The results of these tests are presented on the boring logs. Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method D4318 for engineering classification of the fine-grained materials and presented in the table below: Sample Location Liquid Limit Plastic Limit Plastic index USCS Soil Classification B-3 @ 35-36.5' 51 19 32 CH Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Text, ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Description Expansion index Expansion Potential B-1 @ 0-5' Gray-Brown Sandy Silty Clay 112 High Particle/Grain Size Analvsis (ASTM D1140): Particle size analysis was perfonned by wash sieving. The percent fine particles from these analyses are summarized below. 1 Sample Location Percent Passing No. 200 Sieve B-3 @ 40 feet 24 C-1 Leighton 603386-001 APPENDIX C (Continued) "R"-Value (Califomia Materials Method CT301): The sample was prepared and expansion and exudation pressure were determined. The graphically determined "R"-value at exudation pressure of 300 psi is reported. Sample Location Sample Description R-Value B-1, 0-4 Feet Olive Brown CLAY <5 Direct Shear/Soil Strenath Tests: Direct shear test was performed on a selected sample which was soal<ed for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, using a motor-driven, strain-controlled, direct-shear testing apparatus. The test results are presented in the test data. Soluble Sulfates: The soluble contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: Sample Location Sulfate Content (%) B-2 @ 0.5-4.5 feet Less than 0.045 Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The results are presented below: Sample Location Chloride Content, ppm B-2 @ 0.5-4.5 feet 1093 Minimum Resistivitv and DH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-2 @ 0.5-4.5 feet 7.88 304 c-2 Leighton 2.50 2.00 M M g (0 18 1.00 a> OT 0.50 0.00 0.1 0.2 Horizontal Deformation (in.) 4.0 3.0 I £ 2.0 <0 1.0 CO 0.0 1 0.0 1.0 2.0 3.0 Nonmal Stresa (kaf) 4.0 Boring No. B-4 Sample No. R-l DepOiCft) 5 Sample Type; IMve Soil Identification; OHve lean day with sand (CL)s SEsnfitti Paramotara C(psO *(»> Peak 362.0 43.3 Ultimate 86.5 36.5 0.3 Normal Sbiess (kip/ft») 0.500 1.000 2.000 Peak Shear Stress Cklp/ft^) • 0.648 • 1.581 • 2.153 Shear Stress @> End of Test (ksf) O 0.393 • 0.921 A 1.534 Defonnation Rate (in./min.) 0.0500 0.0500 0.0500 Initial Sample hteight (In.) 1.000 1.000 1.000 Diameber (In.) 2.415 2.415 2.415 Initiai Moisture Content (%) 3L68 31.68 31.68 Dry Density (pcf) 95.5 95.5 96,3 Saturation (%) 11L9 1U.7 114.0 Soil Height Befbre Shearing (in.) 1.0114 1.0082 0.9904 Final Moisture Content (%) 31.6 31.3 29.9 4 Leighton DIRECT SHEAR TEST RESULTS Conaolidated Undrained Project No.: WLC/Carlsbad 60338H)01 03-12 iMMrsnMra-«,M-fS5 Appendix D Seismic Hazard Analysis Shear Sbass Ratio Factor of Safety Settiement (ft) 0 10 15 0(ln.) 10 1—0 I—I 1—I 1—I—I—f—I—I— I M 111 I n 11 rri 11 i 11> i P5 - 10 — 20 LIQUEFACTION ANALYSIS Carlbad FS #3 HOIBNO.-B-3 Water Depth=26 ft Surface Elev.=63 Magnitude-6.93 Acceleratlott^.32g SoH Description — 30 40 50 3z: fcf-f Shaded Zona has Llqu^K^on PotarrimI S. —70 L CiviiTech Corporation S-2.02 01. Saluretorf Unaabjrat 603386-001 Piate A-1 Prob. Seismic Hazard Deaggregation Carlsbad FS_3 117.295" W. 33.152 N. Peak Hoiiz. Ground Accel J>=0.4780 g Mean Ilelum Hme 247S yean Mean(R.M£o) iO.8 km. 6.S6. l.OS Modal (R,M,£,) = 11-9 I™. 6-93. 1.11 (trom pealc R,M bin) Modal (RMJ^) =11.9 km. 6.93.1 to 2 sigma (from pealc R.Mx bin) Binning: DcltaR 10. km, dellaM-0.2, Deltne-l.O Prab.aA,raA O.S<^«r I 1<^<L5 • 2<%<.1 L.^<{b<3 aomwMiMuaQSPsm aiiaMiia t7:w-.(B DMm itlps://gwhiiziiid».iiSBS.gov/(lea«gint/2002/oiitpttt/CarIsbad_K^^ 10:16:55 AM] Prob. Seismic Hazaixl Deaggregation CarIsbad_FS_3 117.295° W, 33.152 N. Peak Horiz. around Accel.>-0.2649 g Mean Retum Time 475 ye BIS MeBn(R,M^) 14.9 km. 6.52. 0.36 Modal (R,M^) = 12.2 km, 6.93, -0.13 (from peak R,M bin) Modal (R.Mi*) = 12.2 km. 6.93. 0 to 1 sigma (from peak R.M£ bin) Binning: DcltoR 10. km, deltaM=K).2, DeltoE^KO Prob. SA, PQA <inedim I R,M • eo<-2 • -2<FQ<-1 • -l<Ei,<-0.5 1 <^< LS H 2<^< .l -OSKCQKO S 1.3<fo<2 aoMiaitMaUSQ&PaHA it4isy/gcohazaids.u8gs.gDv/dc!aggint/2002/output/Carisbad_FSJ_18518j)ga.png[3/23/2012 9:08:06 AM] CALIFORNIA FAULT MAP Carlsbad FS 3 1100 1000 - - 900" 800 -- 700 600-- 500 400 300-- 200 -- 100 -- -100 -400 -300 -200 -100 100 200 300 400 500 600 CALIFORNIA FAULT MAP Carlsbad FS 3 200-- 150-- 100 -100 -150-- I I I I ' • ' ' I ' ' ' ' I ' ' ' ' [ ' ' ' ' I ' ' ' ' I ' ' ' ' I ' ' 100 150 200 250 300 350 400 3 I. * * EQFAULT ' 4 * « Version 3.00 * DETERMIHISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOS NUMBER: 603386-001 DATE: 03-28-2012 JOB NAME: Garlsbad FS 3 CALCULATION NAMt:: Test Run Analysis FAULT-DATA-FILE NAME: C:NProgrcun File&AEQFAULTlSCGSFI.TE.DAT SITE COORDINATES: .VITE LATITUDE: 33.1520 SITE LONGITUDE: 117.2960 SEARCH RADIUS: 100 ml ATTENUATION RELATION: 3) Boore et al. (1997) Horiz. - NEHRP D (250) UNCF.RTAIMTY (M=M«dian, S=Sigma) : H Number of Sigmas: 0.0 DISTANCE MFJ\SURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Program Flle3\EQFAaLTl\CGSFLTE.DAT MINIMOM DEPTH VALUE (km): 0.0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) ELSINORE (TEMECULA) ELSINORE (JULIAN) CORONADO BANK ELSINORE (GLEN IVY) SAN JOAQUIN HILLS PALOS VERDES EARTHQUAKE VALLEY SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) SAN JACINTO-COYOTE CREEK WHITTIER ELSINORE (COYOTE MOUNTAIN) SAN JACTNTO-SAN BERNARDINO PUENTE HILLS BLIND THRUST BORREGO San Bernardino M-l Whole M-la SB-Coach. M-lb-2 SB-Coach. M-2b Coachella M-lc-5 (Weat) SAN JACINTO SAN ANDREAS SAN ANDREAS SAN ANDREAS SAN ANDREAS SAN JOSE PINTO MOUNTAIN CUCAMONGA SAN ANDREAS SIERRA MADRE NORTH FRONTAL FAULT ZONE BURNT MTN. CLEGHORN EUREKA PEAK UPPER ELYSIAN PARK BLIND THRUST NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - Cho-Moj M-lb-1 SAN ANDREAS - Mojave M-lc-3 SAN ANDREAS - 1857 Rupture M-2a SUPERSTITION MTN. (San Jacinto) RAYMOND CLAMSHELL-SAWPIT APPROXIMATE DISTANCE mi (km) 6.6 7.8 22 22 22 34 37 39 41 45.2 46.2 48 48 ao 52 55.5 59.8 62.9 63.8 54.9 64.9 64.9 64.9 69.2 70.7 70.9 71.5 71.9 74.4 75.2 77. 6 78.5 78.6 79.0 79.5 79.5 79.5 90.2 80.6 81.4 10.6 12.5 36.2 36.3 36.5 54.8 59.7 61.8 66.5 72.8 74.3 77 77 80 84 89 96 101 102.6 104.5 104.5 104.5 104.5 111.3 113.8 114.1 115.1 115.7 119.8 121.1 124.9 126.3 126.5 127.1 127.9 127. 9 127.9 129.0 129.7 131.0 ESTIMATED MAX. EARTHQUAKE EVENT MAXIMUM EARTHQUAKE MAG.(Mw) 7.2 7.1 6.8 7.1 7.6 6.8 6.6 6.7 6.6 6.8 6.8 6.7 7.1 6.6 7.5 8.0 7,7 7.7 6.4 7.2 6.9 7.2 7.2 7.2 6.5 6.5 6.4 PEAK STTE ACCEL, g 0.378 0.323 0.128 0.150 0.194 0.093 0.096 0.11] 0.069 0.092 0.078 0.084 0.082 0.062 0.067 0.064 0.057 0.083 0.052 0.082 0.107 0.091 0.091 0.053 0.065 0.068 0.065 0.079 0.076 0.043 0.042 0.040 0.048 0.056 0.082 0.066 0.082 0.043 0.050 0.049 EST. SITE INTENSITY MOD.MERC. IX IX VIII VIII VIII VII VII VII VI VII VII VII VII VI VI VI VI VII VI VII VII VII VII VI VI VI VI VII VII VI VI V VI VI VII VI VII VI VI VI DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED FAULT NAI:4E APPROXIMATE ELMORE RANCH VERDUGO SUPERSTITION HILLS (San Jacinto) LANDEP.S HOLLYWOOD LAGUNA SALADA HELENDALE - 5. LOCKHARDT SANTA MONICA LENWOOD-LOCKHART-OLD WOMAN SPRGSj BRAWLEY SEISMIC ZONE JOHNSON VALLEY (Northern) MALIBU COAST EMERSON So. - COPPER MTN. SIERRA MADRE (San Fernando) NORTHRIDGE (E. Oak Ridge) SAN GABRIEL ANACAPA-DUME **••****••*****•»•********* ****•' -B;ND OF SEARCH- 57 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. ESTIMATED MAX. EARTHQUAKE EXTENT 1 DISTANCE t MAXIMUM 1 PEAK lEST. SITE 1 mi (km) 1 EARTHQUAKE 1 SITE [INTENSITY 1 MAG.(Mwl 1 ACCEL, g IMOD.MERC. 1 83.8{ 134,8) 1 6.6 1 0.042 1 VI 1 83.9( 135.1) 1 6,9 1 0.059 1 VI i 84.S( 136.5) 1 6.6 1 0.041 1 V 1 85.9( 138.3) 1 7.3 1 0.059 1 VI 1 86.0( 138.4) 1 6.4 1 0.045 1 VI 1 86.9( 139.8) 1 7.0 1 0,050 1 VI 1 87.7( 141.2) 1 7.3 1 0,058 1 VI 1 90.4( 145.5) 1 6,6 1 0.048 1 VI 1 91.4( 147.1) 1 7.5 1 0,063 t VI 1 92 .8 ( 149.4) 1 6.4 1 0.035 1 V 1 93.7 ( 150.8) 1 6.7 1 0.040 1 V 1 93.9( 151.1} 1 6.7 1 0.049 1 VI 1 94.6 ( 152.2) 1 7.0 1 0,047 1 VI 1 96.9( 156.0) 1 6.7 1 0.048 1 VI 1 97.4 ( 156.7) 1 7.0 1 0.056 1 VI 1 98.7 ( 158.8) 1 7.2 1 0.051 I VI 1 99.3( 159.8) I 7.5 1 0.072 1 VI *•****<**•*• ********** THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT TS ABOUT 6.6 MILES (10.6 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3775 q EARTHQUAKE EPICENTER MAP Carlsbad FS 3 1100 1000 - • 900 800 700 600 -400 -300 -200 600 EARTHQUAKE EPICENTER MAP Carlsbad FS 3 150-r, 100 -- 50 -- 0 -- -50 -- -100 -- -ISO -200 100 « *»**«•***••******»*****•** * • EQSEARCH * t • * Veraion 3.00 * * « ***** »***«*it **»*•**•***•*• ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER! 603386-001 DATE: 03-28-2012 JOB NAME: Carlsbaci FS 3 EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MTNIMtm MAGNITUDE: 5.00 MAXIMUM MAGNITODE: 9.00 SITE COORDINAT?:S: SITE LATITUDE: 33.1520 SITE LONGITUDE: 117,2950 SEARCH DATES: START DATE; 1900 END DATE: 2012 SEARCH RADIUS: 100.0 mi 160.9 km ATTENUATION RELATTOH: 35 Dooce et al. (1997) Horia. - NEHRP D (250) UNCERTAINTY (M=Median, S^Sigroa)s M Number of Sigmas: 0.0 ASSUMED SOURCE TYPE: DS fSS=Strike-slip, DS='Rever3B-slip, BT=Blind-thcu3tl SCOND: 0 Depth Souarce: A Basemesnt Deptfi: 5.00 km Cajnpbeli SSR: Campbell SHR: COMPUTE PEAK HORIXONTAL ACCELERATION MINIMUM DSIPI'H VALUE (km): 0.0 EARTHQUAKE SEARCH RESULTS Page 1 FILE CODE DMG MGI MGI DMG T-A T-A T-A DMG PAS DMG DMG DMG DMG DMG MGI DMG DMG DMG DMG MGI GSP DMG DMG DMG PAS GSP DMG DMG DMG DMG DMG DMG DMG DMG MGI DMG DMG DMG DMG DMG DMG DMG GSG DMG DMG T-A DMG DMG DMG DMG ' DMG DMG MGI LAT. I NORTH I LONG. WEST DATE 33. 33. 32. 32. 32. 32. 32. 33. 32. 32. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 33. 34. 34. 33. 33 33 33 33 33 33 33 33 33 32 33 33 33 33 33 32 34 + 00001137 00001117. 80001117. 70001117. 67001117. 67001117. 67001117. 20001116. 97101117. 80001116. 7000(117. 7000 1117. 7000 1117. 69901117. 2000)116. 71001116. 75001117. 75001117. 8000 1317. 80001117. 52901116. 57501117. .61701117. .00001116. .50101116. ,50801116. .50001116. .90001117. .6170)118. .3430)116. .6830)118. .7000)118. .7000)118. .00001117. .00001117. .4000)116. .9500)116. .75001118. .75001118. .75001119, .7500)118 .75001118 .9530)117 .4080)116 .2000)116 .25001117 .28301116 .28301116 .28301116 .28301116 .7830)1]8 .81701118 .1000)117 3000111/22/180012130 0. 0000)09/21/18561 730 0. 1000105/25/1803) 0 0 0. 2000 105/27/1862)20 0 0. 1700105/24/18651 0 0 0. 1700112/00/18561 COO. 1700110/21/18621 0 0 0. 7000101/01/1920) 235 0. 8700107/13/1986)1347 8. 8000)10/23/1894 123 3 0. 4000)05/15/1910)1547 0. 4000)05/13/1910 1 620 0. 4000)04/11/1910! 757 0. 5110105/31/1938 1 83455. 6000110/12/192011748 0. 9250)09/23/19631144152. 0000106/06/191812232 0. 0000104/21/19181223225. 0000)12/25/169911225 0. 6000104/22/191812115 0. 5720106/12/2005)15414 6. 9830103/11/19331 518 4. 9670 103/11/1933 1 154 7. 4330 106/04/1940 11035 8. 5130102/25/19801104738. 514 0110/31/20011075616. 5000)09/30/19161 211 0. 2000)12/19/18801 OOO. 0170103/14/1933)19 150. 3460104/28/19691232042. 0500103/11/19331 658 3. 0670103/11/19331 85457, ,0670103/11/19331 51022.0 2500107/23/19231 73026.0 5000)12/16/1858)10 0 0.0 ,3000102/09/1890(12 6 0.0 ,8500109/28/19461 719 9.0 ,0830103/11/19331 2 9 0.0 .0830103/11/19331 910 0.0 ,0830103/13/19331131828.0 .0830103/11/19331 323 0,0 .0630103/11/19331 230 0,0 7610107/29/20081184215,7 2610103/25/193711649 1,8 2000|05/2B/1892|1115 0,0 .5000101/13/1877120 0 0.0 1830 103/19/19541102117.0 .1830103/23/19541 41450.0 .1830103/19/19541 95429.0 .1830103/19/19541 95556.0 .1330(10/02/19331 91017,6 .3500112/26/19511 04654.0 .3000107/15/190512041 0.0 SITE SITE] APPROX. DEPTH 1 QUAKE 1 ACC. MM ( DISTANCE (km) 1 MAG. 1 g INT. 1 mi [km] O.OI 6.501 0.233 IX 1 10.5 ( 16. 9) 0.01 5.001 0.066 VI 1 20.0( 32. 2) 0.01 5.001 0.053 VI 1 26.8{ 43. 1) 0.01 5.901 0.075 VII) 31. 7 ( 51. 0) 0.01 5.001 0.044 VI ) 34.1( 54. 8) O.OI 5.001 0.044 VI 1 34.1( 54. 8) 0.01 5.001 0.044 VI 1 34.1( 54. 8) 0.0) 5.001 0.043 VI 1 34.5( 55. 6) 6.0 ( 5.30) 0.050 j VI 1 35.5( 57. 2) 0.0) 5.701 0.059 VI 1 37. 6 ( 60. 5) O.OI 6.001 0.068 1 VI 1 38.3{ 61. 7) O.OI 5.001 0.040 1 V 1 38.3( 61. 7) 0.0! 5.001 0.040 1 V 1 38.3 ( 61. 7) 10.0 1 5,501 0.051 1 VI 1 39.8{ 64. 0} 0.01 5.301 0.045 1 VI 1 40.3 ( 64. 8) 16.51 5.001 0.036 1 V 1 44.0( 70. 9) 0.0) 5.CO! 0.036 1 V 1 44.6( 71. 8) O.OI 6.801 0.092 1 VIII 44.6( 71. 8) 0.01 6.401 0.071 1 VI 1 47.9( 77. 0) 0.01 5.001 0.034 1 V ( 48.1 { 77. 3) 14.01 5.20) 0.037 1 V 1 49.2( 79 1) O.OI 5.201 0.037 1 V 1 49.3 [ 79 3) 0.01 6.301 0.064 1 VI 1 50. 3 ( 81 0) O.OI 5.10) 0.034 1 V 1 51. 0( 82 0) 13.61 5.501 0.042 1 VI 1 51.1( 82 3) 15.01 5.ICI 0.034 1 V 1 51. 3 ( 82 6) 0.0 5.00) 0.032 1 V 1 51.8 ( 83 3) O.OI 6.001 0.054 1 VI 1 51.9( 83 6) 0.01 5.101 0.033 t V 1 52.61 84 6) 20.01 5.801 0.045 1 VI 1 56.4 90 •7) 0.0 5.501 0.038 1 V 1 56.9 91 6) 1 0,0 5.10 0.031 1 V 1 58.4 94 .0) 1 0.0 5.10 0.031 1 V 58.4 94 0) 1 0.0 6.25 0.056 1 VI 58.6 94 .3) 1 0.0 7,00 0.082 1 VII 59.7 96 .1) 1 0.0 6.30 0.056 1 VI 59.9 96 .4) 1 0.0 5.00 0.028 1 V 60.8 97 .8) I 0.0 5.00 0.028 1 V 61.4 ( 98 .7) 1 0.0 1 5.10 0.029 1 V 61.4 ( 98 .7) 1 0.0 5.30 0.033 1 V 61.4 ( 98 .7) 1 0.0 1 5.00 0.028 1 V 61.4 ( 98 .•7) 1 0.0 1 5.10 0.029 1 V 61.4 ( 98 .7) 1 14.0 1 5.30 0.033 1 V 61.5 ( 98 .9) 1 10.0 1 6.00 0.047 1 VT 62.2 (100 .2) 1 0.0 i 6.30 0.054 1 VI 63.4 (102 .0) 1 0.0 I 5.00 0.027 ) V 63.4 (102 .0) 1 0.0 1 5.50 0.035 ) V 64.9 (104.4) 1 0.0 1 5.10 1 0.028 1 V 64.9 (104 .4) 1 0.0 I 6,20 1 0.O50 1 VI 64.9 (104 .4) I 0,0 1 5.00 1 0.027 1 V 64.9 (104 .4) 1 0.0 1 5.40 1 0.033 1 V 65.0 (104 .6) i 0.0 1 5.90 1 0.043 1 VI 1 65.3 (105.1) 1 0.0 1 5.30 1 0.031 1 V 1 65.5 (105 .3) 3ARTHQURKE SEARCH RESULTS Page 2 TIME SITE 1 SITE 1 APPROX. FILE 1 LAT. LONG. DATE (UTC) DEPTH QUAKE ACC. 1 MM 1 DISTANCE CODE 1 NORTH WEST H M Sec (km) MAG. g 1 INT. 1 mi [km] DMG 132 7000 1116 3000 02/24/1892 720 0. 0 0. 0 6. 70 0 .065 1 VI 1 65.6(105. 5) DMG 133 9760 )116 7210 06/12/1944 104534. 7 10. 0 5. 10 0 .028 1 V 1 65.8(105 9) DMG 133 9940 1116 7120 06/12/1944 111636. 0 10. 0 5. 30 0 .030 1 V 1 67,1 (108 0) DMG 133 2170 1116 1330 08/15/1945 175624. 0 0.0 5. 70 0.038 ) V 1 67. 3 (108. 3) GSP 132 3290 )117 9170 06/15/2004 222048.2 10. 0 5. 30 0 .030 ) V ) 67.3 (108. 4) DMG 133 1 900 116. 1290 04/09/1968 22859. 1 11. 1 6. 40 0 .054 ) VI 1 67, 4 (108. 5) DMG 133 7830 118. 2500 11/14/1941 84136. 3 0. 0 5. 40 0 .031 1 V 1 70.2 (112. 9) PAS 133 9980 116 6060 07/08/1986 92044. 5 11.7 5. 60 0 .034 1 V 1 70.6 (113. 6) MGI 34 OOOO 118. OOOO 12/25/1903 1745 0. 0 0. c 5. 00 0 .025 1 V 1 71.2 (114. 6) DMG 34 . lOQO 116. 8000 10/24/1935 1448 7. 6 0.0 5. 10 0 .026 1 V 1 71. 4 (114 . 9) GSP 34. 1400 117. 7000 02/28/1990 234336. 6 5. 0 5. 20 0 .027 1 V 1 72.1 (116. 0) DMG 34 2000 117. 4000 07/22/1899 046 0. 0 0. 0 5. 50 0 .032 1 V 1 72.6 (116. 8) DMG 33. 1130 116. 0370 04/09/1968 3 353. 5 5. 0 5. 20 0 .027 1 V 1 72.8 (117. 1) DMG 34. 2000 117. 1000 09/20/1907 154 0. 0 0. 0 6. 00 0 .041 1 V 1 73.2 (117. 8) DMG 33 8500 118. 2670 03/11/1933 1425 0. 0 0,0 5. 00 0 .024 1 V 1 73.9 (118. 6) DMG 34 1000 116. 7000 02/07/1689 520 0. 0 0. 0 5. 30 0 .028 1 V 1 73.9 :ii8. 8) DMG 34 . 1800 116. 9200 01/16/1930 02433. 9 0. 0 5. 20 0 .027 1 V 1 74.2 (119. 4) DMG 34 1800 116. 9200 01/16/1930 034 3. 6 0. 0 5. 10 0 .025 1 V 1 74.2 (119. 4) GSP 34. 1630 116. 8550 06/28/1992 144321. 0 6. 0 5. 30 0 .028 1 V 1 74.2 (119. 5) DMG 33.2310 116. 0040 05/26/1957 155933. 61 15. 1 5. 001 0 .024 1 V 1 74.8 (120. 4) DMG 34. 0170 116. 5000 07/25/1947 61949. 0 0. 0 5. 201 0 .026 1 V 1 75.2 (121. 0) DMG 34. 0170 116. 5000 07/24/1947 221046. 01 0. 0 5. 501 0 .031 1 V 1 75,2 (121. 0) DMG 34. 0170 116. 5000 07/25/1947 04631. 0 0. 0 5. 001 0 .024 ] IV 1 75.2 (121. 0) DMG 34. 0170 116. 5000 07/26/1947 24941. 01 0. 0 5. 101 0 .025 1 V 1 75.2 (121. 0) DMG 33. 9330 116. 3830 12/04/1948 234317. 0) 0. 0 6. 501 0 .052 1 VI 1 75.2 121. 1) DMG 32. 9670 116. OOOO 10/21/1942 162519. 0 0. 0 5. 001 0 .024 1 TV 1 76.0 (122. 3) DMG 32. 9670 116. oooo 10/21/1942 162213. 0 0. 0 6. 501 0 .052 1 VI 1 76.0 (122. 3) DMG 32. 9670 116. oooo 10/22/1942 181326.0 0. 0 5. 00 0 .024 1 IV 1 76,0 (122. 3) DMG 32. 9670 116. oooo 10/21/1942 162654. 0 0. 0 5. 00 0.024 1 IV 1 76.0 (122. 3) GSP 34. 1950 116. 8620 08/17/1992 204152. 1 11. 0 5, 30 0 .028 1 V 1 76.2 122. 6) DMG 32. 9830 115. 9830 05/23/1942 154729. 0 0.0 5.001 0 .023 1 IV 1 76.8 123. 6) PAS 34. 0610 118. 0790 10/01/1987 144220.01 9. 51 5. 901 0 .037 1 V 1 77.3 (124. 4) GSN 34. 2030 116. 8270 06/28/1992 150530. 71 5, 0 6. 70 0 .057 1 VI 1 77.4 124. 5) GSP 33. 8760 116. 2670 06/29/1992 160142. 81 ] , 0 5. 20 0 .026 1 V t 77.5 124. 7) GSP 33. 9020 116. 2840 07/24/1992 181436. 21 9, 0 5. 00 0 .023 1 IV 1 77. 9 [125. 3) DMG 34. 2700 117. 5400 09/12/1970 143053. 0) 8, 0 5. 40 0 .028 1 V 1 78.5 [126. 3) PAS 34. 0730 118. 0980 10/04/1987 105938. 21 8. 2 5. 301 0 .027 1 V 1 76.6 (126. 5) DMG 32. 2000 116. 5500 11/04/1949 204238.0 0.0 5.70 0 .033 1 V 1 78.7 126. 7) DMG 32. 2000 116. 5500 11/05/1949 43524. 0 0. 0 5. 10 0 .024 I V 1 78.7 [126. 7) GSP 33. 9610 116. 3180 04/23/1992 045023. 0 12. 0 6.10 0 .041 1 V 1 79.2 (127. 5) DMG 34. 2670 116.9670 08/29/1943 34513. 0 0. 0 5. 501 0 .030 1 V 1 79.3 (127. 5) GSP 34. 2390 116. 8370 07/09/1992 014357. 61 0. 0 5, 30 0 .027 1 V 1 79.5 128. 0) DMG 34. 3000 117. 5000 07/22/1899 2032 0.0 0. 0 6. 50 0 .050 1 VI 1 80.1 [129. 0) MGI 34. 1000 118. 1000 07/11/1855 415 0. 01 0.0 6. 301 0 .045 i VI 1 80.2 129. 0) DMG 34. 2000 117. 9000 08/28/1889 215 0. 01 0. 0 5, 501 0 .029 1 V 1 80.3 129. 2) T A 34. OOOO 118. 2500 09/23/1827 0 0 O.OI 0. 0 5. 00| 0 .023 1 IV 1 80. 3 1?9. 2) T-A 34,0000 118. 2500 03/26/1860 0 0 0. 0| 0. 0 5. 001 0 .023 1 IV 1 80.3 129. 2) T-A 34. OOOO 118. 2500 01/10/1856 0 0 0. 01 0. 0 5. 001 0 .023 1 IV 1 80.3 129.2) DMG 32. OOOO 117. 5000 06/24/1939 1627 0, 0| 0. 0 5. 001 0 .023 1 TV 1 80.4 129. 4) DMG 32. OOOO 117. 5000 05/01/1939 2353 O.OI 0. 0 5. 00 i 0 .023 1 IV i 80.4 129. 4) GSP 34. 2900 116. 9460 02/10/2001 210505. 8| 9. 0 5. 101 0 .024 1 IV 1 81.1 130. 5) DMG 1 34.3000 117. 6000 07/30/1894 512 0. 0 0. 0 6. 001 0 .038 1 V 1 81.2 130. 6) MGI : 34. OOOO 118. 3000 09/03/1905 540 0. 01 0. 0 5. 301 0 .026 1 V 1 82.3 132. 4) EARTHQUAKE SEARCH RESULTS Page 3 TIME SITE SITE! FILE LAT. LONG. 1 DATE 1 (UTC) DEPTH! QUAKE 1 ACC. MM i CODE NORTH 1 WEST 1 H M Sec! (km) 1 MTvG. 1 g INT. 1 DMG 32. 08301 116. 6670! 11/25/19341 816 0. 01 0. 01 5. 00) 0. 022 1 IV 1 GSP 34. 02901 116. 32101 08/21/19931 014638. 4 1 9. 01 5. 001 0. 022 1 IV 1 GSP 34. 06401 116. 36101 09/15/19921 084711. 31 9. 0) 5. 201 0. 025 V 1 DMG 33. 1830 1 115. 85001 04/25/1957 1 222412. 01 0. 0) 5. 101 0. 023 1 IV 1 GSP 34. 10801 116. 4040 06/29/19921 141338. 81 9. 0| 5. 401 0 027 V 1 DMG 34. 0670 116. 3330 05/18/19401 55120. 21 0. 0) 5. 201 0 024 1 V 1 DMG 34. 0670! 116. 3330 05/18/19401 72132. 7) 0. 0) 5. 001 0. 022 1 TV 1 GSG 34. 3100 116. 8480 02/22/20031 121910. 61 1. 0) 5. 201 0 024 1 V 1 GSP 34. 1390 116. 4 310 06/26/19921 123640. 61 10. 01 5. 101 0 023 1 IV 1 MGI 34. 0800 118. 2600 07/16/19201 3 8 8 0. 01 0,01 5. 001 0 022 1 IV 1 PAS 33 0130 115. 8390 11/24/1987 1 131556. 51 2. 41 6. 001 0 037 1 V 1 GSP 34. 3400 116. 9000 11/27/19921 160057. 51 1. 01 5. 301 0 025 1 V 1 DMG 33, OOOO 115. 83301 01/08/19461 185418. 01 0. 01 5. 401 0 027 1 V 1 PDG 32 7000 315. 9210 06/15/20101 042658. 51 5. 01 5. 801 0 033 1 V 1 DMG 132 5000 118. 5500 02/24/1948 81510. 01 0 01 5. 301 0 025 1 V 1 DMG 33 0330 115. 8210 09/30/1971 224611. 3 3 01 5. 101 0 023 1 IV 1 DMG 33 2160 115. 0080 04/25/1957 215738. 71 -0 3 5. 201 0 024 1 IV 1 DMG 134 0830 116 3000 05/18/1940 5 358. 5 0 0 5. 401 0 026 1 V 1 DMG 34 3700 117. 6500 12/08/1812 15 0 0. 01 0 01 7. 001 0 061 1 VI 1 GSP 34 2620 118. 0020 06/28/1991 144354. 51 11 0 5. 401 0 026 1 V 1 GSP 34 3690 116 8970 12/04/1992 020857. 5 3 0 5 301 0 025 1 V 1 GSN 134 2010 116 4360 05/28/1992 115734. 1 1 0 7 601 0 083 1 VIII PAS 33 0820 115 7750 11/24/1987 15414. 5 4 9 5 801 0 032 1 V 1 T-A 33 5000 115. 8200 05/00/1868 0 0 0. 0 0 0 6 301 0 042 1 VI 1 DMG 34 OOOO 118 5000 08/04/1927 1224 0. 0 0 0 5 001 0 021 1 IV 1 MGI (34 OOOO 118 5000 11/19/1918 2018 0 0 0 0 5 001 0 .021 1 IV 1 DMG 1 32 9830 115 7330 01/24/1951 717 2 6 0 0 5 601 0 .028 1 V 1 DMG (33 2330 115 7170 10/22/1942 15038 0 0 0 5 50 1 0 .027 1 V 1 PDP 132 6520 115 8350 05/19/2010 003900 0 7 0 5 10 1 0 .022 i IV 1 DMG (32 9500 115 7170 06/14/1953 41729 9 0 0 5 501 0 .026 ) V 1 GSP 134 2680 116 4020 06/16/1994 162427 5 3 0 5 001 0 .020 1 IV ) DMG 131 8110 117 1310 12/22/1964 205433 2 2 .3 5 601 0 .028 1 V 1 GSP 134 .3410 116 5290 06/28/1992 124053 5 6 .0 5 201 0 .022 1 IV 1 PAS 133 .9190 118 6270 01/19/1989 65328 8 11 .9 5 .001 0 .020 1 IV 1 PDP 132 .6400 115 8010 04/05/2010 133305 .4 0 .0 5 .101 0 .021 1 IV 1 DMG 132 .9000 115 7000 10/02/1928 119 1 0 .0 0 .0 5 .001 0 .020 1 IV 1 GSP 134 ,3320 116 4620 07/01/1992 074029 .9 9 .0 5 .401 0 .025 1 V 1 DMG 133 .9500 118 6320 08/31/1930 1 04036 .0 0 .0 5 .201 0 .022 1 IV 1 PAS 134 .3270 116 .4450 103/15/1979 121 716 .5 2 .5 5 .201 0 .022 1 IV 1 PDP 132 .6340 115 .7820 104/05/2010 1031525 .2 3 .0 5 .001 0 .020 1 IV 1 DMG 134 .0000 116 .0000 109/05/1928 tl442 0 .0 0 .0 1 5 .001 0 .020 1 TV 1 DMG 134 .0000 116 .0000 104/03/1926 [20 8 0 .0 1 0 .0 5 .501 0 .026 1 V 1 PDG 1 32 .6160 1115 .7730 105/22/2010 1173058 .8 1 3 .0 5 .001 0 .020 1 IV 1 GSP 133 .1600 115.6370 109/02/2005 1012719 .8 1 9.0 1 5 .101 0.021 1 IV 1 PAS |33 .0980 115 . 6320 104/26/1991 [12 928 .4 1 3 .8 1 5 .701 0 .028 1 V 1 PAS 1 33 . 9440 1118 . 6810 101/01/1979 1231438 . 9 1 11 .3 1 5 .001 0 .020 1 IV 1 DMG 1 31 .8670 1116.5710 (02/27/1937 1 12918 . 4 1 10 .0 1 5 .001 0.019 1 IV 1 DMG |34 .2500 1116 .1670 103/20/1945 12155 7 .0 1 0 .0 1 5 .001 0 .019 1 IV 1 DMG 133 .1170 1115 .5670 107/29/1950 1143632 .0 1 0 .0 1 5 .501 0 .025 1 V 1 DMG 133 .1170 1135 .5670 107/28/1950 1175048 .0 1 0 ,0 ) 5 .401 0 .024 1 IV 1 APPROX. DISTANCE mi [Mm] 82.3(132.5) 82.5(132.7) 82.8(133.2) 83.5(134.4) 83.5(134.4) 84.0(135.1) 84.0(135.1) 84.0(135.1) 84.3(135.7) 84.8(136.4) 84.8(136.4) 85.1(136.9) 85.2(137.2) 85.5(137.6) 85.6(137.8) 85.7(137.8) 86.0(138.5) 86.0(138.5) 86.5(139.2) 86.7(139.6) 87.1(140.1) 87.6(141.0) 88.0(141.7) 88.4 (142.3) 90.7(146.0) 90.7(146.0) 91.1(146.6) 91.3(147.0) 91.4(147.1) 92.4(148.7) 92.6(149.0) 93.1(149.8) 93.1(149.9) 93.2(149.9) 93.5(150.5) 94.0(151.2) 94.5(152.0) 94.6(152.3) 94.7(152.4) 94.7 (152.4) 94.7(152.5) 94.7(152.5) 95.7(154.0) 95.8(154.2) 96.2(154.9) 96.7(155.6) 98.2(158.1) 99.7(160.5) 99.9(160.8^ 99.9(160.8) ************************* ****************************************************** -END OF .SEARCH- 156 EARTHQUAKE.S TOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2012 LENGTH OF SEARCH TIME: 213 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 10.5 MILES (16.9 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND LN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.233 g COEFFICIENTS FOR GUTENBERG S RICHTER RECURRENCE RELATION: a-value= 1.654 b-value= 0.408 beta-value= 0.940 TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake Magnitude 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7,5 Number of Times Exceeded 156 156 156 51 26 10 3 1 Cumulative No. / Year 0.73585 0.73585 0.73585 0.24057 0.12264 0.04717 0.01415 0.00472 Appendix E Slope Stability and Flow Failure Analysis HuType Constant Constant Constant Constant 8 S S 3 a> u •E a S Waters Waters Waters Waters Waters £ o m !Q rJ m o< ny Cohesion S T-H i 9 1 XI E o XI E JO JD E o XI E 1 1 Mohr-Coi Mohr-Col Mohr-Col Mohr-Coi !i E s-" iq S tH • • H Material Name 1 5 s M Ooo o *i o o o o o tn o lv . • . . . 1^ O O .H t-t CM O O in o o in o o o o o in o o o o in o o o • oie' Mnn'»*'rtin'* ' 'I ok s CO 11. •a 3 I UJ Q a cn E •a m m o vo < rM ro 00 rM o fM HuType Constant s Constant Constant 8 •e a •e 3 s 3 u L> •E 3 8 •e a IA (/I 1 Waters I/) 1 ^ I o rM m en ro Cohesion o iQ 1 1 .a E Sl E o E .2 X) E o 3 ? x: 3 ? 3 x; 3 XI o S o o 2 o Z If £ ^ 00 a s 3 • • i 3 -I 1 1—r 1 1 r--r •I ••• 'T r--I—r -T-—1 1 1- s 8 8 m \£. •a M TZ a a in in 1 I 5 ss m s 00 fM o fM « fM tj i Constant Constant Constant Constant Surface u •E 3 CO •e 3 Ul 01 u •E 3 tn 01 u •e 3 I/t 1 $ k. s $ lm w n 3: £ IQ (M m cn m Cohesion {Ib/ft2) 8 IN 8 8 1 Strength lype Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb TH a 3 w 1 • • o m Material Name 1 5 S 8 8 .8 t/l <3 Q a tA) I m o < fM m 00 O fM vo fM Appendix F General Earthwork and Grading Specifications /^S LHGHTDN CONSULTING, INC. General ^rthwork and Grading Specifications 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the Fecommendations contained in tfie geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy ofthe preliminary geotechnical findings, conclusions, and Fecommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the sufasurfiice exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly difTerent than the interpreted assumptions during the design phase, the Geotechnical Consultant shall mform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurfece areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perfonn relative compaction testing of fill to detennine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1- LEIGHTON CONSULTING, INC General Earthwork and Grading Specifications 1-3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork gradmg, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform fhe owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the reconunendations in the approved geotechnicai report(s) and grading plan(s). If, ""w^ in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2-0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Geotechnical Consultant The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill materiai shall not contain more than 1 percent of organic meterials (by volume). No fill lift shall contain more tfian 5 percent of organic matter. Nesting of the organic materials shall not be allowed. -2- LEIGHTON CONSULTING, INC. General Earthworkand Grading Specifications If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit unifonn compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 fe^ deep, into competent material as evaluated by the Geotechnical ConsultanL Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant -3- LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications prior to fill placemenL A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried .or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept Aicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. -4- LEIGHTON CONSULTING, INC. General EaiUiwork and Grading Speclficatfons 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively unifonn moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method Dl557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1S57). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction ofthe fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and firequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequencv of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schechile can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test iocation. Tlie Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or materia] depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shovm on geotechnical plans are estimates only. The actual extent of mnoval shall be detennined by the Geotechnical Consultant based on tiie field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 Safetv The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. LEIGHTON CONSULTING, INC. General Eartnwotk and Grading Specificattons 7.2 Reddinp and Backfill All bedding and backfill of utility trenches shall be performed in accordance with Ihe applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his altemative equipment and method. 7.4 Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. -7- RLL3LOPE PROJECTED PLANE 1:1 (HORIZONTAL: VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE BENCH HEIGHT (4 FEET TYPICAL) REMOVE UNSUITABLE MATERIAL 2 FEET MIN, KEY DEPTH LOWEST BENCH (KEY) FILL-OVB1-CUT SLOPE EXISTING GROUND SURFACE y2 FEET , A MIN. KEY \ OEPTH ^ "' — I BENCH HEIGHT {4 FEET TYPICAL) REMOVE UNSUITABLE MATERIAL Cin"-OVER-FLL SLOPE CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ALLOW VIEWING / V OF GEOLOGIC CONDITIONS y EXISTING GROUND SURFACE OVERBUILD AND TRIM BACK PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND 2 FEET MIN.- KEY DEPTH UT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT REMOVE UNSUITABLE MATERIAL 15 FEET MIN. ' LOWEST ' BENCH (KEY) BENCH HEIGHT (4 FEET TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM RLL WIDTH SHALL BE 9 FEET. KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A -FINISH GRAOE SLOPE FACE OVERSIZE WINDROW • OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. • EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK, • BACKFILL WTH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. • 00 NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. • WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE' DENSIFIED IN PLACE BY FLOODING OR JETTING. DETAIL •%£TTED OR aOODED GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORKAND GRADING SPECIFICATIONS STANDARD DETAIL B \ N ....—EXISTING \^\^ GROUND SURFACE «c-: —^^^»—»— — ^-^^^SC—•*•*..*•—•—»-•—.""•—»— —•"fc- —— —»—•-•—»* —.— " * • • —fc——fc— ^^^fc—fc— —fc—fcj^^* * * J l^,,^fc^TC.-fc—fc—fc—fc-fc—fc^S.* fcfcfcfcfcfcfcfcfcfcfcfcfcfcfc....*.fcfcfc.fcfc • fc fc . fc fc^i fc fc fc fc fc fc fcfcfc.*Wfcfcfcfcfc..«>fc.*fcfcfcfcfcfcfcfc. t..^. ^ fc fc fc fc fc^ fcfcfcfcfc. fcfc ^^fc fcfcfcfcfcfcfcfcfc^fcfcfcfcfcfcfcfc.fc.fcfc ^^fc^.« —— -^_—|— —I "i—i- — i*^—i^.—.*.—i*.*—,—,*,*.—,*^fc- .J^f .* BENCHING' REMOVE UNSUITABLE MATERIAL ;U6DRAIN TRENCH SEE DETAIL BELOW 6" MIN, OVERLAP CALTRANS CLASS 2 PERMEABLE OR #2 ROCK {9FT*3/FT) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAFI UON OR APPROVED EOUIVALENT)* 4* MIN. BEDDING COLLECTOR HIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PWC PERFORATED PIPE. SEE STANDARO OETAIL D FOR PIPE SPECIFICATIONS SUBDRAtN PETAII. DESIGN FINISH GRADE NONPERFORATED 6*0 MiN PERFORATED 6' 0MIN. PIPE FILTER FABRIC (MIRAFI UON OR APPROVED EQUIVALENT) CALTRANS aASS 2 PERMEABLE OR |2 ROCK (9FT~3/FT) WRAPPED IN FILTER FABRIC DETAIL QF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C 15' MIN. OUTLET PIPES 4" 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY. 30' MAX O.C. VERTICALLY BACK CUT 1:1 OR FLATTER £ SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET -KEY OEPTH (2' MIN.) KEY WIDTH AS NOTED ON GRAOINC PLANS (15' MIN.) 12" MIN. OVERLAP — FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS aASS II PERMEABLE OR (12 ROCK (3 m/n) WRAPPED IN FILTER FABRIC -4" 0 // NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE JOINT T-C0NHECT10N FOR COLLECTOR PIPE TO OUTLET PIPE 6" MIN. COVER 4" 0 PERFORATED PIPE HLTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) 4* MIN. BEDDING SUBDRAIN TRENCH DETAIL SUBORAIN INSTALLATION - subdrain collector pipe sholl be Installed with perforottoft down or. unless otherwise desiqnoted by the geotechnieal consultant Outlet pipes shall be non-perforoted pipe. The subdrain pipe shaH hove ot least B perforoUons unKormly spaced par (oot. Psrforotion shon be 1/4" to 1/2" if drill holes ore used. All subdroin pipes shaH hove a grodieAt of ot least 2% towords the outlet. SUBDRAIN PIPE - Subdroin pipe sholl be ASTM D27S1. SDR 23.5 or ASTM D1527, Schedule 40, or ASTM 03034. SDR 23.5. Schedule 40 Polyvinyl Chloride Plostic (PVC) pipe. All outlet pipe shoR be ploced in o trench no wider than twice Ihe subdroin pipe. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL D 4 CUT-FILL TRANSITION LOT OVEREXCAVATION REMOVE UNSUITABLE SROUND• . TYPICAL BENCHING OVEREXCAVATE ANO RECOMPACT ^^^^ UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT TRANSITION LOT FILLS GENERAL EARTHWORKAND GRADING SPECIFICATIONS STANDARD DETAILS -SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01357 RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS WALL FOOTINC FN.TER FABRIC ENVELOPE (MIRAFI HON OR APPROVED EQUIVALENT)** -3/4" TO 1-1/2" CLEAN GRAVEL -4' (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EOUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET -3" MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVCW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAlN MAY BE USEO AS AN ALTERNAnVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE GENERAL EARTHWORKAND GRADING SPECIFICATIONS STANDARD DETAIL F ACTIVE ZONE QRAVEL ORAWASERLL Mm r BELOW WALL MM ir BEHIND UNITS -WAUSUBDIUUN I FOUNDATION SQILSI REAR SUBDRAIN: 4* (MIN> OIAMCTER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATKWiSDOWN. SURROUNDED BY 1 CU, FTTFT OF 3H'GRAVH. WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUtVALBTT) OUTLET SUBDRAMS EVERY 100 FEET, OR CLOSER, BY TIOHTLINE TO SUITABLE PROTECTED OUTLET BRAVa DBAINAflE FIU.: 1INCH 3/4 INCH HO. 4 NO. 40 NO. 200 %PAaaiNa 100 79-100 040 0-50 0.5 NOTES; 1) MATERIAL ORAOVVnON ANO PLASTK3TV RFiNFORfynTOffc snwam! UPASSINa IMCH 100 NO.4 20-100 NO.40 04W NO. aoo 04S FOR WALL HEIGHT < 10 FEET, PLASncnY INDEX < 20 FOR WALL HEiGHT 10 TO 20 FEET. PLASmCTTY INDEX •< 10 FOR TIEFffiD WALLS. USE COMBINBI WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECnnC CRITERIA FOR WALL HEIGHT > 20 FEET 2} CONTRACTOR TO USE SOILS WITHIN THE FKTAINED AND REINFORCEO ZONES THAT MEET THE STRENGTH REQUKEMBfTS OF WALL DESIGN. 3} GEOGRID REINFORCEMENT TO BE OESKJNED BY WALL OBSKMER CONSIDERINOINTB1NAL, EXTERNAL, AND COMPOUND STABILrTY. 3} GEOGRID TO BE PRETEN8KME0 DURING INSTALLATKM. 4) IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POaT-CON3TRUGTiON SETTLEMENT. ANQLE a-45f4/2, WHERE ^ IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINEO ZONE. 8) BACKDRAIN SHOULD CONSIST OF J41RAIN 302 (OR EQUIVALB^ OR S-HWSITHKSKORAmAGE FOL WRAPPED IN ^ PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. SEGMENTAL RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G 4 Appendix G ASFE Insert Important Inlormation aliout Your Geotechnical Bigleeerlng Report SuLisLuiace problems arc a prmcipal cause nf construction delays, cost overruns, claims, and disputes. WItilc you cannot eliminate al! such risks, you can manage them. The following information is provided to help. Geoteclinical Services Are Pepforaied for Specific Purposes, Persons, and Prelects Geotechnical engineers structure ttieir services to meet ttie specific needs of their clients. A geoteciinical engineering study conducted for a civil engi- neer may not fulfill the needs of a constmction contractor or even anoltier civil engineer Because each geotechnical engineering study is unique, each geotechnicai engineering report is unique, prepared solelyior the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one —nd em you—should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it ali. Do not rely on an executive summary. Do not read selected elements only A Geouchnfcal Bigineerlng Report Is Based en A Unique Set of Prndect-Speclfic Factors Geotechnical engineers consider a number of unique, project-specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure Involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was; • not prepared for you, • not pr^red for your project, • not preparal for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed staicture, as when it's changed from a parking garage to an oflice building, or from a light industrial plant to a refrigerated warehouse. • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, a/i*aj« inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. GeotsMcal engineets (mat accept r^ponsibilify or liability for problems M cxcurb&ause UKIT reports do not consider developments of which theymenofinlamied. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering fi^orfwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. /t/wajG contact the geotechnical engineer beiore applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical FhuHngs Are Prof essioual Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review fiekl and laboratory iMi mi then apply their professional judgmertf to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. R^ning the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommondattans Are AAr/Hnal Do not overrely on the construction recommendations included in your report. Those reconvnendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability lor the report's recommendations if that engineer does not perform constmction observ^ion. A Geotflchnical Bighnering Report Is Suhfect to Misfeiterpretatlon other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submiHing the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing constmction observation. Do Not Redraw the Englneor's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, butremgnize mtsepa^ting logs from the r^ort can elevate ri± Ghre Contractors a Comphite Report and Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what fiiuy provide for bkl preparation. To help prevent cosily problems, give con- traciors the complete gartedinical engineering report, M preface It wiBi a clearly wntten letter of transmittal. In th* letter, advise contractois ttiat ttie report was not prepared for purposes ol bid devetopment and thai Ihe nsport's accuracy Is limited: encourage Ihem to oonfer with Ihe geotechnkal engineer who prepared the repoit (a modesi lee may be required) and/or to conduct additional study to obtain the specific types ol inforrnaiion they need or prefer A prebid conference can also be valuable. Be sure contrac- tors have sullicient timeto perfomfi additional study. Oniy then might you be in a position to give contractors the best information available to you. white requiring them to at least share sor™ of the financial responsibilities stemming from unanticipated conditions. Read RespenslNllty Provisions Closely Some clfents. design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understonding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly inciude a variety of explanatory provisions in their reports. Somdimes labeled "limitations" many ol these provisions indicale wliere geotechnkal engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Bead Ihe^ provisions closely. 1^ questions. Your geolechnical engineer should respond fully and frankly Geoenvlronmontal Concerns Are Not Covered The equipment, techniques, and personnel used to pwlorm a g&mnron- ff?e/j/9/study differ signilicanlly from those used to perform a geotechnical slixJy. For that reason, a geolechnical engineering report does not usually relate any geoenvlronmental findings, conclusions, or reaimmendaltons; e.g., about Ihe likelihood ol encountering underground storage tanks w regulated asntaminarte. UnanHcip^ mviroivmital probtems toe terf to ntgmois proyecf failures. II you have not yet obteined your own geoenvi- ronmsnlal information, ask your geolechnical consultart tor risk manage- ment guidance. Do not rely on an environmental report prepared for someone else. Ohtahl ProfessiOHal Assistance 10 Doal with MoM Diverse strategies can be applied during building design, constrwaion, operation, and maintenance lo preveni significant amounts ot mold from growing on indoor surfaces. To be eMective. all such strategies should be devised for the ei^esspuiposeoi mold prevention, integrated into a com- prehensive plan, fflid executed wilh diligent oversigW by a prolessional mold prevention consultart. Because jusl a small amount ol water or moisUjre can lead lo the development ol sev^ mold infestations, a num- ber of moid prevention strategies focus on keeping building surfaces dry. White groundwater, waier inliltralion, and simiiar issues may have been addressed as part of Ihe 9eote(3inical engineering study whose findings are conveyed in this repori, the geotechnical engineer in charge i^ this project is nota mold prevention consultant; mneefUmsenlcBspBr- fyrmedln aumectkm witti tlw geotadnHcalm^neerisluify ware diesigml or cottducted tor tht impose ofmoldprwen- mHI. I grovywig in or tm the stmcture AtvoAmf, Rely on Your ASHE-Mondwr Geotechnical Engbuier for Additional Assistance Membership in fiSFEfl^ Seoprolessior^ Business Association exposes geotechnical engineers to a v^ array of risk managemenl techniques that can be of genuine bendU for ewiyonB Involved wth a construdion project. Confer wilti your ASFE-merrtber ^otechniatf engineer for more inlomiation. THE GEOPROFESSIONAL BUSINESS ASSOCIATION 8811 Colesville RoaiVSuite G106. Silver Sprino, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: lnfo@asfe.org www.asfe.org Am MtilM trttitrmaiiUMso ww« IIGERai11S.eMRP APPENDIX F COMMISSIONING PLAN Commissioning Plan for the Carlsbad Fire Station #3 Carlsbad, California AO) Coii$tftins.li.C Prepared by: Jalal Avades PE, CEM, LEED AP (BD+C) AGR Consulting, LLC 22833 N 39*^ Run Phoenix. AZ 85050 Phone: (480) 246-0954 Fax: (602) 288-8900 July 15, 2013 * Commissioning Plan is per the 2010 Califomia Green Building Code Section 5.410.2. Carlsbad Fire Station #3 Page lofl? .4GR Consulting, LLC 3.2.2 Purpose of Commissioning Plan Ttie purpose ofthe commissioning plan is to: 1. Ensure that the design and operational intent are clearly documented. 2. Ensure that commissioning for the constmction phase is adequately reflected in the bid documents. 3. Provide direction for the development of the Cx specifications by A/E. 4. Provide direction for the commissioning process during construction, particularly providing resolution for issues and providing details that cannot be, or were not, fully developed during design, such as scheduling, participation of various parties of this particular project, actual lines of reporting and approvals, coordination, etc. 5. Provide direction on the required testing procedures. 3.2.3 Commissioned Systems The following systems will be commissioned in this project as required by the 2010 California Green Building Code Section 5.410.2: 1. Packaged Heat Pump Systems. 2. Split Heat Pump A/C equipment. 3. Swamp Coolers 4. Exhaust Fans. ^^m,,^^ 5. HVAC Control System including CO2 Monitoring and Economizer Cycles. ^ 6. Domestic Hot Water Heaters. "^"^ 7. Interior Ughting and Lighting Control. 8. Exterior Lighting and Lighting Control. 3.3 Building/Project Information Project Name: Carlsbad Fire Station #3 Location: Carisbad, California Building Address: The northwest corner of Cannon Street and Wind Trail Way Building Owner: City of Carlsbad Building Type: Fire Station Square Footage: 10,858 square feet Number of Stories: One Weather Data: 722927 Carisbad/Palomar, CA USA Jurisdiction: City of Carisbad, California Governing Codes: 2010 California Green Code Project Cost: $5,500,000 Design Period: 12 Months Construction Period: 12 Months Completion date: Fall 2014 Carlsbad Fire Station #3 Page 3 of 17 AGR Consulting, LLC 3.5 Roles and Responsibilities 3.5.1 Locations of Role Descriptions Descriptions and explanations ofthe roles and responsibilities of those in the commissioning process are found in the following places in the Contract Documents: List of team members: Cx Plan, 3.4 General roles: Cx Plan, 3.4, Management plan outline: Cx Plan, 3.5.3. 3.5.3 General Management Plan The CxA was hired by the Architect. In general, the CxA coordinates the commissioning activities and reports to the owner. The CxA's responsibilities, along with all other contractors' commissioning responsibilities are detailed in the commissioning plan and the construction documents. The project documents will take precedence over this Cx Plan. All members work together to fulfill their contracted responsibilities and meet the objectives of the Contract Documents. Refer to the management protocols section 3.6.5. 3.5.4 General Descriptions of Roles General descriptions of the commissioning roles are as follows: CxA: Coordinates the Cx process, writes test scripts, oversees and documents peri^ormance tests. Prepare final commissioning report. CM : Support the Cx process. Act as the liaison between the CxA and the Subs. GC : Support the Cx process, ensures that Subs perform their responsibilities and integrates Cx into the construction process and schedule. Subs: Demonstrate proper system performance. Provide the necessary tools, instrumentations and personnel to perform the testing requested by the CxA. A/E : Perform construction observation, design verification, approve O&M manuals and assist in resolving systems problems those due to design.. Owner: Supports the Cx process and gives final approval of the Cx work Mfr.: The equipment manufacturers and vendors provide documentation to facilitate the commissioning work and perform contracted startup. 3.6 Commissioning Process This section sequentially details the commissioning process by commissioning task or activity. 3.6.1 Commissioning Scoping Meeting A commissioning scoping meeting is planned and conducted by the CxA within 30 days of the beginning of construction. In attendance are the respective representatives (if applicable) of the Owner, GC, CM, CxA, PM, A/E and the mechanical, electrical, controls, and TAB subs. At the Carlsbad Fire Station U3 Page 5 ofl 7 AGR Consulling, LLC 3.6.5 Miscellaneous Management Protocols The following protocols will be used on this project. issue Protocol For requests for infonnation (RFI) or formal documentation requests: Direct to Sub or N£, through the CM, or through GC. CxA should be included on decisions or design changes For minor or verbal information and clarifications: The CxA should be included in the project log and that the CxA should be informed along with informinq the CM. For notifying contractors of deficiencies: The CxA documents deficiencies through the CM, discuss deficiency issues with contractors during testing prior to notifying the CM. For scheduling Functional Testing: The CxA would provide input and coordinate the testing, but does not do any scheduling. For scheduling Training: The CxA would provide input and coordinate the training and system demonstration, but does not do any scheduling. For scheduling commissioning meetings: The CxA selects the date and schedules throuqh the- CM/GC. For making a request for significant changes: The CxA has no authority to issue change orders. For making small changes in specified sequences of operations: The CxA may not make changes to specified sequences without approval from the A/E. Subcontractors disagreeing with requests or interpretations by the CxA shall: Try and resolve with the CxA first. Then work through GC who will work with CxA directly or through the CM to resolve the situation. A/E may need to be involved 3.6.6 Progress Reporting and Logs During constmction, the CM shall provide monthly progress reports to include when systems are being installed and ready for commissioning. The ft-equency of progress reports may be increased to twice per month when systems are ready for prefunctional startup testing. When the ftjnctional testing of equipment begins, weekly progress reports are required until functional testing and all non-confomiance issues are resolved. The CM and CxA may adjust the reporting frequency as needed. The progress reports contain: an update ofthe schedule with list of requested schedule changes and new items added to the schedule, a list of new and outstanding deficiencies, a description of commissioning progress corresponding to the plan, Carlsbad Fire Station #3 Page 7 of 17 AGR Consulting, LLC to before functional testing. Prefunctional checklists augment and are combined with the manufacturer's start-up checklist. Contractors typically already perform some, if not many, ofthe prefunctional checklist items the commissioning authority will recommend. However, few contractors document in writing the execution of these checklist items. This project requires thatthe procedures be documented in writing by the installing technician. CxA does not witness much ofthe prefunctional checklist, except for testing of larger or more critical pieces of equipment and some spot-checking. 3.6.8.1 Start-up Plan The CxA assists the commissioning team members responsible for startup In developing detailed start-up plans for all equipment. A. The following procedures will be used for this project: 1. The CxA adapts and enhances, if necessary, the representative prefunctional checklists (PC) and procedures from the lists in the specification sections, and develops original lists, as necessary. 2. The CxA obtains manufacturer installation, startup and checkout data, including actual field checkout sheets used by the field technicians from the contractor. 3. The CxA copies all pages with important instructional data and procedures from the startup and checkout manuals not covered in manufacturer field checkout sheets and adds a signature line in the column by each procedure. 4. The copied pages from (2), along with the prefunctional checklist provided by the CxA and the manufacturer field checkout sheets become the "Startup and Checkout Plan and provides a cover sheet and template for the startup plan and 5. For systems that may not have adequate manufacturer startup and checkout procedures, particularly for components being integrated with other equipment, the Sub should provide the added necessary detail and documenting format to the CxA for approval, prior to execution. 6. The CxA transmits the full Startup Plan to the GC, who designates which trade or contractor is responsible to fill out each line item (mark in the "Contractor" column) on the Prefunctional Checklist from the CxA. The GC then transmits the full start-up plan to the Subs for their review and use. (This usually means that the Prefunctional Checklist, alone, will go to more than one Sub, while the full plan will go to the primary installing contractor.) 3.6.8.2 Execution of Checklists and Startup Prior to startup, the Subs and vendors schedule startup and initial checkout with the CM, GC and CxA. The startup and initial checkout are directed and executed by the Sub or vendor. The CxA, and CM if necessary, observe, at minimum, the procedures for each piece of primary equipment, unless there are multiple units, when a sampling strategy is used. For components of equipment, the CxA may observe a sampling ofthe prefunctional and start-up procedures. To document the process of startup and checkout, the site technician perfoming the line item task initials and dates each paragraph of procedures in the "Startup Plan" and checks off items on the prefunctional and manufacturer field checkout sheets, as they are completed. Only Carlsbad Fire station If3 Page 9 of 17 AGR Comulting. LLC 3.6.8.6 TAB The TAB contractor submits the outline ofthe TAB plan and approach to the CxA and the controls contractor prior to starting the TAB. Included in the approach, is an explanation of the intended use ofthe building control system. The CxA reviews the plan and approach for understanding and coordination issues and may comment, but does not "approve." The controls contractor reviews the feasibility of using the building control system for assistance in the TAB work. The TAB submits written reports of discrepancies, contract interpretation requests and lists of completed tests to the A/E and CM. This facilitates quicker resolution of problems and will result in a more complete TAB before functional testing begins. A checklist form for reviewinq the TAB plan is provided as one of the prefunctional checklists. TAB work will not begin until the control system has been prefunctionally tested and selective functional tests have been performed and approved by the CxA. 3.6.8.7 Controls Checkout Plan The controls contractor develops and submits a written step-by-step plan to the CxA which describes the process they intend to follow in checking out the control system and the forms on which they will document the process. The controls contractor will also meet with the TAB contractor pnor to the start of TAB and review the TAB plan to determine the capabilities of the control system for use in TAB. The controls contractor will provide the TAB with any necessary unique instruments for setting terminal unit boxes and instruct TAB in their use (handheld control system interface for use around the building during TAB, etc.). The controls contractor shall also provide a technician qualified to operate the controls to assist the TAB contractor in performing TAB. All CxA-required controls prefunctional checklists, calibrations, start-up and selected functional tests of the system shall be completed and approved by the CxA prior to TAB The controls contractor shall execute the tests and trend logs assigned to them In construction documents and remain on site for assistance for mechanical system functional tests as specified in the same sections. Carlsbad Fire Station #3 Page 11 of 17 AGR Consulting, LLC 3.6.10 Execution of Functional Testing Procedures 3.6.10.1 Overview and Process The CxA schedules functional tests through the CM, GC and affected Subs. For any given system, priorto performing functional testing, the CxA waits until the prefunctional checklist has been submitted with the necessary signatures, confirming thatthe system is ready for functional testing. The CxA oversees, witnesses and documents the functional testing of all equipment and systems according to the Specifications and the Cx Plan. The Subs execute the tests. The control system is tested before it is used to verify performance of other components or systems. The air balancing and water balancing is completed and debugged before functional testing of air-related or water-related equipment or systems. Testing proceeds from components to subsystems to systems and finally to interiocks and connections between systems. 3.6.10.2 Deficiencies and Retesting The CxA documents the results of the test. Corrections of minor deficiencies identified are made during the tests at the discretion of the CxA. The CxA records the results ofthe test on the procedure or test form. Deficiencies or non-conformance issues are noted and reported to the CM. Subs correct deficiencies, notify the CxA and return a certifying correction notes. The CxA schedules retesting through the CM. Decisions regarding deficiencies and corrections are made at as low a level as possible, preferably between CxA or CM and the Sub. For areas in dispute, final authorify, besides the Owner's, resides with the A/E. The CxA recommends acceptance of each test to the CM. The CM gives flnal approval on each. 3.6.10.3 Facility Staff Participation Owner's facilifies operating staff are encouraged to attend and participate in the tesfing process. 3.6.10.4 Phased Testing Refer to Section 3.6.8.5 for details regarding testing the equipment or systems in phases. Because of project size, this project will not require startup and initial checkout to be executed in phases. 3.6.10.5 Sampling Multiple identical pieces of non-life-safety or othenwise non-critical equipment may be functionally tested using a sampling strategy. The Specifications specify the sampling strategies tiiat are used on this project. Equipment or Svstem Fraction To Be Observed bv CxA HVAC 100% Exhaust Fans 100% Building automation system 100% TAB work Final Domestic Hot Water 100% Lighting Control 100% Carlsbad Fire Station #3 Page 13 ofl 7 AGR Comulting, LLC 3.7.1 Summary Report A final summary report by the CxA will be provided to the Owner, CM or PM. The report shall include an executive summary, list of participants and roles, brief building description, overview of commissioning and testing scope and a general description of testing and verification methods. For each piece of commissioned equipment, the report contain the disposition ofthe commissioning authority regarding the adequacy of the equipment, documentation and training meeting the contract documents in the following areas: 1) Equipment meets the equipment specifications, 2) Equipment installation, 3) Functional performance and efficiency, 4) Equipment documentation and design intent, and 5) Operator training. All outstanding non-compliance items shall be specifically listed. Recommendations for improvement to equipment or operations, future actions, commissioning process changes, etc. shall also be listed. Each non-compliance issue shall be referenced to the specific ftjnctional test, inspection, trend log, etc. where the deficiency is documented. The functional performance and efficiency section for each piece of equipment shall include a brief description ofthe verification method used (manual testing. BAS trend logs, data loggers, etc.) and include observations and conclusions from the testing. Appendices shalt contain acquired sequence documentation, logs, meeting minutes, progress reports, deficiency lists, site visit reports, findings, unresolved issues, communications, etc. Prefunctional checklists and functional tests (along with blanks for the operators) and monitoring data and analysis will be provided in a separate labeled binder. The commissioning plan, the prefunctional checklists, functional tests and monitoring reports will not be part ofthe final report, but will be stored in the Commissioning Record in the O&M manuals. A preliminary Commissioning Report shall be delivered to the owner after commissioning of the systems is completed. Commissioning Report shall be submitted to the owner within 90 days of date of receipt of Certificate of Occupancy. Prior to building inspection tiie owner of the facility shall send a letter to the authority having jurisdiction acknowledging that the preliminary commissioning report as prepared by the CxA was received. Carlsbad Fire Station ii3 Page 15 of 17 AGR Consulting, LLC 3.8.2 Project Schedule The initial tentative commissioning schedule is summarized in Table 3.8. The schedule would be updated throughout the project. Task / Activity /WIIC»VIUIV WUIIIIIICll Estimated Estimated Start Date End Date Begin Design Phase Jufy 2012 Jufy2013 Building Department Permits Submittals May 2013 July 2013 Initial scoping meeting and final plan Jufy2013 Submittals obtained and reviewed Jufy2013 Begin construction site visits/inspections TBD* Prefunctional forms developed and distributed TBD* Startup and initial checkout plans TBD* Startup and initial checkout executed TBD* TAB Air TBD* TAB Water N/A Functional performance tests TBD* O&M documentation review and verification TBD* Training and training verification TBD* Preliminary Commissioning Report TBD* Owner Acceptance of Cx Report Letter to AHJ TBD* Building Inspection TBD* Certificate of Occupancy 'C of O' TBD* Final Commissioning Report TBD* Seasonal testing N/A TBD *: The estimated dates are yet to be detenmlned at tiie project kickoff meeting and be approved by the owner and Construction Manager Carlsbad Fire Station #i Page 17 of 17 AGR Consulting, LLC APPENDIX G STORM WATER POLLUTION PREVENTION PLAN Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Storm Water Poilution Prevention Plan For: Carisbad Fire Station No. 3 Legally Responsible Person (LiU>): City of Carisbad 1200 Carisbad Village Dr Carist>ad, CA 760-602-2740 Project Site Location/Address: Caiiente Mountain Rd. Carlsbad, CA 92010 Design Qualified SWPPP Developer: Aaron Peliow, R.C.E. 77913, QSD 20437 MSL Engineering, Inc. 402 W. Arrow Higiiway, Suite 4 San Dimas, CA 91773 (909) 305-2395 SWPPP Preparation Date: 08-27-2013 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 QSP SWPPP Certification Project Name: Carlsbad Fire Station No. 3 REVIEW OF SWPPP Qualified SWPPP Practitioner: I have read this SWPPP and am familiar with its contents and requirements. I acknowledge the necessary resources required for implementation ofthis SWPPP and meet the required certifications necessary to implement it \ Upon review of this SWPPP, I am willing and authorized to fully commit resources to implement and enforce this SWPPP. The SWPPP must be included in the Contract Bid Document. (Signature of QSP) (Typed Name of QSP) (Date of SWPPP Review) 1 - SWPPP Certification requirements should be provide in Appendix B. CERTIFICATION Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 LEGALLY RESPONSIBLE PERSON The City of Carlsbad has assigned the undersigned person as the Legally Responsible Person (LRP). The undersigned person has signature authority from the City of Carisbad as LRP and is responsible for approving, signing, and certifying the SWPPP in conformance with Section IV.I ofthe CGP. LRP Information Name City of Carlsbad 1200 Carlsbad Village Dr Carlsbad, CA 760-602-2740 Other LRP or AS if additional or change is designated: Name Address Phone Email A Qualified SWPPP Developer (QSD) submitted the SWPPP for review and approval to the City of Carlsbad. The contractor (name and contact information to be added by the contiractor's QSP) is responsible and liable for compliance with applicable requirements ofthe CGP (CAS000002, Order No. 2009-009-DWQ) forwhich compliance is ultimately determined by the Regional Water Quality Control Board (RWQCB), the State Water Resources Conti-ol Board (SWRCB), and/or the U.S. Environmental Protection Agency (EPA). CERTIFICATION Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 LRP SWPPP Certification Project Name: Carlsbad Fire Station No. 3 PROPERTY AGENT'S LRP APPROVAL AND CERTIFICATION OF THE STORMWATER POLLUTION PREVENTION PLAN ^ "I certify under penalty of law that this document and all attachments were prepared under my direction or supen/ision in accordance with a system designed to ensure that qualified personnel properiy gather and evaluate the information submitted. Based on my inquiry ofthe person or persons who manage the system, or those persons directly responsible for gathering the information, the infonnation submitted is to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are signiflcant penalties for submitting false information including the possibilify of fine and imprisonment for knowing violations." I and/or personnel acting under my direction and supen/ision have reviewed this SWPPP and find that it meets the requirements ofthe State Water Resources Control Board (SWRCB), National Pollution Discharge Elimination System (NPDES) General Permit for Stonnwater Discharges Associated with Construction Activities. This SWPPP shall be evaluated and an annual certification report is required until the construction project is completed and the Notice of Termination is submitted to the Regional Water Quality Control Board. The SWPPP must be part ofthe Contract Bid Document. (Signature) (Print Name and Title of Approved Signatory) (Date of Signature) 1 - Signature provides ttie City of Carisbad approval of the hardcopy SWPPP document, but official SWPPP approval is indicated with submittal into SMARTS. A copy ofthe SMARTS approval page shouid be inserted in Appendix B. CERTIFICATION Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Design QSD SWPPP Certification Project Name: Carlsbad Fire Station No. 3 The SWPPP was developed and certified by a Qualified SWPPP Developer (QSD) with appropriate certification and or registration called out in Section Vll.B.l of the CGP and Section 5 of this SWPPP. Evidence of QSD certification can be found in Appendix B. QUALIFIED SWPPP DEVELOPER'S (QSD) CERTIFICATION OF THE STORMWATER POLLUTION PREVENTION PLAN "I certify that this document and all attachments were prepared under my direction or supervision and that the information submitted is to the best of my knowledge and belief, true, accurate, and complete. I have included the appropriate infonnation forthe project and have verified that this SWPPP meets the requirements of the State Water Resources Control Board (SWRCB), National Pollution Discharge Elimination System (NPDES) General Permit for Stonnwater Discharges Associated with Construction." The SWPPP must be part of the Contract Bid Document. (Signature of Design QSD) Aaron Peliow (Typed Name of Design QSD) 08-27-2013 (Date of SWPPP Certification) CERTIFICATION Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Construction QSD SWPPP Certification Project Name: Carlsbad Fire Station No. 3 CONSTRUCTION QUALIFIED SWPPP DEVELOPER'S (QSD) CERTIFICATION OF THE STORMWATER POLLUTION PREVENTION PLAN The SWPPP was developed and certified by a Qualified SWPPP Developer (QSD) and the Contractor has provided a QSD, identified below to act as the Construction QSD for the remainder of the project\ The Construction QSD will provide appropriate certification and or registration called out in Section VII.B.1 ofthe CGP and Section 5 of this SWPPP. Evidence of QSD certification can be found in Appendix B and E. (Signature of Construction QSD) (Typed Name of Construction QSD) (Signature Date) 1 - Contractor may replace or have additional Construction QSDs for the project, in the event additional Construction QSDs occur, a copy of this page should be available for subsequent Construction QSD certification. Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Amendment Log Project Name: Amendment No. Date Brief Description of Amendment, include section and page number Prepared and Approved By Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# City ofCarlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table of Contents Section 1 SWPPP Requirements I 1.1 Introduction 1 1.2 Permit Registration Documents 2 1.3 SWPPP Availability and Implementation 2 1.4 SWPPP Amendments 6 1.5 Retention of Records 7 1.6 Required Non-Compliance Reporting 8 1.7 Annual Report 8 1.8 Changes to Permit Coverage 8 1.9 Notice of Termination 9 Section 2 Project Information 10 2.1 Project and Site Description 10 2.1.1 Site Description 10 2.1.2 Existing Conditions 10 2.1.3 Existing Drainage 10 2.1.4 Geology and Groundwater 10 2.1.5 Project Description 1Q 2.1.6 Developed Condition 11 2.2 Permits and Goveming Documents 11 2.3 Stormwater Run-On from Offsite Areas 11 2.4 Findings ofthe Construction Site Sediment and Receiving Water Risk Determination 11 2.5 Construction Schedule 13 2.6 Potential Construction Activity and Pollutant Sources 13 2.7 Identification of Non-Stormwater Discharges 15 2.8 Required Site Map Information 16 Section 3 Best Management Practices 17 3.1 Erosion Control (Soil Stabilization) 17 3.2 Sediment Control 19 3.3 Tracking Control 21 3.4 Wind Erosion Control BMPs 22 City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 3.5 Non-Stormwater Management BMPs 24 3.6 Waste Management and Materials Pollution Control BMPs 26 3.7 Post construction Stormwater Management Measures 29 Section 4 BMP Inspection, Maintenance, and Rain Event Action Plans 31 4.1 BMP Inspection and Maintenance 31 4.2 Rain Event Action Plans 31 Section 5 Training 5.1 QSD Training 33 5.2 QSP Training 34 5.3 Contractor/Subcontractor/Worker Training 34 Section 6 Responsible Parties and Operators 35 6.1 Responsible Parties 35 6.2 Contractor List 36 Section 7 Construction Site Monitoring Program 37 7.1 Purpose 37 7.2 Roles/Responsibilities for Stormwater Monitoring 37 7.3 Applicability of Permit Requirements 38 7.3. Weather and Rain Event Tracking 39 7.3.1 Weather Tracking 39 7.3.2 Rain Gauges 40 7.4 Monitoring Locations 40 7.5 Safety and Monitoring Exemptions 40 7.6 Site Inspections 41 7.6.1 Inspection Records 41 7.6.2 BMP Inspections 41 7.6.3 Visual Observation inspections of rain events 42 7.6.3.1 Baseline or Pre-Storm Inspection 42 7.6.3.2 Daily and post-storm inspections 43 7.6.3.3 Non-stormwater Discharge Monitoring - 44 7.6.3.4 Quarterly Visual Observations For Non-Stonnwater Discharges 44 7.6.4 Discharge Visual Observation Inspections 45 7.6.4.1 Non-visible Pollutant Source Observations 45 City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.6.4.2 Discharge Observations 45 7.7 Water Quality Sampling and Analysis 46 7.7.1 Sampling and Analysis Plan for Non-Visible Pollutants in Stormwater Runoff Discharges 46 7.7.1.1 Sampling Schedule 47 7.7.1.2 Sampling Locations 47 7.7.1.3 Monitoring Preparation 48 7.7.1.4 Analytical Constituents 49 7.7.1.5 Sample Collection 51 7.7.1.6 Sample Analysis 52 7.7.1.7 Data Evaluation and Reporting 54 7.7.2 Sampling and Analysis Plan for Non-Stormwater Discharges 54 7.7.2.1 Sampling Schedule 54 7.7.2.2 Sampling Locations 55 7.7.2.3 Monitoring Preparation 55 7.7.2.4 Field Parameters 55 7.7.2.5 Sample Collection 56 7.7.2.6 Field Measurements 56 7.7.2.7 Data Evaluation and Reporting 57 7.7.3 Sampling and Analysis Plan for Other Pollutants Required by the Regional Water Board 57 7.7.4 Training of Sampling Personnel 57 7.7.5 Sample Collection and Handling 58 7.7.5.1 Sample Collection 58 7.7.5.2 Sample Handling 59 7.7.5.3 Sample Documentation Procedures 59 7.8 Active Treatment System Monitoring 60 7.9 Bioassessment Monitoring 60 7.10 Watershed Monitoring Option 60 7.11 Quality Assurance and Quality Control 60 7.11.1 Field Logs 61 7.11.2 Clean Sampling Techniques 61 /^^^ City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.11.3 Chain of Custody 61 7.11.4 QA/QC Samples 61 7.11.4.1 Field Duplicates 61 7.11.4.2 Equipment Blanks 62 7.11.4.3 Field Blanks 62 7.11.4.4 Travel Blanks 62 7.11.5 Data Verification 62 7.12 Records Retention 63 CSMP Attachment 1: Rain Gauge Log 65 CSMP Attachment 2: Example Forms 66 Section 8 References 69 Appendix A: Site Maps ^® Appendix B: Permit Registration Documents 71 Appendix C: SWPPP Amendment Certifications 73 Appendix D: Submitted Changes to PRDs 75 Appendix E: Spill Prevention and Control Plan 77 Appendix F: Construction Activities, Materials Used, and Associated Pollutants 78 Appendix G: CASQA Stormwater BMP Handbook Portal: Construction Fact Sheets 82 Appendix H: BMP Inspection Form 83 Appendix I: Discharge Log Appendix J: Training Reporting Form 92 Appendix K: Responsible Parties 94 Appendix L: Contractors and Subcontractors 97 City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 1 SWPPP Requirements 1.1 INTRODUCTION This Stormwater Pollution Prevention Plan (SWPPP) was prepared for construction activities for: Project Name: Carlsbad Fire Station No. 3 Project Address or Location: Caiiente Mountain Road Anticipated Construction Period (Start and completion dates): 01-01-2014 to 05-01-2015 Project Risk Level (From Section 2.5): 2 Project Size (acres): 4.3 The project location is shown on the Vicinity Map included in Appendix A. The property is owned by the City of Carlsbad. This SWPPP has been prepared to comply with State Water Resources Control Board (SWRCB), OrderNo. 2009-009-DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002 Waste Discharge Requirements (WDRs) for Discharges of Stormwater Associated with Construction Activity. The General Permit No. CAS000002 also identified as the Construction General Permit (CGP) was adopted by the State Water Resources Control Board (SWRCB) on September 2, 2009 as OrderNo. 2009-009-DWQ and was enforced on July 1,2010. This SWPPP has five main objectives: • All pollutants and their sources, including sources of sediment associated with construction, constmction site erosion and all other activities associated with construction activity are controlled; • Identify non-stormwater discharges and either eliminate, control, or treat them; • Site Best Management Practices (BMPs) are effective and result in the reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges from construction activity to the Best Available Technology Economically Achievable (BAT) and the Best Conventional Pollutant Control Technology (BCT) standards; • Calculations and design details as well as BMP controls for site run-on are complete and correct; and • Stabilized BMPs installed to reduce or eliminate pollutants after construction is completed. ^^^^ City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 1.2 PERMIT REGISTRATION DOCUMENTS Required Permit Registration Documents (PRDs) shall be submitted to the State Water Board via the Stormwater Multi Application and Report Tracking System (SMARTS) by the Legally Responsible Person (LRP), or authorized personnel (i.e., Approved Signatory) under the direction ofthe LRP. The project-specific PRDs include: 1. Notice of Intent (NOI); 2. Risk Assessment (Construction Site Sediment and Receiving Water Risk Determination); 3. Site Map; 4. Annual Fee; 5. Signed Certification Statement (LRP Certification is provided electronically with SMARTS PRD submittal); and 6. SWPPP. An electronic copy ofthis SWPPP document will be submitted as part of the PRDs and will be submitted prior to the NOI Certification. The SWPPP Developer (the Design QSD), as a Data Submitter, will input the information required, to submit the NOI into SMARTS, or provide it to the County, for review. The LRP or Approved Signatory will certify the NOI for construction projects within its jurisdictional area. The SWRCB will issue a fee statement prior to a Waste Discharge Identification (WDID) number and send applicable materials to the RWQCB, which then enforces the CGP. A print out ofthe information submitted electronically in the NOI will be provided to the contractor by the City and shall be included in Appendix B ofthe SWPPP. The project Erosion Control Plan can be found in Appendix A. A copy ofthe submitted PRDs shall also be kept in Appendix B along with the Waste Discharge Identification (WDID) confirmation. 1.3 SWPPP AVAILABILITY AND IMPLEMENTATION The discharger shall make the SWPPP available at the construction site during working hours while construction is occurring and shall be made available upon request by a State or Municipal inspector. When the original SWPPP is retained by a crew member in a construction vehicle and is not currently at the construction site, current copies of the BMPs and map/drawing will be left with the field crew and the original SWPPP shall be made available via a request by radio/telephone. (CGP Section XIV.C) The SWPPP shall be implemented concurrently with the start of ground disturbing activities. The CGP requires a Qualified SWPPP Practitioner (QSP) to oversee implementation ofthe BMPs required at a project site in order to ensure proper oversight ofthe BMPs. The QSP shall have primary responsibility and significant authority for tiie implementation, maintenance, inspection and amendments - amendments also require QSD certification - to the approved SWPPP. The QSP will be available throughout the duration of the project. Duties ofthe QSP include but are not limited to: • Ensuring foil compliance with the SWPPP and the CGP. City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 • Implementing elements of the SWPPP, including but not limited to: o Implementation of prompt and effective erosion and sedunent control measures o Implementing non-stormwater management, and materials and waste management activities such as: monitoring discharges (dewatering, diversion devices); general site clean-up; vehicle and equipment cleaning, fueling and maintenance; spill control; ensuring that no materials other than stormwater are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems; etc. • Implementing aspects of the Construction Site Monitoring Program including routine weekly, pre-, post- and daily (during at 24 hour intervals) storm event inspections (visual monitoring), quarterly non-stormwater visual monitoring and required sampling for visible and non-visible pollutants. • Preparing the annual report for the City' s signature. • Ensuring elimination of unauthorized discharges. • The QSP shall be assigned authority by the Contractor to mobilize crews in order to make immediate repairs to the control measures or to respond to spills. • Coordinate with the Contractor to assure the necessary corrections/repairs are made as soon as possible and within 72 hours of observation or prior to stormwater or non-stormwater discharge circumstances - however, spills must be cleaned up immediately, and that the project complies with the SWPPP, the CGP and approved plans at all times. • QSP must train all workers and trade contractors involved in the implementation of the SWPPP and its components. This includes training on inspection, use of spill kits, and sampling procedures and methods. • Submitting Discharge Logs, Notice of Non-Compliance Fonns and reports of illicit connections or illegal discharges. Discharge notification may be required for non-visible pollutants for both Risk Level 1 and 2. The QSP shall oversee contractors, subcontractors, and individuals who have the potential to impact water quality. The Contractor is required to appoint the QSP (and the Construction QSD) for the project. The QSP must be appropriately trained. Evidence of the QSP training will be inserted in Appendix E. The QSP shall be either a QSD or have one of the following certifications, AND have the listed State sponsored training: • A certified erosion, sediment and stormwater inspector (CESSWI) registered through Enviro Cert International, Inc.; or Cify ofCarlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 • A certified inspector of sediment and erosion control (CISEC) registered through Certified Inspector of Sediment and Erosion Control, Inc. • The QSP shall have attended a State Water Board-sponsored or approved QSP training course. City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 1.1 QSD AND QSP IDENTIFICATION initial QSP specified by the Contractor QSP Name: QSP Email QSP Qualification QSP Fax # QSP Telephone # Start/End Date In the event other or subsequent QSPs are designated for this project additional space is provided below: QSP Name QSP Email QSP (Qualification QSP Fax# QSP Telephone* Start/End Date Below is the QSD. desiqnated as the Desiqn QSD, who developed the initial SWPPP. Design QSD Name: Aaron Peliow Design QSD Email: aaron(5)mslena.com Design QSD Qualification: R.C.E. 77913 / QSD #20437 Design QSD Fax #: (909)305-2397 Design QSD Telephone #: (909)305-2395 Start/End Date: TBD Below is the QSD. designated as the Constmction QSD. who is assigned by Uie Contractor prior to SWPPP implementation. Construction QSD Name Constmction QSD Email Construction QSD Qualification Construction QSD Fax # (Construction QSD Telephone # Start/End Date In the event another Constniction OSD is assiened to the project the foUowins information should be completed. Constmction QSD Name Construcfion QSD Email Construction QSD Qualification Construction QSD Fax # Constaiction QSD Telephone # Start/End Date City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 1.4 SWPPP AMENDMENTS The SWPPP should be revised when: • There is a General Permit violation. • There is a reduction or increase in total disturbed acreage (General Permit Section II Part C). • BMPs do not meet the objectives of reducing or eliminating pollutants in stonnwater discharges. • There is a change in construction or operations which may affect the discharge of pollutants to surface waters, gro\indwater(s), or a mimicipal separate storm sewer system (MS4); • When there is a change in the project duration that changes the project's risk level; or • When deemed necessary by the QSD. The QSD has determined that the changes listed in Table 1.2 can be field determined by the QSP. All other changes shall be made by the QSD as formal amendments to the SWPPP. The following items shall be included in each amendment: • Who requested the amendment; • The location of proposed change; • The reason for change; • The original BMP proposed, if any; and • The new BMP proposed. Amendments shall be logged at the front of the SWPPP and certification kept in Appendix C. The SWPPP text shall be revised replaced, and/or hand annotated as necessary to properly convey the amendment. SWPPP amendments must be made by a QSD. The following changes have been designated by the QSD as "to be field determined" and constitute minor changes that the QSP may implement based on field conditions. City ofCarlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 1.2 List of Changes to be Field Determined Candidate changes for field location or determination by QSP^'* Check changes that can be field located or field determined by QSP Increase quantity of an Erosion or Sediment Control Measure X Relocate/Add stockpiles or stored materials X Relocate or add toilets X Relocate vehicle storage and/or fueling locations X Relocate areas for waste storage X Relocate water storage and/or water transfer location X Changes to access points (entrance/exits) X Change type of Erosion or Sediment Control Measure Changes to location of erosion or sediment control X Minor changes to schedule or phases X Changes in construction materials (1) Any field changes not identified for field location or field determination by QSP must be approved by QSD 1.5 RETENTION OF RECORDS Copies of the SWPPP, required inspection reports, compliance certifications, non-compliance reports, training records and records of data used to complete the NOI must be retained for at least 3 years after the NOT has been approved. The Contractor must retain a copy of the SWPPP and inspection reports at the construction site from the date of project initiation to the date of the NOT. The Confractor and the QSP will be responsible to submit the complete SWPPP to the City for retention just prior to NOT (and a requirement of the NOT). It is generally recommended that the Contractor/QSP submit the original and complete SWPPP to the City; the Contractor can retain a complete copy. City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 1.6 REQUIRED NON-COMPLIANCE REPORTING If a discharge violation occurs the QSP shall immediately notify the LRP and the LRP shall file a violation report electronically to the Regional Water Board within 30 days of identification of non-compliance using SMARTS. Conrective measures will be implemented immediately following the discharge or written notice of non-compliance from the Regional Water Board. The report to the LRP and to the Regional Water Board will contain the following items: • The date, time, location, nature of operation and type of unauthorized discharge. • The cause or nature of the notice or order. • The control measures (BMPs) deployed before the discharge event, or prior to receiving notice or order. The date of deployment and type of control measures (BMPs) deployed after the discharge event, or after receiving the notice or order, including additional measures installed or planned to reduce or prevent re-occurrence. 1.7 ANNUAL REPORT An Annual Report is required by the CGP for any project with an NOI lasting more than one continuous three-month period. The Annual Report verifies that the site is in compliance with the CGP requirements. The report must be prepared, certified, and electronically submitted by the LRP or Approved Signatory no later than September 1 of each year using SMARTS. The annual reports assess the temporal period from July to July, but the Annual Report can be submitted to SMARTS by September 1. The information contained in the annual report is a summary of inspection and monitoring results, corrective actions and training conducted throughout the year and maintamed in the SWPPP. An electronic or paper copy of each Annual Report for the project shall be retained for a minimum of three years after the date the Annual Report is filed. The annual reporting process within SMARTS may be updated with new forms for providing required information. As the State updates methods for providing annual report data, QSPs must accommodate for alteration for input. 1.8 CHANGES TO PERMIT COVERAGE The General Pennit allows for the reduction or increase of the total acreage covered under the General Pennit when: a portion of die project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of the project is purchased by a different entity; or when new acreage is added to the project. Modified PRDs shall be filed electronically within 30 days of a reduction or increase in total disturbed area ifa change in permit covered acreage is to be sought. The SWPPP shall be modified appropriatety, shall be logged at the front ofthe SWPPP and cetrification of SWPPP amendments are to be kept in Appendix C. Updated PRDs submitted electronically via SMARTS can be found in Appendix B. City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 1.9 NOTICE OF TERMINATION To terminate coverage under the CGP, a Notice of Termination (NOT) must be submitted. The NOT shall be electronically submitted to the SWQCB when the construction project is complete or ownership has been transferred. A project is considered complete when all portions of the site have been transferred to a new owner, or all of the following conditions have been met: • The site will not pose any additional sediment discharge risk than it did prior to the commencement of construction activity; • There is no potential for construction-related stormwater pollutants to be discharged into site runoff • Final stabilization has been reached; • Construction materials and wastes have been disposed of properly; • Compliance with the post-construction standards of the City's Storm Water Standards has been demonstrated; • Post-construction stormwater management measures have been installed and a long-term maintenance plan has been established according to the SWPPP and Water Quality Technical Report (WQTR); and • Construction-related equipment, materials and any temporary BMPs no longer needed are removed from the site. In order to terminate coverage under the CGP, final stabilization conditions must be satisfied in the NOT. The NOT must attain final stabilization by one of the following methods: ^'. '~3 • 70% final cover method - no computational proof required; or • RUSLE or RUSLE2 method - computational proof required; or • Custom method - the discharger shall demonstrate in some other manner than above that the site complies with the final stabilization requirement in Section II.D.1.a. The construction QSD or QSP may provide relevant information for submitting the NOT via SMARTS. The Contractor's QSP will be responsible for implementing all aspects of the SWPPP until the NOT is submitted. The contractor/QSP must remain to perform SWPPP and CGP duties even if other contractual obligations have been met. City of Carlsb ad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 2 Project information 2.1 PROJECT AND SITE DESCRIPTION 2.1.1 Site Description The City of Carisbad is proposing to develop a new 10,700 square foot fire station building and a new public road just west of Wind Trail Way, north of Cannon Road in the City ofCarlsbad. The new improvements include a fire station building, response and retum driveways, driving aisles, parking areas, trash enclosure, emergency generator, and hose drying tower. The project is located at 33.15274, -117.29598 and is identified on the Vicinity Map in Appendix A. 2.1.2 Existing Conditions The existing condition ofthe site is a vacant. 2.1.3 Existing Drainage The vacant property slopes to the southwest, with an approximate 4% average slope across the property towards Agua Hedionda Creek. Agua Hedionda Creek is a natural creek located at the southwest corner of Cannon Road and El Camino Real. 303(d) Listed Impairments: The following impairments are listed within the CWA 303(d) list for impairments which require TMDLs, but have not yet been approved (there are no approved TMDLs on the 2006 CWA 303(d) list): Agua Hedionda Creek: Manganese, Selenium, Sulfates, and Total Dissolved Solids. Agua Hedionda Lagoon: Indicator bacteria, Sedimentation. Beneficial Uses: There are no listed beneficial uses for San Luis Rey River. 2.1.4 Geology and Groundwater The site consists of documented fill underiain alluvium and terrace deposits. Groundwater was encountered at 26 feet below existing grade and is not expected to be a factor at the site. 2.1.5 Project Description Project grading will occur on approximately 100% of the project area. The limits of grading are shown on the Erosion Control Plan in Appendix A. Grading will be fill to create a new 2:1 slope along the west, east, and north sides ofthe property. City of Carlsbad ^ ^ Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 2.1.6 Developed Condition Post construction surface drainage will be collected onsite within a surface Bioretention area for stormwater treatment and then filtered into a system of 72" diameter solid walled storm drain pipes for flow control to meet hydromodification requirements. Table 2.1 Construction Site Estimates Construction site area 4.3 acres Percent impervious before construction 0 % Runoff coefficient before construction 40 Percent impervious after construction 90 % Runoff coefficient after construction 92 2.2 PERMITS AND GOVERNING DOCUMENTS In addition to the General Permit, the following documents have been taken into account while preparing this SWPPP • Regional Water Board requirements • Basin Plan requirements • Contract Documents • Air Quality Regulations and Permits 2.3 STORMWATER RUN-ON FROM OFFSITE AREAS There is no run-on of stonnwater through the construction site. 2.4 FINDINGS OF THE CONSTRUCTION SITE SEDIMENT AND RECEIVING WATER RISK DETERMINATION A construction site risk assessment has been perfonned for the project and the resultant risk level is Risk Level 2. The risk level was determined though the use ofthe SMARTS. The risk level is based on project duration, location, proximity to impaired receiving waters and soil conditions. A copy of the Risk Level determination submitted on SMARTS with the PRDs is included in Appendix B. Table 2.2 and Table 2.3 summarize the sediment and receiving water risk factors and document the sources of information used to derive the factors. ^^^^ Table 2.2 Summary of Sediment Risk City of Carlsbad 11 Stonn Water Pollution Prevention Plan (S WPPP) Carlsbad Fire Station No. 3 RUSLE Factor Value Method for establishing value R 55.2 EPA Rainfall Erosivity Factor Calculator for Small Construction Sites using an estimated constraction window between 01-01-14 to 05-01-15. K 0.43 Populated by SMARTS using Lat/Lon LS 2.50 Populated by SMARTS using Lat/Lon Total Predicted Sediment Loss (tons/acre) 59.37 Overall Sediment Risk Low Sediment Risk < 15 tons/ acre Medium Sediment Risk >= 15 and < 75 tons/acre High Sediment Risk >= 75 tons/acre • Low S Medium • High Runoff from the project discharges to the San Luis Rey River. Table 2.3 Summary of Receiving Water Risk Receiving Water Name 303(d) Listed for Sediment Related Pollutant^'* TMDL for Sediment Related PoUutant^'^ Beneficial Uses of COLD, SPAWN, and MIGRATORY^'' Agua Hedionda Lagoon ^Yes ONO • Yes IE! No [3 Yes • No Overall Receiving Water Risk • Low ^High (1) Ifyes is selected for any option the Receiving Water Risk is High Risk Level 2 sites are subject to both the narrative effluent limitations and numeric effluent standards. The narrative effluent limitations require stonnwater discharges associated with construction activity to minimize or prevent pollutants in stormwater and authorized non- stormwater through the use of conti-ols, structures and best management practices. Discharges from Risk Level 2 site are subject to NALs for pH and turbidity shown in the table below. This SWPPP has been prepared to address Risk Level 2 requirements (General Permit Attachment D). Numeric Action Levels Parameter Unit Numeric Action Level Daily Average pH pH units Lower NAL = 6.5 Upper NAL - 8.5 Turbidity NTU 250 NTU City of Carlsbad 12 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 2.5 CONSTRUCTION SCHEDULE The site sediment risk was determined based on construction taking place between 01-01-2014 and 05-01-2015. Modification or extension of the schedule (start and end dates) may affect risk determination and permit requirements, llie LRP shall contact the QSD if the schedule changes during construction to address potential impact to the SWPPP. The estimated schedule for planned work shall be included by the QSP within Appendix E. 2.6 POTENTIAL CONSTRUCTION ACTIVITY AND POLLUTANT SOURCES The CGP requires that potential pollutant sources must be identified and products used and/or expected to be used and the end products produced are to be inventoried. Table 2.4identifies the types of construction activities and associated characteristic pollutants anticipated to be present at this construction site. The ProducfPollutant Inventory form in Appendix G provides a form for inventory of material (or wastes) that could present pollutants in site runoff. The Hazardous Materials Inventory required by the Safety Plan may be used as background for materials that may have pollutants and indicate potential pollutants that are not hazardous materials. Table 2.4 provides an initial assessment by the Design QSD. The list must be modified by the QSP and Construction QSD as conditions change. The Product/Pollutant Inventory form in Appendix F provides a mechanism to track related pollutants. Table 2.4 ANTICIPATED CONSTRUCTION SITE POLLUTANTS Construction Type Associated Activity/Products With Potential To Cause Stormwater Pollution Associated Potential Pollutants ^Demolition •Structure Demolition/Removal Over or Adjacent to Water laBuilding Demolition (HVAC, insulation) Sediment, concrete particles, wood debris, asbestos, freon, aluminum, zinc ^Earthwork ElClearing and gmbbing ^Grading activities ^Stockpiling •Disturbance of contaminated soil •Dewatering •Temporary Stream Crossing •^Drainage Constmction •Dredging •Pile Driving ^Utilities ElLine Flushing (hydrostatic test water, pipe flushing) SFlre Line and Temporary Water (bacteria testing) •Landscaping (vegetation control, (herbicides) planting and plant maintenance; use of soil additives, production of solid waste such as ti-ees, shmbs green waste and mulch) •Materiai and Equipment Use Over Water Sediment, Soil Amendments (gypsum, lime) List identified soil and dredged contaminant Chlorine, BOD, fertilizers, herbicides, nutrients (nifrogen, phosphorous, and potassium) acidity/ alkalinity, metals, aluminum sulfate, sulfur City of Carlsbad 13 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 2.4 ANTICIPATED CONSTRUCTION SITE POLLUTANTS ElMasonry, Concrete, Asphalt Work ElSaw Cutting (cement and brick dust, saw cut slurries) ElPaving and Grinding ElConcrete Placement (colored chalks) ^Concrete Curing (curing and glazing compounds ElConcrete Finishing (surface cleaners) ^Concrete Waste Management Concreie, sediments, acidity, metals, asbestos, particulates, cold mix, asphalt emulsion, liquid asphalt City ofCarlsbad 14 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 2.4 ANTICIPATED CONSTRUCTION SITE POLLUTANTS Construction Type Associated Activity/Products With Potential To Cause Stormwater Pollution Associated Potential Pollutants ^Building Constmction ElPainting (paint thinners, acetone, metiiyl ethyl ketone, stripper paints, lacquers, vamish, enamels, turpentine, gum spirit, solvents, dyes, stripping pigments and sanding) lEIMaterial Use ElMaterial Delivery and Storage laFine Proofing ElAdhesives (glues, resins, epoxy synthetics, caulks, sealers, putty, sealing agents and coal tars) ISCleaners (polishes (metal, ceramic, tile), etching agents, cleaners, ammonia, lye, caustic, sodas, bleaching agents and chromate salts) ElPlumbing (solder (lead, Hn), flux (zinc chloride), pipe fitting) IglWood Products (sawdust, particle board dust and treated woods) ^Exterior Constmction (stucco and finishing materials) l^lnterior Consbuction (tile cutting, flashing, saw-cutting drywall, galvanized metal in nails and fences, and electiic wiring) VOCs, metals, phenolics and mineral spirits, BOD, fomialdehyde, copper and creosote Phenolics, fomialdehydes, asbestos, benzene, phenols and naphthalene Metals, acidity/alkalinity, chromium Lead, zinc and tin Copper, aluminum, sediments, minerals, and asbestos EIEquipment Use ElVehicle and Equipment Cleaning ISlVehicle and Equipment Fueling •^Vehicle and Equipment Maintenance Total peti-oleum hydrocarbons, oils and grease, coolants, benzene and derivatives ISWaste Management ^Hazardous Waste Management ISlContaminated Soil Management j^Solid Waste Management (litter, trash, and debris) ^Liquid Waste Management (wash waters) I^Sanitaiy Septic Waste Management (portable toilete, disturbance of existing sewer lines) Plastk:, paper, cigarettes, wood products, steel, etc. Concrete, sediment oil and grease, detergents Bacteria, BOD, pathogens Hydrocarisons and metals • Other This does not include materials and equipment that are designed to be outdoors and exposed to environmental conditions (i.e. poles, equipment pads, cabinets, conductors, insulators, bricks, etc.). Include any special BMPs or hazmat requirements such as secondaty containment. The anticipated activities and associated pollutants were used in Section 3 to select the Best Management Practices for the project. 2.7 IDENTIFICATION OF NON-STORMWATER DISCHARGES Non-stormwater discharges consist of discharges which do not originate from precipitation events. The General Permit provides allowances for specified non-stormwater discharges that do not cause erosion or carry other pollutants. Non-stormwater discharges into storm drainage systems or waterways, which are not authorized under the General Permit and listed in the SWPPP, or authorized under a separate NPDES permit, are prohibited. City of Carlsbad 15 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Steps will be taken, including the implementation of appropriate BMPs, to ensure that unauthorized discharges are eliminated, controlled, disposed, or treated on-site. Discharges of construction materials and wastes, such as fiiel or paint, resulting from dumping, spills, or direct contact with rainwater or stormwater runoff, are also prohibited. 2.8 REQUIRED SITE MAP INFORMATION The construction project's Site Map(s) showing the project location, surface water boundaries, geographic features, construction site perimeter and general topography and other requirements identified in Attachment B ofthe General Permit is located in Appendix A. Table 2.5 identifies Map or Sheet Nos. where required elements are illustrated. Table 2.5 Required Map Information Included on Map/Plan Sheet No.<» Required Element Vicinity Map The project's surrounding area (vicinity) ECP Site layout ECP Constmction site boundaries ECP Drainage areas ECP Discharge locations N/A Sampling locations ECP Areas of soil disturbance (temporal^- or permanent) ECP Active areas of soil disturbance (cut or fill) ECP Locations of runoff BMPs ECP Locations of erosion control BMPs ECP Locations of sediment control BMPs N/A ATS location (if applicable) N/A Locations of sensitive habitats, watercourses, or other features which are not to be disturbed Site Plan Locations of all post construction BMPs Site Plan/ECP Waste storage areas ECP Vehicle storage areas ECP Material storage areas ECP Entrance and Exits ECP Fueling Locations Notes: (1) Indicate maps or drawings that information is included on (e.g., Vicinity Map, Site Map, Dramage Plans, Grading Plans, Progress Maps, etc.) City of Carlsbad 16 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 3 Best IVIanagement Practices This section contains a series of BMPs to eliminate or reduce pollutants in stormwater runoff and authorized non-stormwater discharges from the project site during construction. The CGP prohibits the discharge of stormwater that causes or threatens to cause pollution, contamination or nuisance. It also allows the developer/owner to choose the most economical, effective, and possibly innovative BMPs to reduce or eliminate pollutants in runoff The BMPs described in this section are designed to meet the BAT/BCT standards to reduce or eliminate stormwater pollution, as required by the regulations. Appendix G contains copies of the Califomia Stormwater Quality Association (CASQA) BMP Factsheets from the 2009 CASQA Construction BMP Handbook/Portal (CASQA BMP Handbook). The BMP Factsheets have the working details of the BMPs that have been selected for implementation in this project. Tables 3.1 through 3.6summarize the CASQA Construction BMP Guidance Handbook factsheets included in the SWPPP that correspond to BMPs selected for this project. Implementation and location of BMPs are shown on the Erosion Control Plan in Appendix A. 3.1 EROSION CONTROL (SOIL STABILIZATION) Erosion control, in the form of soil stabilization, consists of source confrol measures that are designed to prevent soil particles from detaching and becoming transported in stormwater runoff Erosion Control BMPs protect the soil surface by covering and/or binding soil particles. This project will incorporate erosion confrol measures required by the confract documents, and other measures selected by the QSP. This project will implement the following minimum practices for effective temporary and final soil stabilization during construction: 1. Effective wind erosion confrol. 2. Soil cover for inactive areas and all finished slopes, open space, utility backfill, and completed lots. Additionally, a 2" aggregate base layer will be applied to the entire construction site to minimize sediment onsite and decrease onsite ponding water. 3. Limit the use of plastic materials when more sustainable, environmentally friendly altematives exist. Where plastics are deemed necessary, the discharger shall consider the use of plastic materials resistant to solar degradation. Use of plastic for cover will be specifically justified/explained in BMP inspection form. Sufficient erosion confrol materials will be maintained onsite to allow implementation in conformance with the CGP requirements and described in this SWPPP. ITiis includes implementation requirements for active and non-active areas that require deployment before the onset of rain. The following erosion control BMP consideration checklist indicates the BMPs that will be implemented to control erosion on the constniction site. The following list of BMPs also includes narrative explaining how the selected BMPs will be incorporated into the project: City of (^risbad 17 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 3.1 TEMPORARY EROSION CONTROL BMPs' | BMP No. BMP CHECK IF USED DESCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHY BMP W.VS NOT SELECTED CONSTRUCTION 1 PHASE 1 NA Soil cover for inactive areas (14 or more days of inactivity) IS All inactive disturbed areas must be stabilized with cover such as mulch, hydromulch, straw, erosion control blankets. Demolition, grading, 1 earthwork, landscaping. NA Limit use of plastic erosion control materials ISl Use of plastic should be limited as erosion control or cover. If plastic covers are used, temporary application should be considered. All phases WE-1 Wind Erosion Control 121 Dust suppression by application of water will be conducted over pavement, soil, and material stockpiles to prevent sediment erosion by wind or rain as needed. All phases EC-l Scheduling ISI Insofar as possible, construction activities will be scheduled to avoid wet weather conditions. All phases EC-2 Preservation of Existing Vegetation SI All construction activities are limited to within the area shown on the WPCD Demolition, grading. EC-3 Hydraulic Mulch • Immediate stabilization not anticipated. EC-4 Hydroseeding • Immediate stabilization not anticipated. EC-5 Soil Binder ISl Soil binder to be used as necessary for disturbed areas not immediately scheduled to be permanently stabilized. EC-6 Straw Mulch • Immediate stabilization not anticipated. EC-7 Geotextiles, Plastic Covers, & Erosion Contool Blankets/Mats • No applicable slopes EC-8 Wood Mulching • Immediate stabilization not anticipated EC-9 Earth Dikes/Drainage Swales & Lined Ditches • Diversion of water not applicable. EC-10 Outlet Protection/ Velocity Dissipation Devices • No applicable outlets. EC-11 Slope Drains • Not applicable EC-12 Streambank Stabilization • No streambanks ADOr ilONAL EROSION CONTROL BMPs USED •Yes HNo DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONSTRUCTION PHASE Runoff Containment/Diversions Roof Drain Diversions 1 -TheDe and demolt sign QSD must specify and QSP must implement an effective form of erosion control during all phases of constmction including grading tion. 1 WE-1 Wind Erosion Control: Dust suppression by application of water will be conducted over pavement, soil, and material stockpiles to prevent sediment erosion by wind or rain as needed. Sand and/or gravel City of Carlsbad 18 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 bag and/or fiber rolls and/or a silt fence barriers will be placed aroimd portions of stockpile perimeters, as needed, to capture potential surface water discharge. EC-l Scheduling: Insofar as possible, construction activities will be scheduled to avoid wet weather conditions. EC-2 Preservation of Existing Vegetation: All construction activities are limited to within the area shown on the ECP. Limiting land disturbance to minimum required area will prevent the possibility of erosion to locations where it is uimecessary. EC-5 Soil Binder: Soil binder to be used as necessaiy for disturbed areas not immediately scheduled to be permanently stabilized. 3.2 SEDIMENT CONTROL Sediment controls are structural measures that are intended to complement and enhance the erosion confrol (including soil stabilization) measures and reduce sediment discharges from construction areas. Sediment controls are designed to intercept soil particles that have been detached and fransported by the force of water. This project will incorporate minimum temporary sediment confrol requirements, temporary sediment control measures required by the contract documents, and other measures selected by the contractor. The site can not rely solely on --^^ sediment barriers to confrol runoff. There must be erosion control implemented, especially prior to rain under mass and fine grading phases. Sediment control BMPs will be installed at appropriate locations along the site perimeter and at operational intemal inlets to the storm drain system at all times during the project, and indicated on ECP. Adequate sediment confrol materials will be available to control sediment discharges at the downgradiant perimeter and operational inlets in the event of a predicted storm. Temporary sediment control materials, equivalent to 10% ofthe installed quantities on the site will be maintained onsite throughout the duration of the project to allow implementation of temporary sediment controls in the event of predicted rain, rapid response to failures or emergencies, and as described in the SWPPP. This includes implementation requirements for active areas and non-active areas before the onset of rain. The following sediment confrol BMP consideration checklist indicates the BMPs that will be implemented to confrol sediment on the construction site. Implementation and locations of temporary sediment confrol BMPs are shown on the ECP. The following list of BMPs and narrative explains how the selected BMPs will be incorporated into the project: City ofCarlsbad 19 Storm Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 Table 3.2 | TEMPORARY SEDIMENT CONTROL BMPs^ | BMP No. BMP CHECK IF USED DESCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHV BMP WAS NOT SELECTED CONSTRUCTION | PHASE 1 SE-1 Silt Fence • A filter fabric silt fence will be constructed around the perimeter of the project boundaries to control the discharge of sediments from the site. SE-2 Desilting Basin • Altemative BMPs used SE-3 Sediment Trap • Altemative BMPs used. SE-4 Check Dam • No applicable swale/drainage ditch. SE-5 Fiber RoUs^ Straw wattle fiber rolls will be placed around the perimeter ofthe project boimdaries Demolition, earthwork, grading, paving SE-6 Gravel Bag Berm • SE-7 Street Sweeping and Vacuuming IS Street sweeping shall be provided at points of ingress and egress from the constmction site and along any point where constmction site debris may leqve sediment. All phases SE-8 Sandbag Barrier • Altemative BMPs u.sed SE-9 Straw Bale Barrier • Altemative BMPs used. SE-10 Storm Drain Inlet Protection Existing and proposed storm drain inlets shall be protected through the use of a barrier provided by gravel bags. All phases ADDITION/ \L SEDIMENT CONTROL BMPs USED •Yes SNO DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONSTRUCTION PIUSE Other Innovative Activity 1 - The Design Q including grading 2-See Table 10 SD and QSP must implement a combination of erosion and erosion control durmg all phases of constniction and demolition. j tbr fiber roll installation specific to the face of slopes. i SE-1 Silt Fence: Silt fence will be placed along the downstream border of the project (southwest) in order to filter runoff that leaves the site. SE-5 Fiber Rolls: Sfraw wattle fiber rolls and/or gravel and/or sand bag barriers will be placed around the perimeter ofthe project boundaries. As needed, sfraw wattle fiber rolls and/or gravel and/or sand bag barriers will also be placed around stockpile areas. City of Carlsbad 20 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 SE-7 Street Sweeping: Sfreet sweeping shall be provided at points of ingress and egress from the constmction site and along any point where consfruction site debris may leave sediment. All immediate access roads shall be inspected daily to determine the need for street sweeping. Street sweeping shall be provided daily (at a minimum) prior to any rain event. SE-10 Storm Drain Inlet Protection: Existing storm drain inlets shall be protected through the use of a barrier provided by gravel bags. The barrier shall provide a ponding and settHng area outside of the storm drain inlet to allow for sedimentation to settle out of the discharge and allow for only clean nmoff to enter the storm drain. Implementation of Temporary Sediment Controls Temporary sediment confrols will be implemented year round at the downgradient perimeter of disturbed soil areas and at the storm drain downstream from disturbed areas before rain events. Storm drain inlet protection will be used at all operational intemal inlets to the storm drain system during the project. 3.3 TRACKING CONTROL The following tracking control BMP consideration checklist indicates the BMPs that will be implemented to prevent sediment fracking from the construction site onto private or public roads. Implementation and locations of sediment fracking BMPs are shown on the ECP. Table 3.3 TEMPORARY TRACKING CONTROL BMPs 1 No. BMP CHECK IF USED DESCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHY BMP WAS NOT SELECTED CONSTRUCTION PHASE TC-1 Stabilized Construction Entrance/Exit A stabilized entrance/exit will be constructed adjacent to paved roadways to capture tire sediment prior to exiting each project area. All phases TC-2 Stabilized Construction Roadway • Not applicable. TC-3 Entrance/Outlet Tire Wash • Altemative BMPs cho.sen. SE-7 Street Sweeping and Vacuuming Street sweeping shall be provided at points of ingress and egress from Ihe construction site and along any point where constmction site debris may leave sediment. All phases ADDIHONAL TRACKING CONTROL BMPs USED •Yes j^No DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONvSTRUCTION 1 PHASE 1 City of Carlsbad 21 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 TC-1: Tracking of sediment from construction vehicle traffic will be mitigated where necessary. A stabilized entrance/exit will be constmcted adjacent to paved roadways to capture tire sediment prior to exiting each project area. Tracking controls include street sweeping and stabilized constmction entrances/exits. SE-7 Street Sweeping: Street sweeping shall be provided at points of ingress and egress from the construction site and along any point where constmction she debris may leave sediment. All immediate access roads shall be inspected daily to detennine the need for street sweeping. Street sweeping shall be provided daily (at a minimum) prior to any rain event. 3.4 WIND EROSION CONTROL BMPS The following wind erosion control BMP consideration checklist indicates the BMPs that will be implemented to confrol wind erosion on the construction site. Implementation and locations of wind erosion confrol BMPs are shown on the ECP. 22 City of Carlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 3.4 TEMPORARY WIND EROSION CONTROL BMPs BMP No. BMP CHECK IF USED DESCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHY BMP WAS NOT SELECTED CONSTRUCTION PHASE WE-1 Wind Erosion Control Dust suppression by application of water will be conducted over pavement, soil, and material stockpiles to prevent sediment erosion by wind or rain as needed. All phases TC-1 Stabilized Constmction Entrance/Exit A stabilized entrance/exit will be constructed adjacent to paved roadways to capture tire sediment prior to exiting each project area. All phases TC-2 Stabilized Constmction Roadway • Not applicable. SE-7 Street Sweeping and Vacuuming ISI Street sweeping shall be provided at points of ingress and egress from tlie constmction site and along any point where construction site debris may leave sediment. All phases EC-3 Hydraulic Mulch • Immediate stabilization not anticipated. EC-4 Hydroseeding • Immediate stabilization not anticipated. EC-5 Soil Binder • Immediate stabilization not anticipated. EC-6 Straw Mulch • Immediate stabilization not anticipated. EC-7 Geotextiles, Plastic Covers, & Erosion Control Blankets/Mats • No applicable slopes EC-8 Wood Mulch • Immediate stabilization not anticipated. WM-3 Stockpile Management Locate stockpiles a minimum of SO feet away Smm concentrated flows of stonnwater. Protect all stockpiles from run-on using a temporary barrier such as berms, dikes, or fiber rolls. Demolition, grading, paving, landscapii^. ADDITIONAL WIND EROSION CONTROL BMPs USED •Yes ^0 DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONSTRUCTION PHASE Other Innovative Activity Dust Palliative Wind erosion or dust control can typically be addressed with soil stabilization for water erosion control and stabilized construction roadway. Address wind erosion during dry months anticipating remedied beyond site watering. WE-1 Wind Erosion Control: Dust suppression by application of water will be conducted over pavement, soil, and material stockpiles to prevent sediment erosion by wind or rain as needed. Sand and/or gravel bag and/or fiber rolls and/or a siH fence barriers will be placed around portions of stockpile perimeters, as needed, to capture potential surface water discharge. City of Carlsbad 23 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 TC-1: Tracking of sediment from constmction vehicle traffic will be mitigated where necessary. A stabilized entrance/exit will be constmcted adjacent to paved roadways to capture tire sedunent prior to exiting each project area. Tracking controls include street sweeping and stabilized constmction entrances/exits. SE-7 Street Sweeping: Street sweeping shall be provided at points of ingress and egress from the constmction site and along any point where construction site debris may leave sediment. All immediate access roads shall be inspected daily to determine the need for street sweeping. Street sweeping shall be provided daily (at a minimum) prior to any rain event. WM-3 Stockpile Memagement: Locate stockpiles a minimum of 50 feet away from concentrated flows of stormwater. Protect all stockpiles from mn-on using a temporary banier such as berms, dikes, or fiber rolls. Contain and securely protect stockpiled waste material from wind and rain at all times unless being actively used. Place bagged material on pallets and under cover. 3.5 NON-STORMWATER MANAGEMENT BMPS An inventory of construction activities and potential non-stormwater discharges is provided in Section 2.6. The following BMP consideration checklist indicates the BMPs that have been selected to control non-stormwater pollution on the construction site. Implementation and locations of non-stormwater control BMPs are shown on the ECP. Table 3.5 NON-STORMWATER MANAGEMENT BMPs BMP No. BMP CHECK IF USED DESCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHY BMP WAS NOT SELECTED CONSTRUCTION PIL\SE NS-1 Water Conservation Practices Water-use practices that avoid causing erosion and the transport of pollutants offsite. All phases NS-2 Dewatering Operations • Dewatering not anticipated. NS-3 Paving and Grinding Operations la BMPs shall be implemented to ensure to prevention of pollutant discharge from paving operations. BMPs shall be implemented to prevent runon and mnoff pollution, waste disposal, and training of employees and sub- contractors. Paving. NS-4 Temporary Stream Crossing • No onsite stream crossings. NS-5 Clear Water Diversion • No onsite water bodies NS-6 Illicit Discharge/Illegal Dumping Reporting Procedures and practices shall be implemented for constraction contractors to recognize illicit connections or illegally dumped or discharged materials on a constmction site and report incidents. AH phases NS-7 Potable Water/Irrigation Implement BMPs to manage the discharge of potential pollutants generated during discharges from irrigation water lines, landscape irrigation, lawn or garden watering, planned and Demolition, landscaping City of Carlsbad 24 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 3.5 NON-STORMWATER MANAGEMENT BMPs unplanned discharges from potable water sources, water line flushing, and hydrant flushing. NS-8 Vehicle and Equipment Cleaning m Cleaning practices shall be implemented to eliminate or reduce the discharge of pollutants to stormwater from vehicle and equipment cleaning operations. All phases NS-9 Vehicle and Equipment Fueling la Onsite refueling and/or maintenance of constraction vehicles and equipment will be conducted in project areas where surface water has not accumulated or is likely to discharge. All phases NS-10 Vehicle and Equipment Maintenance IE] Onsite refueling and/or maintenance of constmction vehicles and equipment will be conducted in project areas where surface water has not accumulated or is likely to discharge. All phases NS-11 Pile Driving Operations • No pile driving. ... Concrete Curing IE! Proper procedures and care should be taken when managing concrete curing materials to prevent them from coming into contact with stormwater flows Paving. NS-13 Concrete Finishing • Finishing practices not applicable. NS-14 Material and Fiquipment Use Over Water • No material or equipment use over water. NS-15 Stmcture Demolition/Removal Over or Adjacent to Water • No adjacent water bodies. ADDITIONAL NON-STORMWATER MANAGEMENT BMPs USED •Yes SNO DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONSTRUCTION PHASE 1 Other Innovative Activity NS-1 Water Conservation Practices: Water-use practices that avoid causing erosion and the transport of pollutants offsite. These practices can reduce or eliminate non-stormwater discharges. NS-3 Paving and Grinding Operations: BMPs shall be implemented to ensure to prevention of pollutant discharge from paving operations. BMPs shall be implemented to prevent mnon and mnoff pollution, waste disposal, and training of employees and sub-contractors. NS-6 Illicit Connection/Discharge: Procedures and practices shall be implemented for constmction contractors to recognize illicit connections or illegally dumped or discharged materials on a construction site and report incidents. NS-7 Potable Water/Irrigation: Implement BMPs to manage the discharge of potential pollutants generated during discharges from irrigation water lines, landscape inigation, lawn or garden watering, planned and unplanned discharges from potable water sources, water line flushing, and hydrant flushing. Direct water from offsite sources around or through a constmction site, where feasible, in a way that minimizes contact with the construction site. Discharges from water line flushing should be reused for landscaping purposes where feasible. City of (Jarlsbad 25 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 NS-8 Vehicle and Equipment Cleaning: Cleaning areas must be located away from storm drain inlets and drainage facilities. Cleaning of vehicles and equipment with soap, solvents or steam should not occur on the project site unless resulting wastes are fully contained and disposed of Resulting wastes should not be discharged or buried. NS-9, NS-10 Vehicle and Equipment Fueling/Maintenance: Onsite refueling and/or maintenance of construction vehicles and equipment will be conducted in project areas where surface water has not accumulated or is likely to discharge. Personnel will be instmcted to avoid accidental overfilling of fuels. Dry sorbent materials will be available onsite to clean up incidental oil, ftiel and grease spillage. Designated material storage areas will be selected to minimize pollutant discharge. Vehicles and equipment shall be maintained and stored in a designated area fitted with appropriate BMPs. All leaks shall be cleaned immediately and leaked materials shall be disposed of properiy. NS-12 Concrete Curing: Avoid over spray of curing compounds. Minimize the drift by applying the curing compound close to the concrete surface. Apply an amount of compound that covers the surface, but does not allow any mnoff ofthe compound. 3.6 WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL BMPS ITie following BMP consideration checklist indicates the BMPs that have been selected to control constmction site wastes and materials. Implementation and locations of some materials handling and waste management BMPs are shown on the ECP. —— 2g City of Carlsbad Storai Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 3.6 WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL BMPs BMP No. BMP CHECK IF USED DE.SCRIBE WHERE AND HOW THE BMP WILL BE USED OR DESCRIBE WHY BMP WAS NOT SELECTED CONSTRUCTION PHASE WM-l Material Delivery and Storage lEI Constmction materials will be stored in designated, fenced areas in a manner, which will eliminate pollutant discharges. All phases WM-2 Material Use IE! All chemicals shall be stored in watertight containers with appropriate secondary containment to prevent spillage. Minimize the exposure of constmction materials to precipitation, for materials that are not intended to be exposed to outdoor conditions. All phases WM-3 Stockpile Management lEI Locate stockpiles a minimum of 50 feet away from concentrated flows of stonnwater. Protect all stockpiles from run-on using a temporary barrier such as berms, dikes, or fiber rolls. Demolition, grading, landscaping. \im-4 Spill Prevention and Control IE! Equipment and materials for cleanup of spills shall be available on site. Spills and leaks shall be cleaned up immediately and disposed of properly. All phases WM-5 Solid Waste Management IE! Regular collection and offsite disposal of litter and trash will be conducted during the project. All phases WM-6 Hazardous Waste Management IE! Petroleum products and other hazardous materials will be covered and/or containerized to prevent discharge All phases WM-7 Contaminated Soil Management • Contaminated soil not anticipated. WM-8 Concrete Waste Management IE! There shall be no discharge into the imderlying soil or the surrounding areas for concrete washout areas. Locate the washout area at least 50 feet firom storm drains, open ditches, or water bodies. Paving. 1 WM-9 Sanitary/Septic Waste Management El Portable toilets will be located CHisite in project areas not subject to surface water accumulation or discharge. All phases WM-10 Liquid Waste Management lEI There shall be no disposal of any rinse or wash waters or materials on impervious or pervious site surfaces or into the storm drain system. All phases ADDITIONAL NON-STORMWATER MANAGEMENT BMPs USED •Yes j^No DESCRIBE WHERE AND HOW THE BMP WILL BE USED AND WHY BMP WAS SELECTED CONSTRUCTTON PHASE BMP No. BMP Other Innovative Activity WM-1, WM-2 Material Use, Delivery and Storage: Constmction materials will be stored in designated, fenced areas in a manner, which will eliminate pollutant discharges. Use and storage of dry sorbent Cify of Carlsbad 27 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 materials will be conducted to clean up incidental fuel, oil and grease spillage by construction vehicles and equipment. Personnel will be instmcted to avoid accidental overfilling of fuels in vehicles and equipment and to conduct fiieling operations within project areas where surface water has not accumulated or is likely to discharge. All chemicals shall be stored in watertight containers with appropriate secondary containment to prevent spillage. Minimize the exposure of constniction materials to precipitation, for materials that are not intended to be exposed to outdoor conditions. WM-3 Stockpile Management: Locate stockpiles a minimum of 50 feet away from concentrated flows of stormwater. Protect all stockpiles from run-on using a temporary banier such as berms, dikes, or fiber rolls. Contain and securely protect stockpiled waste material from wind and rain at all times unless being actively used. Place bagged material on pallets and tmder cover. WM-4 Spill Prevention and Control: Equipment and materials for cleanup of spills shall be available on site. Spills and leaks shall be cleaned up immediately and disposed of properly. The appropriate spill response personnel shall be assigned and trained. Each employee shall be trained in order to classify a "significant spill" and an "insignificant spill" and the procedure for cleanup of each. There shall be a stockpile of cleanup materials that are readily accessible. Do not bury or wash spills with water. The BMP WM-4 shall be used to develop a Spill and Implementation Plan prior to the commencement of constmction activity. WM-5 Solid Waste Management: Regular collection and offsite disposal of litter and trash will be conducted during the project. WM-6 Hazardous Materials Management: Petroleum products and other hazardous materials will be covered and/or containerized to prevent discharge. WM-8 Concrete Waste Management: There shall be no discharge into the underiying soil or the sunounding areas for concrete washout areas. Locate the washout area at least 50 feet from storm drains, open ditches, or water bodies. Wash out wastes into a temporary pit where the concrete can set, be broken up, and then disposed of properly. WM-9 Sanitary Waste Management: Portable toilets will be located onsite in project areas not subject to surface water accumulation or discharge. Portable toilets will be inspected and serviced on a regular basis. All portable toilets shall be provided with contairmient to prevent the discharge ofany spills or leaks. WM-10 Liquid Waste Management: There shall be no disposal of any rinse or wash waters or materials on impervious or peivious site surfaces or into the storm drain system. — 2g City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 3.6.1 Spill Prevention and Control Equipment and materials for the cleanup of spills will be available on site through the duration of the project. In the event of a spill, spills and leaks will be cleaned up immediately and disposed of properly. Appropriate spill response personnel are assigned for the project and are frained in spill response. Training must be documented with a completed fraining form, and inserted in Appendix E. Leaks and spills will be cleaned up immediately upon observation using nearby accessible spill kits, and will be documented in the spill log. All spills and spill clean ups will be documented or logged in the Spill/Discharge Log provided in Appendix I. Minor spills are viewed as spills that are cleaned up and appropriately disposed by first response trained workers on site. Significant spill are viewed as spills that require clean up and containment assistance by outside contractors, but do not result in an offsite discharge. All sewage or petroleum spills that enter a storm drain and are not fully contained or spills 5 gallons or greater of potentially hazardous materials, and/or any spill of hazardous material of Federal Reportable Quantity (as established under 40 CFR Parts 110, 117, or 302), shall be documented in Reportable Spill Log in Appendix I, and the QSP shall notify the LRP. The City will notify the National Response Center by telephone at (800) 424-8802, if appropriate. In addition, related spills will require completion ofthe Discharge Log in Appendix I. This Reportable Spill log will be completed for any release of petroleum products or sewage that enters a storm drain and are not fully contained and/or reach a receiving water body, any release 5 gallons or greater of potentially hazardous material, and/or any Reportable Quantity spill of hazardous materials (as established under 40 CFR Part 1101,40 CFR Part 1172, or 40 CFR 3023) that occurs on site. 1. 40 CFR Part 110 addresses the discharge of oil in such quantities as may be harmftil pursuant to Section 311 (b)(4) of the Clean Water Act. 2. 40 CFR Part 117 addresses the determination of such quantities of hazardous substances that may he harmful pursuant to Section 311(b)(3) ofthe Clean Water Act. 3. 40 CFR Part 302 addresses the designation, reportable quantities, and notification requirements for the release of substances designated under Section 31 l(bX2)(A) ofthe Clean Water Act. 4. The above regulations can be accessed at the Govemment Printing Office on-line catalogue at: http://catalog.qpo.gov. 3.7 POST CONSTRUCTION STORMWATER MANAGEMENT MEASURES Post constmction BMPs are permanent measures installed during construction, designed to reduce or eliminate pollutant discharges from the site after construction is completed. This site is located in an area subject to a Phase I or Phase II Municipal Separate Storm Sewer System (MS4) permit approved Stormwater Management Plan. Yes \Z\ No City ofCarlsbad 29 Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 Post construction runoff reduction requirements have been satisfied through the MS4 program, this project is exempt from provision XIII A of tiie General Pennit and no additional post- construction BMPs are required as a part ofthe CGP. —__ City ofCarlsbad Stomi Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 4 BMP Inspection, IVlaintenance, and Rain Event Action Plans 4.1 BMP INSPECTION AND MAINTENANCE The General Pennit requires routine weekly inspections of BMPs, along with inspections before, during, and afler qualifying rain events. A BMP inspection checklist must be filled out for inspections and maintained on-site with the SWPPP. The inspection checklist includes the necessary information covered in Section 7.6. A blank inspection checklist can be found in Appendix H. Completed checklists shall be kept onsite with the project SWPPP. BMPs shall be maintained regularly to ensure proper and effective fianctionality. If necessary, corrective actions shall be implemented within 72 hours of identified deficiencies and associated amendments to the SWPPP shall be prepared by the QSD. Specific details for maintenance, inspection, and repair of Construction Site BMPs can be foimd in the BMP Factsheets in Appendix G. 4.2 RAIN EVENT ACTION PLANS The Rain Event Action Plans (REAP) is written document designed to be used as a plaiming tool by the QSP to protect exposed portions of project sites and to ensure that the discharger has adequate materials, staff, and time to implement erosion and sediment confrol measures. These measures are intended to reduce the amount of sediment and other pollutants that could be generated during the rain event. It is the responsibility of the QSP to be aware of precipitation forecast and to obtain and print copies of forecasted precipitation from NOAA's National Weather Service Forecast Office. The SWPPP includes REAP templates but the QSP will need to customize them for each rain event. Site-specific REAP templates for each applicable project phase can be found in Appendix J. The QSP shall maintain a paper copy of completed REAPs in compliance with the record retention requirements Section 1.5 of this SWPPP. Completed REAPs shall be maintained in Appendix J. The QSP will develop an event specific REAP 48 hours in advance of a precipitation event forecast to have a 50% or greater chance of producing precipitation in the project area. The REAP will be onsite and be implemented 24 hours in advance of any the predicted precipitation event. At minimum the REAP will include the following site and phase-specific information: 1. Site Address; 2. Calculated Risk Level (2 or 3); 3. Site Stormwater Manager Information including the name, company and 24-hour emergency telephone number; 4. Erosion and Sediment Control Provider information including the name, company and 24-hour emergency telephone number; City ofCarlsbad 31 Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 5. Stonnwater Sampling Agent information includmg the name, company, and 24-hour emergency telephone niunber; 6. Activities associated with each construction phase; 7. Trades active on the constmction site during each constmction phase; 8. Trade confractor information; and 9. Recommended actions for each project phase. City of Carlsbad 32 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 5 Training The CGP requires specific fraining requirements for QSDs and QSPs. Beyond and including the QSD and QSP, the SWPPP must include procedures to ensure that all personnel responsible for implementing the SWPPP and personnel performing the inspections are appropriately trained according to the CGP. Training should be both formal and infonnal, occur on an ongoing basis, and should include training offered by recognized governmental agencies or professional organizations. When properly trained, site personnel are more capable of managing materials properly, preventing spills, and implementing BMPs efficientiy and conectiy. The following are CGP training requirements. 5.1 QSD TRAINING A Qualified SWPPP Developer (QSD) shall be designated to write, amend, and certify the SWPPP. Each project includes a Design QSD and a Constinction QSD. The Design QSD is the QSD that initially developed tiie SWPPP. The Consfruction QSD will be assigned by the Confractor before implementation of the SWPPP and will be responsible for certifying SWPPP amendments throughout the duration of the project. The QSD shall have one of the following regisfrations or certifications and appropriate experience: • A Califomia registered professional civil engineer; • A Califomia registered professional geologist or engineering geologist; • A Califomia registered landscape architect; • A professional hydrologist registered through the American Institute of Hydrology; • A Certified Professional in Erosion and Sediment Control (CPESC) registered through Enviro Cert Intemational, Inc.; • A Certified Professional in Stormwater Quality (CPSWQ) registered through Enviro Cert Intemational, Inc.; • A professional in erosion and sediment control registered through the National Institute for Certification in Engineering Technologies (NICET); or • EflFective September 2, 2011, the QSD shall have attended a State Water Board- sponsored or approved QSD fraining course, and pass the State sponsored CGP test. The SWPPP document will be developed by a QSD recognized by the State. The mitial SWPPP developing QSD will certify the initial SWPPP and is designated as the Design QSD. Prior to start of consfruction and SWPPP implementation, the contractor will assign a QSD for the remainder ofthe project and will be referred to as the Constmction QSD. City of Carlsbad 33 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 5.2 QSP TRAINING The Contractor shall designate a Qualified SWPPP Practitioner (QSP) who shall be the primary contact for issues related to the SWPPP or its implementation. The QSP shall have one of tiie qualifications/certifications discussed in Section 1.3 ofthis SWPPP. The QSP is responsible for the implementation and adequate functioning of various water pollution confrol practices employed. The QSP is also responsible for all monitoring and sampling for the project site. The SWPPP shall include evidence of training or certification for the QSD and tiie QSP. Relevant documentation should be available in Appendix J. 5.3 CONTRACTOR/SUBCONTRACTORMORKER TRAINING Personnel at all levels shall be framed in tiie components and goals ofthe CGP. Specifically, employees of tiie Confractor and any subcontractors or other contractors working on the constniction site shall be infonned ofthe goals of the SWPPP at a training meeting prior to commencing construction activities. The training meeting shall cover basic stormwater information as well as tiie specific requirements of tiie CGP. Specifically, the meeting will focus on implementation, inspection, spill response and maintenance of stormwater BMPs that apply to all constmction activities and the work elements to be conducted by the Trade Contractor or Subcontractor. Specific to tiie CGP requirements, workers must be trained in spill response. Therefore, fraining fonns in Appendix J must be completed and inserted into the SWPPP training workers on use of the site spill kits. Employees responsible for implementing, inspecting, maintainmg, or repairing stonnwater BMPs will receive copies of relevant portions of tiie SWPPP, such as BMP factsheets. The Contractor shall train all new employees and subcontractors before tiiey will be pennitted to work on the site. Refresher sessions on stormwater pollution control will be conducted in tiie Fall prior to anticipated rain events. Additional training will be provided as necessary based on site inspections and evidence of stonnwater quality problems. Training will be specifically required to address BMP deficiencies that resulted from contractor or worker's lack of knowledge on relevant BMP implementation. ~ 34 City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 6 Responsible Parties and Operators 6.1 RESPONSIBLE PARTIES The Approved Signatories who are responsible for SWPPP implementation and have authority to sign permit-related documents shall be listed below. Written authorizations from the LRP for these individuals shall be provided in Appendix K. The Approved Signatories assigned to this project are: Name Title Phone Number QSPs identified for the project are identified in Appendix K. The QSP shall have primary responsibility and significant authority for the implementation, maintenance and inspection/monitoring of SWPPP requirements. The QSP will be available at all times throughout the duration of the project. Duties of the QSP include but are not limited to: • Implementing all elements of the General Permit and SWPPP, including but not limited to: o Ensuring all BMPs are implemented, mspected, and properly maintained; o Performing non-stormwater and stonnwater visual observations and inspections; o Performing non-stormwater and storm sampling and analysis, as required; o Performing routine inspections and observations; o Implementing non-stormwater management, and materials and waste management activities such as: monitoring discharges; general Site clean-up; vehicle and equipment cleaning, fueling and maintenance; spill control; ensuring that no materials other than stormwater are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems; etc.; • The QSP may delegate these inspections and activities to an appropriately trained employee, but shall ensure adequacy and adequate deployment. • Ensuring elimination of unauthorized discharges. • The QSPs shall be assigned authority by the LRP to mobilize crews in order to make immediate repairs to the control measures. • Coordinate with the Contractor(s) to assure all of the necessary corrections/repairs are made immediately and that the project complies with the SWPPP, the General Pennit and approved plans at all times. City of Carlsbad 35 Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 • Notifying the LRP or Authorized Signatory immediately of off-site discharges or other non-compliance events. 6.2 CONTRACTOR LIST A complete contractor/subcontractor list shall be included within Appendix L prior to the start of constmction, which includes the information shown below: Contractor Name: Titie: Company: Address: Phone Number: Number (24/7): City of Carlsbad 36 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Section 7 Construction Site Monitoring Program 7.1 PURPOSE This Construction Site Monitoring Program was developed to address the following objectives: 1. To demonstrate that the site is in compliance with the Discharge Prohibitions ofthe Construction General Permit; 2. To detennine whether non-visible pollutants are present at the construction site and are causing or contributing to exceedances of water quality objectives; 3. To determine whether immediate corrective actions, additional Best Management Practices (BMP) implementation, or SWPPP revisions are necessary to reduce pollutants in stormwater discharges and authorized non-stormwater discharges; 4. To determine whether BMPs included in the SWPPP are effective in preventing or reducing pollutants in stormwater discharges and authorized non-stormwater discharges. 7.2 ROLES/RESPONSIBILITIES FOR STORMWATER MONITORING The QSP is required to oversee the implementation of the CSMP including all visual observation inspections and any sampling: that may be needed due to possible non-visible pollutant discharges; and that is required for Risk Level 2 discharges for pH and turbidity. The QSP may delegate any or all of tiiese activities to appropriately frained individuals with appropriate training documentation included in SWPPP - see Training Form in Appenix J. However, the QSP will maintain overall responsibility for the monitoring effort, non-stormwater and stormwater visual observations, sampling and analysis, full compliance with the CGP, and implementation of all elements of the SWPPP. This person shall: • be responsible for site hazards and safety information related to conducting visual observations or sample collection, particularly in inclement weather; • conduct the visual inspections or train others to perfonn the inspections; • ensure implementation of repairs or design changes to BMPs witiiin 72 hours of identification of failures or shortcomings, or sooner in event of rain; • serve as primary contact witii flie analytical laboratory regarding sampling/analytical issues; • conduct or oversee sample collection; • coordinate sample delivery to the analytical laboratory; • ensure that proper documentation is recorded; and • ensure that QA/QC procedures are followed. ""mif/r City of Carlsbad 37 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 The QSP or appropriately trained inspectors shall conduct the following tasks: • visual monitoring/observations with regard to qualifying rain events, • weekly monitoring/observations of all BMPs, • non-stormwater discharge monitoring, • non-visible pollutant source monitoring, and • proper documentation of all inspections. The QSP or appropriately trained sampling team will conduct or be assisted by otiiers in tiie following tasks: • preparation of stormwater monitoring equipment, • collection of stormwater in laboratory-provided sample bottles, • performance of field measurements, • calibration of field pH meter and turbidity meter, • completion of applicable documentation (site logs, checklists, chain-of-custody forms), and • delivery of samples to the analytical laboratory. 7.3 APPLICABILITY OF PERMIT REQUIREMENTS This project has been determined to be a Risk Level 1 project. The General Permit identifies the following types of monitoring as being applicable for a Risk Level 1 project. City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 7.1 SUMMARY OF MONITORING REQUIREMENTS Risk Level Visual Inspections Sample Collection Risk Level Quarterly Non- stormwater Discharge Pre-stonn Event During Storm Post Storm BMP Stormwater Discharge Non- Visible Risk Level Quarterly Non- stormwater Discharge Baseline REAP During Storm Post Storm BMP Stormwater Discharge Non- Visible 1 X X X X X X When required w c o *s Q, (A 3 lli > BMPs shall be inspected on a weekly (routine) basis and every 24 hours during extended rain events. Pre-stomri baseline inspections shall be performed within two business days of each forecasted qualified rain event (50% or greater chance of rain). Inspections should be conducted at 24-hour intervals during extended rain events. Post-stonn inspections shall be perfonned within two business days after each qualifying rain event. Non-Stonnwater discharge inspections shall be administratively performed and documented for each drainage area on a quarterly basis. Observations of all non-stonnwater discharge are also documented when observed. Stonnwater discharges will be visually monitored and documented. (0 I re c < "D C re o> c (0 Suspected non-visible pollutant discharge sampling/analysis from site shall be conduded within the first two hours of mnoff. Collect samples of mnoff affected by the spilled or released material(s) and uncontaminated mnoff firom upstream ofthe spill or release. If needed to justify site specific sediment risk assessment or when discharging to receiving water impaired for sediment or when sediment basins are used, collect samples of mn-on and mnoff to test for particle size or turbidity. Ifthe receiving water has a Total Maximum Daily Load (TMDL) requirement, the RWQCB may require additional monitoring. The RWQCB may require additional monitoring for watertxxlies sensitive to certain pollutants. 7.3. WEATHER AND RAIN EVENT TRACKING Visual monitoring, inspections, and sampling requirements of the General Permit are triggered by a qualifying rain event. The General Permit defines a qualifying rain event as any event that produces Vz inch of precipitation. A minimum of 48 hours of dry weather will be used to distinguish between separate qualifying storm events. 7.3.1 Weather Tracking The QSP should daily consult the National Oceanographic and Atmospheric Administration (NOAA) for the weather forecasts. These forecasts can be obtained at http://www.srh .noaa. gov/. Weather reports should be printed and maintained with each BMP inspection report and kept onsite with the project SWPPP. City of Carlsbad 39 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.3.2 Rain Gauges A rain gauge shall be installed on the project site. Locate the gauge in an open area away from obstructions such as trees or overhangs. Mount the gauge on a post at a height of 3 to 5 feet with the gauge extending several inches beyond the post. Make sure tiiat the top of tiie gauge is level. Make sure the post is not in an area where rainwater can indirectly splash from sheds, equipment, trailers, etc. The rain gauge(s) shall be read daily during nonnal site scheduled hours. The rain gauge should be read at approximately the same time every day and the date and time of each reading recorded. Log rain gauge readings in CSMP Attachment 1 "Rain Gauge Log". Follow the rain gauge instmctions to obtain accurate measurements. 7.4 MONITORING LOCATIONS The entire site should be monitored for stormwater and non-stormwater discharges. 7.5 SAFETY AND MONITORING EXEMPTIONS This project is not required to collect samples or conduct visual observations (inspections) under the following conditions: • During dangerous weather conditions such as flooding and electrical storms. • Outside of scheduled site business hours. Scheduled site business hours are: 7am-4pm, until determined by the contractor. If monitoring of tiie site is unsafe because of the dangerous conditions noted above then the QSP shall document the conditions for why an exception to performing the monitoring was necessary. The exemption documentation shall be within the BMP inspection report. City of Carlsbad 40 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.6 SITE INSPECTIONS The QSP will ensure that the site is in compliance with the CGP through the use of visual inspection and observation monitoring procedures. Visual inspections are required for the duration of the project with the goal of confirming that appropriately selected BMPs have been implemented, are being maintained, and are effective in preventing potential pollutants from contact with stormwater - or non-stormwater. Copies of the completed checklists shall be kept with the SWPPP. A tracking or follow-up procedure shall follow any inspection that identifies deficiencies in BMPs or required corrective actions - see Corrective Action Table and conective action portion of BMP Inspection Form in Appendix H. If the required site inspections identify confrols that are not operating effectively, maintenance shall be performed witiiin 72 hours of identifying the deficiency. In the event deficiencies are identified prior to or during storms that require immediate attention to prevent discharge of unauthorized discharges, appropriate repairs should be performed barring concerns for safety. A summary of all inspections and corrective action taken must be submitted as part of the Annual Report. Written documentation of the inspection shall be maintained for three years. A BMP inspection report form is contained in Appendix H. 7.6.1 Inspection Records All visual observation inspections must be documented. Forms that may be used for inspection reporting are included in Appendix H. If altemative forms are used, they must include, at a minimum: ^\ • name(s) and contact infonnation of the personnel performing the observations, • observation time(s) and date(s), • weather conditions (including the rain gauge - on site rain gauge - reading for the rain event), • description of locations observed, and • corrective actions taken in response to observations. Completed visual observation inspection forms (BMPs and storm related) shall be kept in Appendix H of the SWPPP or in a designated binder, which will be kept with the SWPPP onsite. If completed forms are stored in a separate designated binder, the SWPPP must clearly identify the existance of the binder. Dischargers shall retain records of all stormwater monitoring information and copies of all reports (including Annual Reports) for a period of at least three years following site NOT. 7.6.2 BMP Inspections The CGP requires that BMPs be inspected: • weekly (Routine); • prior to a forecast storm (Pre-storm); • afler a rain event that causes runoff from flie site (Post-storm); City of Carlsbad 41 Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 • once each 24-hour period during extended storm events (During Storm); and • during Quarterly Non-stormwater discharge assessments. The purpose of these inspections is to identify BMPs that: • need maintenance to operate effectively, • failed and need to be repaired, or • could fail to operate as mtended. If deficiencies are identified during a BMP inspection, maintenance, repairs, and/or design changes to the BMPs and the SWPPP, if applicable, shall be initiated within 72 hours of identification and need to be completed as soon as possible. If BMP repairs or maintenance are indicated in pre-storai or during storm inspections, repairs should be made as soon as possible to deter potential unauthorized discharges. 7.6.3 Visual Observation inspections of rain events Storm related site inspections using the BMP Inspection form in Appendix H will be performed: • within 48 hours of a forecast storm of a 50% or more chance of rain; • within 48 hours after a rain event that causes 0.5 inches or more of rain; and • at 24-hour intervals during extended rain events (Storm events are determined to be separate events if they incur a 48 hour or greater dry period). The results of all storm-related inspections and assessments will be documented and copies of the completed inspection checklists will be maintained witiiin flie SWPPP. Any BMP/Storm inspections that are not completed because conditions for not completing forms are met will log missing (and completed inspections) in a BMP Inspection Form in Appendix H. 7.6.3.1 Baseline or Pre-Storm Inspection The CGP requires that dischargers only use weather forecasts from the National Oceanographic and Atmospheric Adminisfration (NOAA). Pre-stonn inspections shall be initiated after consulting NOAA for qualifying rain events of 50% or greater probability of precipitation. These forecasts can be obtained at http://www.srh.noaa.gov, and is typically initiated by input of the site's zip code. A copy of the probability forecast should accompany a copy of flie Pre-storm BMP inspection report. Within 2 business days, (48) hours of a rain event of 50% or greater probability, a Pre-stonn BMP inspection will be completed and will include assessment of the following locations: • all stormwater drainage areas (identify all discharge points). City ofCarlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 • any non-stormwater discharges (identify any spills, leaks, or uncontrolled pollutant sources and schedule the appropriate repair or BMP installation and, if necessary, remediation prior to the rain event), • all BMPs (identify if they have been properly designed and installed, and identify where additional BMPs need to be installed prior to the rain event), and • all stormwater storage and containment areas (identify potential problems; note the available storage volume; schedule maintenance or repair prior to the rain event if necessary). Maintain onsite records of all visual observations. The QSP shall be prepared to conduct visual observation inspections until the minimum CGP requirements are met and coverage under the CGP is terminated. The QSP is not required to conduct visual observation inspections under the following conditions: • dangerous weather conditions such as electrical storms or flooding, and • outside scheduled business hours. If no required visual observation inspections are collected due to these exceptions, the QSP shall include an explanation in the SWPPP, log the information in the Storm Event and Inspection Log in Appendix C and describe in the Armual Report documenting why the visual observation inspections were not conducted. 7.6.3.2 Daily and post-storm inspections The daily (or during storm - every 24 hours) storm inspection, as well as the post-storm inspection, shall include: • all stormwater drainage areas (inspect all discharge points), • all material and waste stockpiles (identify any discharge or damage due to rain), • all stormwater storage and containment areas (identify any leaks and the presence of adequate freeboard; note the presence or absence of floating and suspended materials or a sheen on the surface as well as discolorations, turbidity, odors; note the source(s) of any observed pollutants), and • all BMPs (identify if they were adequately designed, implemented, and effective, if additional BMPs are required, which changes the erosion control plan, revise the SWPPP accordingly). • Identify discharges that would require subsequent completion of a Discharge Log (in Appendix I). Any areas that are identified as a breach in BMPs, leaks, malfunction, or spills will be recorded, tracked, and include follow-up procedures. If deficiencies are identified during a BMP inspection, maintenance, repairs, and/or design changes to the BMPs, and the SWPPP, if applicable, shall be initiated within 72 hours of identification unless safety factors prevent this City ofCarlsbad 43 Storai Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 from happening, in which case they shall be completed as soon as possible. Safety factors preventing a timely correction of deficiencies shall be documented. If deficiencies observed may resuh in unautiiorized discharges, and safety featiires do not prevent repairs, then repairs should be performed prior to further rainfall or discharge. 7.6.3.3 Non-stormwater Discfiarge Monitoring- The CSMP describes tiie non-stormwater visual observation requirements to include the following items. • For non-stormwater site visual monitoring, visual observations of each drainage area will be made for the presence of, or prior indications of, unauthorized and aufliorized non-stormwater discharges and flieir sources. • Evidence of non-stormwater discharges will be documented in the BMP Inspection Form, when flie site is being assessed. • The presence or absence of non-stonmwater discharges based on site observations will be documented on tiie BMP inspection form in Appendix H. • Documentation of observed non-stormwater discharges will include presence or absence of floating and suspended materials, sheen on flie surface, discolorations, turbidity, odors, and source(s) of any observed pollutants as indicated on tiie BMP inspection form in Appendix H. • If non-stormwater discharges occur, tiie Discharge Log in Appendk I will be completed. Further assessment for tiie presence of non-visible pollutants, and subsequent requirements for sampling and analysis for non-visible pollutants should be conducted. • Non-stormwater discharges will be identified and logged in the Non-stomawater Discharge log in Appendix C as tiiey are observed and assessed. 7.6.3.4 Quarterly Visual Observations For Non-Stormwater Discharges A stonnwater visual observation site inspection for non-stonnwater discharges will be conducted quarterly for each drainage area for the presence of (or indications of prior) unautiiorized and authorized non-stormwater discharges. A quarterly visual observation shall be conducted once in each of the following periods: January- March, April-June, July-September, and October-December. When non-storaiwater discharges occur outside ofthe Quarterly assessment, the discharges are described in the Discharge Log in Appendix 1. Resuhs ofthe quarterly monitoring will be recorded in the Discharge Log located in Appendix I. The observer will check or indicate for a "Quarterty Inspection". The Quarterty Inspection will also require tiie completion ofthe typical BMP Inspection Fonn for that same day, and a copy of a site map edited to reflect each confributing area and discharge point. Quarteriy inspections shall include each drainage area of tiie project and document: 44 City ofCarlsbad Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 • The presence or evidence of any non-stormwater discharge (authorized or unauthorized) and their sources; • Pollutant characteristics of the non-stormwater discharge (floating and suspended material, sheen, discoloration, turbidity, oder, etc.); • TTie person performing the visual observations (QSP must sign or co-sign form); • The dates and approximate times each drainage area and non stormwater discharge was observed; and • The response taken to eliminate unauthorized non-stormwater discharges and to reduce or prevent pollutants from contacting authorized non-stormwater discharges. 7.6.4 Discharge Visual Observation Inspections 7.6.4.1 Non-visible Pollutant Source Observations The presence of non-visible pollutant sources are routinely assessed through daily operations and is specifically assessed during storm and BMP inspection observations. The BMP inspection form addresses many site conditions that may indicate the presence of non-visible pollutants. Sources of non-visible pollutants may influence in non-stormwater discharges, which must be assessed for each non-stormwater discharge and described in a Discharge Log provided in Appendix I. Sampling and analysis of stormwater and non-stormwater samples for non-visible pollutants is described in Section 6.4, but assessment for analytical requirements is based on visual observations of the discharge and knowledge ofthe discharge source. Contaminated soil conditions may be present that could trigger non-visible pollutant sampling/analysis. Known contaminants in soil should be assessed for sampling in relevant inspections. 7.6.4.2 Discharge Observations The Discharge Log in Appendix I must be completed and inserted in Appendix I. The Discharge Log is completed for every offsite discharge including: • Authorized stormwater discharges; • Authorized non-stormwater discharges; and • Unauthorized stormwater and non-stormwater discharges. Stormwater discharges are typically visually observed During-Storm Inspections and possibly during Post-storm inspections. The observable quality of the discharge is described. If stormwater discharges are viewed unauthorized, a subsequent Notice of Non-Compliance Form provided in Appendix I is also completed. When non-stormwater discharges occur, the Appendix 1 Discharge Log is also completed to assess the visual quality of the discharge. Subsequently the Notice of Discharge form is completed ifthe non-stormwater discharge is view as unauthorized. City ofCarlsbad 45 Storni Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Completed Discharge Logs must be inserted into the SWPPP. 7.7 WATER QUALITY SAMPLING AND ANALYSIS All projects under tiie CGP are required to conduct non-visible pollutant sampling and analysis monitoring. This section identifies the sampling strategy to comply witii the required sampling requirements for tiiese projects. Non-visible pollutant sampling/analysis is required under certain conditions described under section 6.4.5, and requires a particular sampling strategy and corrective actions to improve BMPs related to non-visible pollutants samples. The following describes water quality limitations to assess analytical results and a detailed description of: I) Non-Visible pollutant Sampling and Analysis 7.7.1 Sampling and Analysis Plan for Non-Visible Pollutants in Stomiwater Runoff Discharges This Sampling and Analysis Plan for Non-Visible Pollutants describes the sampling and analysis sfrategy and schedule for monitormg non-visible pollutants in stonnwater runoff discharges from the project site. Sampling for non-visible pollutants will be conducted when (1) a breach, leakage, malfunction, or spill is observed; and (2) the leak or spill has not been cleaned up prior to the rain event; and (3) there is the potential for discharge of non-visible pollutants to surface waters or drainage system. The potential sources of non-visible pollutants from construction materials, wastes, or activities, are identified in Section 2.6. Storage, use, and operational locations are shown on the Erosion Confrol Plan. 46 City of Carlsbad ^" Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.7.1.1 Sampling Schedule Samples for the potential non-visible pollutant(s) and a sufficiently large unaffected background sample shall be collected during the first two hours of discharge from rain events that result in a sufficient discharge for sample collection. Samples shall be collected during the site's scheduled hours and shall be collected regardless of the time of year and phase ofthe construction. Collection of discharge samples for non-visible pollutant monitoring will be triggered when any ofthe following conditions are observed during site inspections conducted prior to or during a rain event. • Materials or wastes containing potential non-visible pollutants are not stored under watertight conditions. Watertight conditions are defined as (1) storage in a watertight container, (2) storage under a watertight roof or within a building, or (3) protected by temporary cover and containment that prevents stormwater contact and runoff from the storage area. • Materials or wastes containing potential non-visible pollutants are stored under watertight conditions, but (1) a breach, malfiinction, leakage, or spill is observed, (2) the leak or spill is not cleaned up prior to tiie rain event, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • A consfruction activity, including but not limited to those in Section 2.6, with the potential to contribute non-visible pollutants (1) was occurring during or within 24 hours prior to the rain event, (2) BMPs were observed to be breached, malfunctioning, or improperly implemented, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • Soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil have been applied, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • Stonnwater runoff from an area contaminated by historical usage ofthe site has been observed to combine with stonnwater runoff from the site, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. 7.7.1.2 Sampling Locations Sampling locations are based on proximity to planned non-visible pollutant storage, occurrence or use; accessibility for sampling, and personnel safety. Plarmed non-visible pollutant sampling locations are at the project outfall locations, but ultimately will be as determined in the field in the event of a spill or leak. Ifa stormwater visual monitoring site inspection conducted prior to or during a storm event identifies the presence of a material storage, waste storage, or operations area with spills or the potential for the discharge of non-visible pollutants to surface waters or a storm drain system that is at a location not listed above and has not been identified on the Site Maps, sampling locations will be selected by the QSP using the same rationale as that used to identify planned locations. Non-visible pollutant sampling locations shall be identified by the QSP on the pre-rain event inspection form prior to a forecasted qualifying rain event. City ofCarlsbad 47 Stonn Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 7.7.f .3 Monitoring Preparation Non-visible pollutant samples will be collected by: Confractor* lEI Yes • No Consultant • Yes • No Laboratory • Yes • No •Under supervision ofthe QSP Samples on the project site will be collected by the following confractor sampling personnel: Name/Telephone Number: Altemate(s)/Telephone Number: An adequate stock of monitoring supplies and equipment for monitoring non-visible pollutants will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact witii rain or direct sunlight. Sampling personnel will be available to collect samples in accordance witii the sampling schedule. Supplies maintained at the project site will include, but are not limited to, clean powder-free nifrile gloves, sample collection equipment, coolers, appropriate number and volume of sample bottles, identification labels, re-sealable storage bags, paper towels, personal rain gear, ice, and Effluent Sampling Field Log Sheets and Chain of Custody (CoC) fonns, which are provided in CSMP Attachment 2 "Example Forms". City ofCarlsbad 48 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.7.1.4 Analytical Constituents Table 7.2 lists the specific sources and types of potential non-visible pollutants on the project site and the water quality indicator constitiient(s) for that pollutant. Table 7.2 Potential Non-Visible Pollutants and Water Quality Indicator Constituents Common Non-Visible Pollutants and Water Quality Indicator Constituents Worksheet General Work Activity/Potential Pollutants Water Quality Indicators of Potential Constituents (Review product literature and Material Safety Data Sheets to confirm potential constituents) Adhesives COD, Phenols, SVOCs Asphalt Work VOCs Cleaning Acids pH Bleaches Residual chlorine TSP Phosphate Solvents VOCs, SVOCs Detergents MBAS Concrete / Masonry Work Sealant (Methyl methacrylate) SVOC Curing compounds VOCs, SVOCs, pH Ash, slag, sand pH, Al, Ca, Va, Zn Drywall Cu, Al, General Minerals Framing / Carpentry Treated Wood Cu, Cr, As, Zn Particle board Formaldehyde Untreated wood BOD Grading / Earthworks Gypsum / Lime amendments pH Contaminated Soil Constituents specific to known contaminants, check with Laboratoty Heating, Ventilation, Air Conditioning Freon Insulation Al,Zn Landscaping /I City of Carlsbad 49 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 7.2 Potential Non-Visible Pollutants and Water Quality Indicator Constituents Common Non-Visible Pollutants and Water Quality Indicator Constituents Worksheet General Work Activity/Potential Pollutants Water Quality Indicators of Potential Constituents (Review product literature and Material Safety Data Sheets to confirm potential constituents) Pesticides/Herbicides Product dependent, see label and check with Laboratory Fertilizers TKN, NO3, BOD, COD, DOC, Sulfate, NH3, Phosphate, Potassium Aluminum sulfate Al, TDS, Sulfate Liquid Waste Constihients specific to materials, check with Laboratory Painting Resins COD, SVOCs Thinners COD, VOCs Paint strippers VOCs, SVOCs, metals Lacquers, vamishes, enamels COD, VOCs, SVOCs Sealants COD Adhesives Phenols, SVOCs Planting / Vegetation Management Vegetation stockpiles BOD Fertilizers TKN, NO3, BOD, COD, DOC, sulfate, NH3, Phosphate, Potassium Pesticides/Herbicides Product dependent, see label and check with Laboratory Plumbing Solder, flux, pipe fitting Cu, Pb, Sn, Zn Pools and Fountains Residual chlorine, Cu, chloramines Removal of existing structures Zn, VOCs, PCBs (see also other applicable activity categories, e.g., grading, painting) Roofing Cu, Pb, VOCs Sanitary Waste Sewer line breaks and Portable Toilets (using clear fluid - blue fluid is visible if discharged) BOD, Total/Fecal coliform City of Carlsbad 50 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Table 7.2 Potential Non-Visible Pollutants and Water Quality Indicator Constituents Common Non-Visible PoUutants and Water Quality Indicator Constituents Worksheet General Work Activity/Potential Pollutants Water Quality Indicators of Potential Constituents (Review product literature and Material Safety Data Sheets to confirm potential constituents) Soil Preparation / Amendments/Dust Control Polymer/Co-polymers TKN, NO3, BOD, COD, DOC, Sulfate, Ni Lignin sulfate TDS, alkalinity Psyllium COD, TOC Guar/Plant Gums COD, TOC, Ni Solid Waste (leakage) BOD Utility Line Testing and Flushing Residual chlorine, chloramines Vehicle and Equipment Use Batteries Sulfuric acid; Pb, pH Adapted from Attachment S, Caltrans SWPPP/WPCP Preparation Manual, February 2003, and CASQA Construction BMP Handbook, 2003 7.7.1.5 Sample Collection Samples of discharge shall be collected at the locations determined by observed breaches, malfunctions, leakages, spills, operational areas, soil amendment application areas, and historical site usage areas that triggered the sampling event. Grab samples shall be collected and preserved in accordance with the methods identified in the Table, "Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants" provided in Section 7.7.1.6. Only the QSP, or personnel trained in water quality sampling under the dfrection ofthe QSP shall collect samples. Sample collection and handling requfrements are described in Section 7.7.5. Cityof Carlsbad 51 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fke Station No. 3 7.7.1.6 Sample Analysis Samples shall be analyzed using the analytical metiiods identified in the Table 7.3. The QSP shall select a certified lab and include the information below. Samples will be analyzed by: Laboratory Name: Street Address: tM-H City, State Zip: arte' Telephone Number: Point of Contact: ELAP Certification Number: Samples will be delivered to the laboratory by: Driven by Contractor ^ Yes • No Picked up by Laboratory Courier • Yes • No Shipped • Yes • No — ~ Cily ofCarlsbad •'^ p- P- o CO o i2 GO o o u o CO J3 c O a. a n « c o z c o w >» c < TJ (0 c o 1 o o 9 a. E <o 0) rt « CO S S V 5 BD <^ fl o .a fl o ••P 9S Si S fl fl o a S es Vl •S- i S -I o ,« i "3 ct a < 9 fl o U I I I I WW m I Pis I I G Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.7.7.7 Data Evaluation and Reporting The QSP shall complete an evaluation ofthe water quality sample analytical results. Runoff7downgradient results shall be compared witii the associated upgradient/unaffected results and any associated nm-on results. Should the nmoff/downgradient sample show an increased level of tiie tested analyte relative to the unaffected background sample, which cannot be explained by run-on results, tiie BMPs, site conditions, and surrounding influences shall be assessed to determine the probable cause for the increase. As detennined by the site and data evaluation, appropriate BMPs shall be repaired or modified to mitigate discharges of non-visible pollutant concentrations. Any revisions to the BMPs shall be recorded as an amendment to the SWPPP. The General Permit prohibits the storm water discharges tiiat contain hazardous substances equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4. The results ofany non-stormwater discharge results that indicate the presence of a hazardous substance in excess of established reportable quantities shall be immediately reported to the Regional Water Board and otiier agencies as requfred by 40 C.F.R. §§ 117.3 and 302.4. Results of non-visible pollutant monitoring shall be reported in tiie Annual Report. 7.7.2 Sampling and Analysis Plan for Non-Stormwater Discharges Sampling and analysis of mnoff for pH and ttirbidity is required for Risk Level 2 projects. The Sampling and Analysis Plan describes the sfrategy for monitoring ttirbidity and pH levels of stormwater runoff discharges from tiie project site and mn-on that may contribute to an exceedance of a Numeric Action Level (NAL), in the event that there is a discharge from the site. Samples for turbidity will be collected from all drainage areas witii disturbed soil areas and samples for pH will be collected from all drainage areas with a high risk of pH discharge. 7.7.2.1 Sampling Schedule Stonnwater mnofl^ samples shall be collected for tarbidity from all qualifying rain events that result in a discharge from the project site. At minunum, turbidity samples will be collected from each site discharge location draining a disturbed area. A minimum of tiiree samples will be collected per day of discharge during a qualifying event. Samples should be representative of tiie total discharge from the project each day of discharge during tiie qualifying event. Typically representative samples will be spaced in time tiu-oughout tiie daily discharge event. Stormwater runoff samples shall be collected for pH from all qualifying rain events that result in a discharge from the project site. At minimum, pH samples will be collected from each site discharge location during project phases and drainage areas witii a high risk of pH discharge. A minimum of three samples will be collected per day of discharge during a qualifying event. Samples should be representative ofthe total discharge from tiie location each day of discharge during the qualifying event. Typically representative samples will be spaced in time fliroughout the daily discharge event. City of Carlsbad 54 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Stored or collected water from a qualifying storm event when discharged shall be tested for turbidity and pH (when applicable). Stored or collected water from a qualifying event may be sampled at the point it is released from the storage or containment area or at the site discharge location. Run-on samples shall be collected whenever the QSP identifies that run-on has the potential to contribute to an exceedance of a NAL. 7.7.2.2 Sampling Locations Sampling shall be provided at all discharge points from the site, specifically the southwest comer of the site. 7.7.2.3 Monitoring Preparation Turbidity and pH samples will be collected and analyzed by: Contractor [3 Yes • No Consultant • Yes • No Laboratory [H Yes \Z\ No Samples on the project site will be collected by the following confractor sampling personnel: Name/Telephone Number: Altemate(s)/Telephone Number: An adequate stock of monitoring supplies and equipment for monitoring turbidity and will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. Sampling personnel will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, field meters, extra batteries; clean powder-free nitrile gloves, sample collection equipment, appropriate sample containers, paper towels, personal rain gear, and Effluent Sampling Field Log Sheets and CoC forms provided in CSMP Attachment 3 "Example Forms". The contractor will obtain and maintain the field testing instruments, as identified in Section 7.7.2.6, for analyzing samples in the field by contractor sampling personnel. 7.7.2.4 Field Parameters Samples shall be analyzed for the constituents indicated in the table below "Sample Collection, and Analysis for Monitoring Turbidity and pH." City ofCarlsbad 55 Storai Water Pollution Prevention Plan (SWPPP) Carisbad Fire Station No. 3 Table 7.15 Sample Collection and Analysis for Monitoring Turbidity and pH Parameter Turbidity Test Method Field meter/probe with calibrated portable instniment Minimum Sample Volume^'^ 500 mL Sample Collection Container Type Polypropylene or Glass (Do not collect in meter sample cells) Detection Limit (minimum) 1 NTU pH Field meter/probe with calibrated portable instrument or calibrated pH test kh 100 mL Polypropylene 0.2 pH units Notes: ' Minimum sample volume recommended. Specific volume requirements will vary by instniment; check instrument manufacturer instructions. L - Liter mL - Milliliter NXU - Nephelometric Turbidity Unit 7.7.2.5 Sample Collection Only personnel brained in water quality sampling and field measurements working under the direction ofthe QSP shall collect samples. Sample collection and handling requirements are described in Section 7.7.7. 7.7.2.6 Field Measurements Samples collected for field analysis, collection, analysis and equipment calibration shall be in accordance with tiie field instioiment manufacturer's specifications. Immediately following collection, samples for field analysis shall be tested in accordance witii tiie field instrument manufacturer's instructions and results recorded on the Effluent Sampling Field Log Sheet. The field instniment(s) listed in Table 7.16 will be used to analyze the following constiments: Field Instrument (Manufacturer and Model) Constituent pH Turbidity The manufacmrers' insfructions are included in CSMP Attachment 4 "Field Meter Instructions". Field sampling staff shall review the instmctions prior to each sampling event and follow tiie instructions in completing measurement ofthe samples. • The instmment(s) shall be maintained in accordance with manufacturer's instructions. City of Carlsbad 56 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 • The instrument(s) shall be calibrated before each sampling and analysis event. • Maintenance and calibration records shall be maintained with the SWPPP. The QSP may authorize altemate equipment provided that the equipment meets the Construction General Permit's requirements and the manufacturers' instructions for calibration and use are added to CSMP Attachment 4 "Field Meter Instructions". 7.7.2.7 Dafa Evaluation and Reporting Numeric Action Levels This project is subject to NALs for pH and turbidity (Table 7.17). Compliance witii the NAL for pH and turbidity is based on a weighted daily average. Upon receiving the field log sheets, the QSP shall immediately calculate the weighted arithmetic average of the pH and turbidity samples to determine ifthe NALs, shown in tiie table below, have been exceeded. Table 7.17 Numeric Action Levels Parameter Unit Daily Average pH pH units Lower NAL = 6.5 Upper NAL = 8.5 Turbidity NTU 250 NTU The QSP shall within 5 days of the sample collection submit copies ofthe completed Effluent Sampling Field Log Sheets to the City of Carlsbad. In the event that the pH or turbidity NAL is exceeded, the QSP shall immediately nthe City of Carlsbad and investigate the cause of the exceedance and identify corrective actions. Exceedances of NALs shall be electronically reported to the State Water Board the City of Carlsbad through the SMARTs system within 10 days ofthe conclusion ofthe storm event. If requested by the Regional Board, a NAL Exceedance report will be submitted. The NAL Exceedance Report must contain the following information: • Analytical method(s), method reporting unit(s), and MDL(s) of each parameter; • Date, place, time of sampling, visual observation, and/or measurements, including precipitation; and • Description ofthe current BMPs associated with the sample that exceeded the NAL and the proposed corrective actions taken. 7.7.3 Sampling and Analysis Plan for Other Pollutants Required by the Regional Water Board The Regional Water Board has not specified monitoring for additional pollutants. 7.7.4 Training of Sampiing Personnel Sampling personnel shall be frained to collect, maintain, and ship samples in accordance with the Surface Water Ambient Monitoring program (SWAMP) 2008 Quality Assurance Program Plan City of Carlsbad 57 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 (QAPrP). Training records of designated contractor sampling personnel are provided in Appendix J. The stormwater sampler(s) and alternate(s) have received the following stonnwater sampling training: Name Training 7.7.5 Sample Collection and Handling 7.7.5.1 Sample Collection Samples shall be collected at the designated sampling locations shown on the Site Maps and listed in the preceding sections. Samples shall be collected, maintained and shipped in accordance witii the SWAMP 2008 Quality Assurance Program Plan (QAPrP). Grab samples shall be collected and preserved in accordance with tiie metiiods identified in preceding sections. To maintain sample integrity and prevent cross-contamination, sample collection personnel shall follow the protocols below. • Collect samples (for laboratory analysis) only in analytical laboratory-provided sample containers; • Wear clean, powder-free nitrile gloves when collecting samples; • Change gloves whenever something not known to be clean has been touched; • Change gloves between sites; • Decontaminate all equipment (e.g. bucket, tubing) prior to sample collection using a tt-isodium phosphate water wash, distilled water rinse, and final rinse with distilled water. (Dispose of wash and rinse water appropriately, i.e., do not discharge to storm drain or receiving water). Do not decontaminate laboratory provided sample containers; • Do not smoke during sampling events; • Never sample near a running vehicle; • Do not park vehicles in the immediate sample collection area (even non-running vehicles); • Do not eat or drink during sample collection; and • Do not breathe, sneeze, or cough in tiie direction of an open sample container. The most important aspect of grab sampling is to collect a sample tiiat represents the entire runoff sfream. Typically, samples are collected by dipping the collection container in the runoff flow paths and streams as noted below, i. For small streams and flow paths, simply dip the bottle facing upstream until full. __ —— City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 ii. For larger stream that can be safely accessed, collect a sample in the middle of the flow stream by directly dipping the mouth of the bottle. Once again making sure that the opening of the bottle is facing upstream as to avoid any contamination by the sampler. iii. For larger streams that cannot be safely waded, pole-samplers may be needed to safely access the representative flow. iv. Avoid collecting samples from ponded, sluggish or stagnant water. V. Avoid collecting samples directly downsfream from a bridge as the samples can be affected by the bridge structure or runoff from the road surface. Note, that depending upon the specific analytical test, some containers may contain preservatives. These containers should never be dipped into the stream, but filled indirectly from the collection container. 7.7.5.2 Sample Handling Samples for laboratory analysis must be handled as follows. Immediately following sample collection: • Cap sample containers; • Complete sample container labels; • Sealed containers in a re-sealable storage bag; • Place sample containers into an ice-chilled cooler; • Document sample information on the Effluent Sampling Field Log Sheet; and • Complete the CoC. All samples for laboratory analysis must be maintained between 0-6 degrees Celsius during delivery to the laboratory. Samples must be kept on ice, or refrigerated, from sample collection through delivery to the laboratory. Place samples to be shipped inside coolers with ice. Make sure tilie sample bottles are well packaged to prevent breakage and secure cooler lids with packaging tape. Ship samples that will be laboratory analyzed to the analytical laboratory right away. Hold times are measured from the time the sample is collected to the time the sample is analyzed. The General Permit requfres that samples be received by the analytical laboratory within 48 hours of the physical sampling (unless required sooner by the analytical laboratory). Laboratory Name: Address: City, State Zip: Telephone Number: ^i^; Point of Contact: 3 'V 7.7.5.3 Sample Documentation Procedures All original data documented on sample bottle identification labels. Effluent Sampling Field Log Sheet, and CoCs shall be recorded using waterproof ink. These shall be considered accountable documents. If an error is made onan accountable document, the individual shall make ^,^11^^ '-"ma^ City of Carbbad 59 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No.3 corrections by lining through the error and entering tiie correct information. The crtoneous information shall not be obliterated. All corrections shall be initialed and dated. Duplicate samples shall be identified consistent witii the numbering system for other samples to prevent the laboratory from identifying duplicate samples. Duplicate samples shall be identified in the Effluent Sampling Field Log Sheet. Sample documentation procedures include the following: Sample Bottle Identification Labels: Sampling personnel shall attach an identification label to each sample bottle. Sample identification shall uniquely identify each sample location. Field Log Sheets: Sampling personnel shall complete tiie Effluent Sampling Field Log Sheet and Receiving Water Sampling Field Log Sheet for each sampling event, as appropriate. Chain of Custody: Sampling personnel shall complete the CoC for each sampling event for which samples are collected for laboratoty analysis. The sampler will sign the CoC when tiie sample(s) is turned over to tiie testing laboratory or courier. 7.8 ACTIVE TREATMENT SYSTEM MONITORING An Active Treatinent System (ATS) will be deployed on the site? • Yes lEI No This project does not require a project specific Sampling and Analysis Plan for an ATS because deployment of an ATS is not planned. 7.9 BIOASSESSMENT MONITORING This project is not subject to bioassessment monitoring because it is not a Risk Level 3 project. 7.10 WATERSHED MONITORING OPTION This project is not participating in a watershed monitoring option. 7.11 QUALITY ASSURANCE AND QUALITY CONTROL An effective Quality Assurance and Quality Confrol (QA/QC) plan shall be implemented as part ofthe CSMP to ensure tiiat analytical data can be used with confidence. QA/QC procedures to be initiated include tiie following: Field logs; Clean sampling techniques; • CoCs; QA/QC Samples; and Data verification. Each of these procedures is discussed in more detail in the following sections. City of Carlsbad Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 7.11.1 Field Logs The purpose of field logs is to record sampling information and field observations during monitoring that may explain any uncharacteristic analytical results. Sampling information to be included in the field log include the date and time of water quality sample collection, sampling personnel, sample container identification numbers, and types of samples that were collected. Field observations should be noted in the field log for any abnormalities at the sampling location (color, odor, BMPs, etc.). Field measurements for pH and turbidity should also be recorded in the field log. A Visual Inspection Field Log and an Effluent Sampling Field Log Sheet are included in CSMP Attachment 2 "Example Forms". 7.11.2 Clean Sampling Techniques Clean sampling techniques involve the use of certified clean containers for sample collection and clean powder-free nitrile gloves during sample collection and handling. As discussed in Section 7.7.5, adoption of a clean sampling approach will minimize the chance of field contamination and questionable data results. 7.11.3 Chain of Custody The sample CoC is an important documentation step that tracks samples from collection through analysis to ensure the validity of the sample. Sample CoC procedures include the following: • Proper labeling of samples; • Use of CoC forms for all samples; and • Prompt sample delivery to the analytical laboratory. Analytical laboratories usually provide CoC forms to be filled out for sample containers. An example CoC is included in CSMP Attachment 2 "Example Forms". 7.11.4 QA/QC Samples QA/QC samples provide an indication ofthe accuracy and precision of the sample collection; sample handling; field measurements; and analytical laboratory methods. The following types of QA/QC will be conducted for this project: s...- '-'vgifWiKas^i^Hpi'll.'''" 'yi'''wf,aerjv', •^.f' • Field Duplicates at a frequency of [j^^jpiifl'wif.1 auplica^,miramSPf?a^'sa>*iPW (Required for all sampling plans with field measurements or laboratory analysis) [ I Equipment Blanks at a frequency of [^Sert?^^&^tie»{^^^e^Ared ^^mdS^NpcQ (Only needed if equipment used to collect samples could add the pollutants to sample) • Field Blanks at a frequency of [Insert frequency required by meSiodt (Only required if sampling method cal Mi Iiv I 1 b ml • Travel Blanks at a frequency oI [Inseecfiseqwctrcy tequired by metliM| (Required for sampling plans that include VOC laboratory analysis) 7.11.4.1 Field Duplicates Field duplicates provide verification of laboratory or field analysis and sample collection. Duplicate samples shall be collected, handled, and analyzed using tiie same protocols as primary City of Carlsbad 61 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 samples. The sample location where field duplicates are collected shall be randomly selected from tiie discharge locations. Duplicate samples shall be collected immediately after flie primary sample has been collected. Duplicate samples must be collected in the same manner and as close in time as possible to tiie original sample. Duplicate samples shall not influence any evaluations or conclusion. 7.11.4.2 Equipment Blanks Equipment blanks provide verification tiiat equipment has not introduced a pollutant into the sample. Equipment blanks are typically collected when: • New equipment is used; • Equipment that has been cleaned after use at a contaminated site; • Equipment that is not dedicated for surface water sampling is used; or • Whenever a new lot of filters is used when sampling metals. 7.11.4.3 Field Bianlis Field blanks assess potential sample contamination levels that occur during field sampling activities. De-ioninzed water field blanks are taken to flie field, transfen-ed to tiie appropriate container, and treated the same as the con-esponding sample type during the course of a sampling event. 7.11.4.4 Travel Blanks Travel blanks assess the potential for cross-contamination of volatile constituents between sample containers during shipment from tiie field to tiie laboratoty. De-ioninzed water blanks are taken along for the frip and held unopened in the same cooler with the VOC samples. 7.11.5 Data Verification After results are received from the analytical laboratory, the QSP shall verify tiie data to ensure tiiat it is complete, accurate, and tiie appropriate QA/QC requirements were met. Data must be verified as soon as the data reports are received. Data verification shall include: • Check tiie CoC and laboratory reports. Make sure all requested analyses were perfiirmed and all samples are accounted fiir in the reports. • Check laboratory reports to make sure hold times were met and that tiie reporting levels meet or are lower than the reporting levels agreed to in the confract. • Check data for outiier values and follow up with the laboratory. Occasionally typographical errors, unit reporting errors, or incomplete results are reported and should be easily detected. These errors need to be identified, clarified, and corrected quickly by the laboratory. The QSP should especially note data that is an order of magnitude or more different than similar locations, or is inconsistent with previous data from the same location. • Check laboratory QA/QC results. EPA establishes QA/QC checks and acceptable criteria for laboratory analyses. These data are typically reported along with the sample results. The QSP shall evaluate the City of Carlsbad 62 Storm Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 reported QA/QC data to check for contamination (method, field, and equipment blanks), precision (laboratory matrix spike duplicates), and accuracy (matrix spikes and laboratory control samples). When QA/QC checks are outside acceptable ranges, the laboratory must flag the data, and usually provides an explanation of the potential impact to the sample results. • Check the data set for outlier values and, accordingly, confirm results and re-analyze samples where appropriate. Sample re-analysis should only be undertaken when it appears that some part of the QA/QC resulted in a value out of the accepted range. Sample results may not be discounted unless the analytical laboratory identifies the required QA/QC criteria were not met and confirms this in writing. Field data including inspections and observations must be verified as soon as the field logs are received, typically at the end of the sampling event. Field data verification shall include: • Check field logs to make sure all required measurements were completed and appropriately documented; • Check reported values that appear out of the typical range or inconsistent; Follow-up immediately to identify potential reporting or equipment problems, if appropriate, recalibrate equipment after sampling; • Verify equipment calibrations; • Review observations noted on the field logs; and • Review notations of any errors and actions taken to correct the equipment or recording ^"V errors. 7.12 RECORDS RETENTION All records of stormwater monitoring information and copies of reports (including Annual Reports) must be retained for a period of at least tiiree years from date of submittal or longer if required by the Regional Water Board. Results of visual monitoring, field measurements, and laboratory analyses must be kept in the SWPPP along with CoCs, and other documentation related to the monitoring. Records are to be kept onsite while construction is ongoing. Records to be retained include: • The date, place, and time of mspections, sampling, visual observations, and/or measurements, including precipitation; • The individual(s) who performed the inspections, sampling, visual observation, and/or field measurements; • The date and approximate time of field measurements and laboratory analyses; • The individual(s) who performed the laboratory analyses; • A summary of all analytical results, tiie method detection limits and reporting limits, and the analytical techniques or methods used; • Rain gauge readings from site inspections; • QA/QC records and results; • Calibration records; • Visual observation and sample collection exemption records; City of Carlsbad 53 storai Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 The records ofany corrective actions and follow-up activities that resulted from analytical results, visual observations, or inspections; City of Carlsbad 64 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 CSMP Attachment 1: Rain Gauge Log City of Carlsbad 65 Storai Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 CSMP Attachment 2: Example Forms City of Carlsbad 66 Stonn Water Pollution Prevention Plan (SWPPP) Carlsbad Fire Station No. 3 Construction Site Name: •^^^ain Gau.)c Log Sfiest j ' 7^ ^ - — • j_ ^1 WDID#: Date (mm/dd/yy) Time (24-hr) Initials Rainfall Depth (Inches) Notes: City ofCarlsbad 67 o 11 -co a" Ul z QC < O 1-(0 3 O I u. O I z -am z -1 i Ul 1^ CO Q. (0 Q. E JJ O CO O Q CO I- z Ui o o tt 111 Q z Ui CO 00 (O CL >. c CO o. E o o CO I-z UJ o o >• Q: o a: o G Section 8 References Project Plans and Specifications No 1113400 dated 08-27-2013, prepared by MSL Engineering, Inc. State Water Resources Confrol Board (2009). Order 2009-0009-DWQ, NPDES General Permit No. CAS000002: National Pollutant Discharges Elimination System (NPDES) Califomia General Permit for Storm Water Discharge Associated with Construction and Land Disturbing Activities. Available on-line at: http://www.waterboards.ca.gov/water issues/programjs/stormwater/construction.shtml. State Water Resources Conttol Board (2010). Order 2010-0014-DWQ, NPDES General Pennit No. CAS000002: National Pollutant Discharges Elimination System (NPDES) Califomia General Permit for Storm Water Discharge Associated with Consfruction and Land Disturbing Activities. Available on-line at: http://wvvw.waterboai-ds.ca.gov/vvater issues/programs/stormwater/construction.shtml. CASQA 2009, Stormwater BMP Handbook Portal: Construction, November 2009, ww^.casqa.org City ofCarlsbad 69 Appendix A: Site Maps —— y0 City of Carlsbad 3iVa iOld ONI 'DNra33NIDN3 ISVi'm ZZ-Kl tX0Z/9Z/2 i^i ill I'-ll lyyi vo 'cwasiavo OVaSIMVOdOAilO e ON NOUVIS aau avasiyvo 'is O ii 11s« Appendix B: Permii Registration Documents City of Carlsbad 71 Permit Registration Documents included in this Appendix Y/N Permit Registration Document Notice of Intent Risk Assessment Certification Post Construction Water Balance Copy of Annual Fee Receipt ATS Design Documents Site Map, see Appendix A ''•*>,t0' City of Carlsbad 72 s IU ce MJ ac z o u ee O 3 ULI Glint O UJ > f..r-| Cui rf UO uy f ,1.,. < o o < l-H o cn I I CO O S 3 E no Us "1 c 2 o I-* • is *tt HO 3 i - I § o o Appendix C: SWPPP Amendment Certifications City of Carlsbad 73 SWPPP Amendment No. Project Name: Project Number: Qualified SWPPP Developer's Certification of the Stormwater PoUution Prevention Plan Amendment "This Stormwater Pollution Prevention Plan and attachments were prepared under my direction to meet tiie requirements of tiie California Constiuction General Pennit (SWRCB OrderNo. 2009-009-DWQ as amended by 2010-0014-DWQ). I certify tiiat I am a Qualified SWPPP Developer in good standing as of tiie date signed below.' QSD's Signature Date QSD Name QSD Certificate Number Title and Affiliation Telephone Address Email _ „. City ofCarlsbad Appendix D: Submitted Citanges to PRDs City ofCarlsbad 75 Log of Updated PRDs The General Permit allows for the reduction or increase of tiie total acreage covered underthe General Permit when a portion ofthe project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of tiie project is purchased by a different entity; or when new acreage is added to the project. Modified PRDs shall be filed elecfronically within 30 days of a reduction or increase in total disturbed area ifa change in pemiit covered acreage is to be sought. The SWPPP shall be modified appropriatety, witii revisions and amendments recorded in Appendix C. Updated PRDs submitted electronically via SMARTS can be found in this Appendix. This appendix includes all ofthe following updated PRDs (check all tiiat apply): • Revised Notice of Intent (NOI); • Revised Site Map; Q Revised Risk Assessment; • New landowner's information (name, address, phone number, email address); and r~| New signed certification statement. Legally Responsible Person | Signatiire of Ps«^K«*zed|l9Epesert?^hfe of] Legalty Date Responsible Person or Approved Signatory Name of [Aadiorfiae5dRepr«sentativc<^ LegaUy Telephone Number Responsible Person or Approved Signatory _— •— : City of Carlsbad Appendix Es Spiii Prevention and Controi Plan City ofCarlsbad 77 STORM WATER POLLUTION PREVENTION PLAN (SWPPP) Spill Prevention and Control Plan spill Confrol Manager: jijarrx Telephone Number Title and Affiliation The Spill Control Manager shall ensure that all employees and sub-contractors are aware ofthe Spill Prevention and Control Plan. Education - Employees and sub-confractors shall be aware of tiie following items related to the spill prevention and confrol at the site: • Types of materials present at the site that have potential to pollute stonnwater in tiie event of a spill. • Potential dangers to humans and tiie environment from spills. • Responsibihty of sub-contractors to educate tiiefr employees regarding tiieir responsihilities in the event of a spill. • BMP WM-4 Spill Prevention and Control shall be used for general measures, maintenance, inspection and additional prevention education. In the event of a material spill at the job site the following procedures should be followed based on the type of spill. Minor Spills - Involving small quantities of oil, gasoline, paint, etc. • Minor spills shall be controlled by the first responder at tiie discovery of the spill. • Minor spills shall be cleaned using absorbent materials rather than hosing down or burying the spill. o Absorbent material shall be removed of properly. • Minor spills shall be handled using tiie following procedure: o Contain the spread of tiie spill, o Recover the spilled material. o Clean the contaminated area and properly dispose of contaminated materials. STORM WATER POLLUTION PREVENTION PLAN (SWPPP) Semi-significant Spills - Involving larger quantities of material, with the potential to rapidly spread from the spill location. • First responder shall control the spill with the aid of other personnel in the area. • The Spill Confrol Manager shall be contacted immediately. • Semi-significant spills shall he handled using the following procedure: o Contain the spread ofthe spill, o Notify the Spill Confrol Manager. o If the spill occurs on paved or impermeable surfaces, clean up using "dry" methods (absorbent materials, cat litter, and/or rags), o If tiie spill occurs in dirt areas, immediately contain the spill by construction an earten dike. Dig up and properly dispose of contaminated soil, o If spill occurs during rain, cover spill with tarps or other material to prevent contaminating runoff. Significant/Hazardous Spills - Spills that cannot be confrolled by personnel in the immediate vicinity. o The services of a spills contractor or Haz-Mat team should be obtained immediately. Construction personnel should not attempt to clean up until the appropriate and quaUfied staff have arrived at the job site, o Notify the local emergency response by dialing 911. o For spills of federal reportable quantities, in conformance with the requirements in 40 CFR parts 110,119, and 302, the contractor should notify the National Response Center (800) 424-8802. Disposal of Hazardous Materials - Hazardous materials including absorbent materials used to contain hazardous materials and soil that has been contaminated by a hazardous material spill shall be disposed in compUance with all federal and state statutes. Local landfills may be able to advise the contractor regarding acceptance contaminated material disposal. Appendix F: Construction Activities, Materiais Used, and Associated PoUutants ~—' ' 78 City of Carlsbad Table F.a POLLUTANTS ASSOCIATED WITH CONSTRUCTION ACTIVITIES General Work Activity/ Products With Potential Stomiwater Pollutants Specific Work Activity/Products With Potential Stormwater Pollutants Pollutant Categories Adhesives • Adhesives, glues, resins, epoxy synthetics, PVC cement • Caulks, sealers, putty, sealing agents and • Coal tars (naphtha, pitch) Oil and Grease, Synthetic Organics' Asphalt paving/curbs • Hot and cold mix asphalt Oil and Grease Cleaners • Polishes (metal, ceramic, tile) • Etching agents • Cleaners, ammonia, lye, caustic sodas, bleaching agents and chromate salts Metals, Synthetic Organics Concrete / Masonry • Cement and brick dust • Colored chalks • Concrete curing compounds • Glazing compounds • Surfaces cleaners • Saw cut slurries • Tile cutting Metals, Synthetic Organics Drywall • Saw-cutting drywall Metals Framing/Carpentry • Sawdust, particle board dust, and treated woods • Saw cut slurries Metals, Synthetic Organics Heating, Ventilation, Air Conditioning • Demoiition or construction of air condition and heating systems Metals, Synthetic Organics Insulation • Demolition or construction involving insulation, venting systems Metals, Synthetic Organics Liquid waste • Washwaters • Irrigation line testing/flushing Metals, Synthetic Organics Painting • Paint thinners, acetone, methyl ethyl ketone, stripper paints, lacquers, vamish, enamels, turpentine, gum spirit, solvents, dyes, stripping pigments and sanding Metals, Synthetic Organics Planting / Vegetation Management • Vegetation control (pesticides/herbicides) • Planting • Plant maintenance • Vegetation removal Nutrients, Metals, Synthetic Organics Plumbing • Solder (lead, tin), flux (zinc chloride), pipe fitting • Galvanized metai in nails, fences, and electric wiring Metals, Synthetic Organics Pools/fountains • Chlorinated water Synthetic Organics Removal of existing structures • Demolition of asphalt, concrete, masonry, framing, roofing, metal structures. Metals, Oil and Grease, Synthetic Organics Roofing • Flashing • Saw cut slurries (tile cutting) • Shingle scrap and debris Metals, Oil and Grease, Synthetic Organics Sanitary waste • Portable toilets • Disturbance of existing sewer lines. Nutrients Soil preparation/amendments • Use of soil additives/amendments Nutrients City of Carlsbad 79 Table F.a POLLUTANTS ASSOCIATED WITH CONSTRUCTION ACTIVITIES General Work Activity/ Products With Potential Stomiwater Pollutants SpeciHc Work Activity/Products With Potential Stormwater Pollutants Pollutant Categories Solid waste • Litter, trash and debris • Vegetation Gross Pollutants Utility line testing and flushing • Hydrostatic test water • Pipe flushing Synthetic Organics Vehicle and equipment use • Equipment operation • Equipment maintenance • Equipment washing • Equipment fueling Oil and Grease ' Synthetic Oi^anics are defined in Table 1.2 ofthe CASQA Stormwater BMP Handbook Portal: Construction as adhesives, cleaners, sealants, solvents, etc. These are generally categorized as VOCs or SVOCs. City of Carlsbad 80 Table F.1 Construction Activities and Associated Pollutants Phase Activity Associated Materiais or Pollutants Pollutant Category*'^ Grading and Land Development Grading and Land Development Grading and Land Development Grading and Land Development Grading and Land Development Grading and Land Development Streets and Utilities Phase Streets and Utilities Phase Streets and Utilities Phase Streets and Utilities Phase Streets and Utilities Phase Vertical Construction Phase Vertical Construction Phase Vertical Construction Phase Vertical Construction Phase Vertical Construction Phase Landscaping and Site Stabilization Phase Landscaping and Site Stabilization Phase Landscaping and Site Stabilization Phase Landscaping and Site Stabilization Phase Landscaping and Site Stabilization Phase Landscaping and Site Stabilization Phase Organics, Pesticides, Gross Pollutants, and Vector Production) City of Carlsbad 81 Appendix G: CASQA Stormwater BMP Handbooi€ Portai: Construction Fact Siieets —— g2 City of Carlsbad Scheduling EG-1 Description and Purpose Scheduling is the development of a written plan that includes sequencing of construction activities and the implementation of BMPs such as erosion confrol and sediment control while taking local climate (rainfall, wind, etc.) into consideration. The purpose is to reduce the amount and duration of soil exposed to erosion by wind, rain, runoff, and vehicle tracking, and to perform the construction activities and control practices in accordance with the planned schedule. Suitable Appllcatrons Proper sequencing of construction activities to reduce erosion potential should be incorporated into the schedule of every construction project especially during rainy season. Use of other, more costly yet less effective, erosion and sediment control BMPs may often be reduced through proper construction sequencing. Limitations • Environmental constraints such as nesting season prohibitions reduce the full capabilities ofthis BMP. Implementatton m Avoid rainy periods. Schedule major grading operations during dry months when practical. Allow enough time before rainfall begins to stabihze the soil with vegetation or physical means or to install sediment trapping devices. • Plan the project and develop a schedule shov^ing each phase Categories EC Erosion Control 0 SE Sedimenl Conlrol m TC Tracking Conlrol m WE Wind Erasion Control m NS Non-Stormwater Management Control m Waste Management and Materials Pollution Control Legend: 0 Primary Objective @ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.c3sqa.org 1 Of 3 ScheduUng iC-^l of construetion. Cleariy show howr the rainy season relates to SoU disturbing and re- stabilization activities. Incorporate the construction schedule into the SWPPP. • Include on the schedule, details on the rainy season implementation and deployment of: Erosion control BMPs Sediment control BMPs Tracking control BMPs Wind erosion control BMPs Non-stormwater BMPs Waste management and materials pollution control BMPs • Include dates for activities that may require non-stormwater discharges such as dewatering, sawcutting, grinding, drilling, boring, crushing, blasting, painting, hydro-demoUtion, mortar mixing, pavement cleaning, etc. • Work out the sequencing and timetable for the start and completion of each item such as site clearing and grubbing, grading, excavation, paving, foundation pouring utilities installation, etc., to minimize the active construction area during the rainy season. Sequence trenching activities so that most open portions are closed before new trenching begins. Incorporate staged seeding and re-vegetation of graded slopes as work progresses. - Schedule establishment of permanent vegetation during appropriate planting time for specified vegetation. • Non-active areas should be stabilized as soon as practical after the cessation of soil disturbing activities or one day prior to the onset of precipitation. • Monitor the weather forecast for rainfall. • When rainfall is predicted, adjust the construction schedule to allow the implementation of soil stabilization and sediment treatment controls on all disturbed areas prior to the onset of rain. • Be prepared year round to deploy erosion control and sediment control BMPs. Erosion may be caused during drj^- seasonis by un-seasonal rainfall, wind, and vehicle tracking. Keep the site stabilize year round, and retain and maintain rainy season sediment trapping devices in operational condition. • Apply permanent erosion control to areas deemed substantially complete during the project's defined seeding window. Costs Construction scheduling to reduce erosion may increase other construction costs due to reduced economies of scale in performing site grading. The cost effectiveness of scheduHng techniques should be compared with the other less effective erosion and sedimentation controls to achieve a cost effective balance. November 200^ California Stonnwater BMP Handbook 2 of 3 Construction www.casqa.org jcheduimg EC-l Inspection and Maintenance • Verify that work is progressing in accordance with the schedule. If progress de\'iates, take corrective actions. • Amend the scheduie when changes are warranted. • Araeiid the schedtile prior to the rainy season to show updated information on the deployment and implementation of construction site BMPs. References Stormwater Quality Handbooks Construetion Site Best Management Practices (BMPs) Manual, State of Califomia Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities Developing Pollution Prevention Plans and Best Management Practices (EPA 832'R-92-oo5), U.S. Environmental Protection Agency, Office of Water , September 1992. November 2009 California Stormwater BMP Handbbok ^3o?3 Construction www.casqa.org Preservation Of Existing Vegetation EC-2 iM I III nffT Description and Purpose Carefully planned preservation of existing vegetation minimizes the potential of removing or injuring existing trees, vines, shrubs, and grasses that protect soil from erosion. Suitable Applications Preservation of existing vegetation is suitable for use on moSt projects. Large project sites often provide the greatest opportunity for use of this BMP. Suitable applications include the following: • Areas within the site where no construction activity occurs, or occurs at a later date. This BMP is especially suitable to multi year projects where grading can be phased. • Areas where natural vegetation exists and is designated for preservation. Such areas often include steep slopes, watercourse, and building sites in wooded areas. • Areas where local, state, and federal government require preservation, such as vemal pools, wetlands, marshes, certain oak trees, etc. These areas are usually designated on the plans, or in the specifications, pennits, or environmental documents. • Where vegetation designated for ultimate removal can be temporarily preserved and be utilized for erosion control and sediment control. Limitations • Requires forward planning by the owner/developer, Categories EC SE TC WE NS WM Erosion Controf Sediment Conlrol Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Managemenl and Msterials Pollution Control 0 Legend: Primary Objective M Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Srease Organics 0 potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.casqa.org tof 4 Preservation Of Existmg Vegetation EC-2 contractor, and design staff. • Limited opportunities for use when project plans do not incorporate existing vegetation into the site design. • For sites with diverse topography, it is often difficult and expensive to save existing trees while grading the site satisfactory for the planned development. Implementation The best way to prevent erosion is to not disturb the land. In order to reduce the impacts of new development and redevelopment, projects may be designed to avoid disturbing land in sensitive areas of the site (e.g., natural watercourses, steep slopes), and to incorporate unique or desirable existing vegetation into the site's landscaping plan. Clearly marking and leaving a buffer area around these unique areas during construction will help to preserve these areas as well as take advantage of natural erosion prevention and sediment trapping. Existing vegetation to be preserved on the site must be protected from mechanical and other injury while the land is being developed. The purpose of protecting existing vegetation is to ensure the survival of desirable vegetation for shade, beautification, and erosion control. Mature vegetation has extensive root systems that help to hold soil in place, thus reducing erosion. In addition, vegetation helps keep soil from drying rapidly and becoming susceptible to erosion. To effectively save existing vegetation, no disturbances of any kind should be allowed vrithin a defined area around the vegetation. For trees, no construction activity should occur within the drip line of tlie tree. riming • Provide for preservation of existing vegetation prior to the commencement of clearing and grubbing operations or other soil disturbing activities in areas where no construction activity is planned or wall occur at a later date. Design and Layout • Mark areas to be preserved with temporary fencing. Include sufficient setback to protect roots. - Orange colored plastic mesh fencing works well. - Use appropriate fence posts and adequate post spacing and depth to completely support the fence in an upright position, • Locate temporary roadways, stockpiles, and layout areas to avoid stands of trees, shmbs, and grass. • Consider the impact of grade changes to existing vegetation and the root zone. • Maintain existing irrigation systems where feasible. Temporary irrigation may be required. • Instruct employees and subcontractors to honor protective devices. Prohibit heavy equipment, vehicular traffic, or storage of construction materials within the protected area. Noveitiber 2009 Galifornia Stormwater BlVIP Hanctb^ 2 of 4 Construetion www.casqa^org • Preservation Of Existinq Vegetation EC-2 Costs There is little cost associated with preserving existing vegetation if properly planned durmg the project design, and these costs may be offset by aesthetic benefits that enhance property values. During constmction, tiie cost for preserving existing vegetation will Hkely be less than the cost of applying erosion and sediment controls to the disturbed area. Replacing vegetation inadvertently destroyed during construction can be extremely expensive, sometimes in excess of $10,000 per tree. Inspection and Maintenance During construction, the limits of disturbance should remain clearly marked at all times. Irrigation or maintenance of existing vegetation should be described in the landscaping plan. If damage to protected trees still occurs, maintenance guidelines described below should be followed: • Verify that protective measures remain in place. Restore damaged protection measures immediately. Serious tree injuries shall be ati:ended to by an arborist. Damage to the crown, trunk, or root system of a retained tree shall be repaired immediately. Trench as far from tiee trunks as possible, usually outside of the tree drip line or canopy. Cur\'e trenches around trees to avoid large roots or root concentrations. If roots are encountered, consider tunneling under them. When trenching or tunneling near or under trees to be retained, place tunnels at least 18 in. below the ground surface, and not below the tree center to minimize impact on the roots. Do not leave tree roots exposed to air. Cover exposed roots with soil as soon as possible If soil covering is not practical, protect exposed roots with wet buriap or peat moss until the tunnel or trench is ready for backfill. Cleanly remove the ends of damaged roots with a smooth cut. Fill trenches and tunnels as soon as possible. Careful filling and tamping will eliminate air spaces in the soil, which can damage roots. If bark damage occurs, cut back all loosened bark into the undamaged area, with the cut tapered at tiie top and bottom and drainage provided at the base of the wood. Limit cutting the undamaged area as much as possible. Aerate soil that has been compacted over a trees root zone by punching holes 12 in. deep with an iron bar, and moving the bar back and forth until the sod is loosened. Place holes 18 in. apart throughout the area of compacted soil under the tree crown. Fertilization - Fertilize stressed or damaged broadleaf ti-ees to aid recovery. - Fertilize trees in the late fall or early spring. • Preservation Of Existing Vegetation EC-2 - Apply fertilizer to the soil over the feeder roots and in accordance vrith label instructions, but never closer than 3 ft to the tmnk. Increase the fertilized area by one-fourth of the crown area for conifers that have extended root systems. • Retain protective measures until all other constmction activity is complete to avoid damage during site Gleanup and stabilization. References County of Sacramento Tree Preservation Ordinance, September 1981. Stormwater Quali^ Handbooks Construction Site Best Mianagement Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), Sfovember 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning i^ehcy, November 1988. NbVelTiBer 2009 EatffbrrtiW SbrmwaterW 4 of 4 Construction www.casqa.org Water Conservation Practices NS-1 Description and Purpose Water conservation practices are activities that use water during the construction of a project in a manner that avoids causing erosion and the transport of poUutants offsite. These practices can reduce or eliminate non-stormwater discharges. Suitable Applications Water conservation practices are suitable for all constmction sites where water is used, including piped water, metered water, trucked water, and water fi-om a reservoir. Limitations • None identified. Implementation • Keep water equipment in good working condition. • Stabilize water tmck filling area. • Repair water leaks promptly. • Washing of vehicles and equipment on the construction site is discouragsi. • Avoid using water to clean constmction areas. If water must be used for cleaning or surface preparation, surface should be swept and vacuumed first to remove dirt. This will minimize amount of water required. • Direct constmction water mnoff to areas where it can soak Categories EC SE TG WE NS WM Erosion Control Sediment Controi Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Man^ement and Materials Pollution Control H SI m Legend: El Primary Objective SI Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics El Potential Alternatives None 1 of 2 November 2009 Caiifbrniib Stormwatfer BMP Handbbofc Construction www.casqa.org Wati^r ^rtn<servation Practices NS-1 into tiae groimd or be coUected and reused. . Authorized non-stormwater discharges to the stc^m ^^^X^^^' waters are acceptable with the implementation of appropriate BMPs. . Lock water tank valves to prevent unauthorized use. Costs The cost is small to none compared to the benefits of conserving water. Insoection and Maintenance , . Inspect andverify that activity based BMPs are in place priorto the commencement of authorized non-stormwater discharges, . Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges are occuring. . Repair water equipment as needed to prevent unintended discharges. - Water tmcks - Water reservoirs (water buffalos) - Irrigation systems - Hydrant connections St!™'il"eTL^^^ Handbooks - Constmction Site Best Management Practices (BMPs) Manual, IrrcSlifoSia^epartment of Transporta^ (Caltrans), November 2000. November 2009 Paving and Grinding Operations NS-3 Description and Purpose Prevent or reduce the discharge of pollutants from paving operations, using measures to prevent runon and runoff pollution, properly disposing of wastes, and training employees and subcontractors. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH and turbidity (see Section 2 of this handbook to determine your project's risk level and ifyou are subject to these requirements). Many types of construction materials associated with paving and grinding operations, including mortar, concrete, and cement and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows, which could lead to exceedances of the General Permit requirements. Suitable Applications These procedures are implemented where paving, surfacing, resurfecing, or sawcutting, may poUute stormwater mnoff or discharge to the storm drain system or watercourses. Limitations • Paving opportunities may be limited during wet weather. • Discharges of freshly paved surfaces may raise pH to environmentally harmful levels and trigger permit violations. Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Conlrol Wind Erosion Conlrol Non-Stonnwater Management Control Waste Managennent and Materials Polhilkxi Control El Legend: BI Primary Categorv HI Secondary Category Targeted Constituents Sediment Nubients Trash Metals Bacteria Oil and Grease Organics EI El Potential Aiternatives None November 2009 CalifbrWia Stormwater SMP Handbook Construction www.casqa.org i of 5 Paviilg and Grinding Operations NS-3 implementatton Gfenerai • Avoid paviilg during the wet season when feasible. • Reschedule paving and grinding activities if rain is forecasted. • Train employees and sub-contractors in pollution prevention and reduction. • Store materials away from drainage courses to prevent stormwater mnon (see WM-i, Material Delivery and Storage). • Protect drainage courses, particularly in areas with a grade, by employing BMPs to divert mnoff or to trap and filter sediment. • StockpUe material removed from roadways away from drain inlets, drainage ditches, and watercourses. These materials should be stored consistent with WM-3, Stockpile Management. • Disposal of PCC (Portland cement concrete) and AC (asphalt concrete) waste should be in conformance with WM-8, Conerete Waste Management. Saw Cutting, Grinding, and Pavement Removal • Shovel or vacuum saw^cut slurry and remove from site. Cover or barricade storm drains during saw cutting to contain slurry. • When paving involves AC, the following steps should be implemented to prevent the discharge of grinding residue, uncompacted or loose AC, tack coats, equipment cleaners, or unrelated paving materials: - AC grindings, piieces, or chunks used in embankments or shoulder backing should not be allowed to enter any storm drains or watercourses. Install inlet protection and perimeter controls until area is stabilized (i.e. cutting, grinding or other removal activities are . complete and loose material has been properly removed and disposed of)or permanent controls are in place. Examples of temporary perimeter controls can be found in EC-9, Earth Dikes and Drainage Swales; SE-l, Silt Fence; SE-5, Fiber Rolls, or SE-13 Compost Socks and Berms - Collect and remove aU broken asphalt and recycle when practical. Old or spiUed asphalt should be recycled or disposed of properly. • Do not allow saw-cut slurry to enter storm drains or watercourses. Residue from grinding operations should be picked up by a vacuum attachment to the grinding machine, or by sweeping, should not be allowed to flow across the pavement, and should not be left on the surface of the pavement. See also WM-8, Concrete Waste Management, and WM-10, Liquid Waste Management. • Pavement removal activities should not be conducted in the rain. • Collect removed pavement material by mechanical or manual methods. This material may be recycled for use as shoulder backing or base material. November 2009 GalifofWa Stormwater BMP Wahdbbdk 2 Of 5 Construction www.casqa.org Paving and Grinding Operations NS-3 • If removed pavement materiai cannot be recycled, transport the material back to an approved storage site. Asphaltic Concrete Paving m If paving involves asphaltic cement concrete, foUow these steps: - Do not allow sand or gravel placed over new asphalt to wash into storm drains, streets, or creeks. Vacuum or sweep loose sand and gravel and properly dispose of this waste by referring to WM-5, Solid Waste Management. - Old asphalt should be disposed of properly. Collect and remove all broken asphalt from the site and recycle whenever possible. Portland Cement Concrete Paving m Do not wash sweepings from exposed aggregate concrete into a storm drain system. Collect waste materials by dry methods, such as sweeping or shoveling, and return to aggregate base stockpile or dispose of properiy. Allow aggregate rinse to settie. Then, either aUow rinse water to dry in a temporary pit as described in WM-8, Concrete Waste Management, or pump the water to the sanitary sewer if authorized by the local wastewater authority. Sealing Operations m During chip seal application and sweeping operations, petroleum or petroleum covered aggregate should not be allowed to enter any storm drain or water courses. Apply temporary perimeter controls until structure is stabUized (i.e. aU sealing operations are complete and cured and loose materials have been properly removed and disposed). • Inlet protection (SE-10, Storm Drain Inlet Protection) should be used during application of seal coat, tack coat, slurry seal, and fog seal. • Seal coat, tack coat, slurry seal, or fog seal should not be applied if rainfaU is predicted to occur during the application or curing period. Paving Equipment m Leaks and spUls from paving equipment can contain toxic levels of heavy metals and oil and grease. Place drip pans or absorbent materials under paving equipment when not in use. Clean up spills with absorbent materials and dispose of in accordance with the applicable regulations. See NS-10, Vehicle and Equipment Maintenance, WM-4, SpiU Prevention and Control, and WM-10, Liquid Waste Management. • Substances used to coat asphalt transport trucks and asphalt spreading equipment should not contain soap and should be non-foaming and non-toxic, • Paving equipment parked onsite should be parked over plastic to prevent soil contamination. • Clean asphalt coated equipment offsite whenever possible. When cleaning dry, hardened asphah from equipment, manage hardened asphalt debris as described in WM-5, Solid Waste Management. Any cleaning onsite should follow NS-8, Vehicle and Equipment Cleaning. November 2009 California Stormwatfer BMP Handbook 3 of S Construction www.casqa.org Paving and Grinding Operations NS-3 Thermoplastic Striping • Thermoplastic striper and pre-heater equipment shutoff valves should be inspected to ensure that they are working properly to prevent leaking thermoplastic from entering drain inlets, the stormwater drainage system, or watercourses. • Pre-heaters should be filled carefully to prevent splashing or spilling of hot thermoplastic. Leave six inches of space at the top ofthe pre-heater container when fiUing thermoplastic to allow room for material to move. • Do not pre-heat, transfer, or load thermoplastic near drain inlets or watercourses. • Glean tmck beds daily of loose debris and melted thermoplastic. When possible, recycle thermoplastic material. Raised/Recessed Pavement Marker Application and Removal • Do not transfer or load bituminous materialnear drain inlets, the stormwater drainage system, or watercoiirses. • Melting tanks should be loaded vrith care and not filled to beyond six inches from the top to leave room for splashing. • When servicing or fiUing melting tanks, ensure aU pressure is released before removing lids to avoid spills. • On large-scale projects, use mechanical or manual methods to eoHect excess bituminous material frOm the roadway after removal of markers. Costs • All of the above are low cost measures. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of paving and grinding operations. • BMPs must be inspected in accordance with General Permit requirements for the associated projeet type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Sample stormwater runoff required by the General Permit. • Keep ample supplies of drip pans or absorbent materials onsite. • Inspect and maintain machinery regularly to minimize leaks and drips. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Constmction Related Activities; Santa Clara VaHey Nonpoint Source PoUution Control Program, 1995. Noverhier 2609 California Storrhwater BMP Handbook 4 of 5 ^' Construction www.casqa.org Paviilg and Grinding Operations NS^3 Hot Mix Asphalt-Paving Handbook AC 150/5370-14. Appendix I, U.S. Army Corps of Engineers, July 1991. Stormwater Quality Handbooks - Constmction Site Best Mana.gernenl PraGtices (BMPs) Manual, State of CaUfornia Department of Transportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, Febmary 2005. Nbvemt^r2bd9 is^ 5 of 5 Construction www.casqa.org IUicit Connection/Discharge NS-6 Description and Purpose Procedures and practices designed for construction contractors to recognize illicit connections or illegally dumped or discharged materials on a construction site and report incidents. Suitable Applications This best management practice (BMP) appUes to all construction projects, illicit connection/discharge and reporting is applicable anytime an iUicit connection or discharge is discovered or illegally dumped material is found on the construction site. Limitations Illicit connections and illegal discharges or dumping, for the purposes of this BMP, refer to discharges and dumping caused by parties other than the contractor. If pre-existing hazardous materiats or wastes are known to exist onsite, they should be identified in the SWPPP and handled as set fbrth iil the SWPPP. Impfementation Ptanning • Re\iew the SWPPP. Pre-existing areas of contamination sliould be identified and documented in the SWPPP. • Inspect site before beginning the job for evidence of illicit connections, illegal dumping or discharges. Document any pre-exi-sting conditions and notify the owner. • Inspect site regularly during project execution for evidence Categories EG SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Managemenl Control Waste Management and Malerials Pollution Control 0 Legend: 0 Primary Objective m Secondary Objective Targeted Constituents Sedimenl Nutrients Trash Metals Bacteria Oil and Grease Organics El El 0 0 0 0 Potential Alternatives None November 2009 Califbmia Stormwater BMP Handbook Construction www.casqa.org a of 3 IHicit Connection/Discharge NS-6 of illicit connections, illegal dumping or discharges. • Observe site perimeter for evidence for potential of illicitly discharged or illegally dumped material, which may enter the job site. Identification of Illicit Connections and Illegal Dumping or Discharges • Genera! - unlabeled and unidentifiable material should be treated as hazardous. • Solids - Look for debris, or rubbish pUes. Solid waste dumping often occurs on roadways with light traffic loads or in areas not easUy visible from the traveled way. • Liquids - signs of illegal Uquid dumping or discharge can include: Visible signs of staining or unusual colors to the pavement or surrounding adjacent soils Pungent odors coming from the drainage systems Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes Abnormal water flow during the dry weather season • Urban Areas - Evidence of iUicit connections or iUegal discharges is typically detected at storm drain OUtfaU locations or at manholes. Signs of an illicit cGnnection or illegal discharge can include: Abnormal water flow during the dry weather season Unusual flows in sub drain sjretems used for dewatering Pungent odors coming from the drainage systems Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes Excessive sediment deposits, particularly adjacent to or near active offsite construction projects • Rural Areas - Illicit connections or illegal discharges involving irrigation drainage ditches are detected by visual inspections. Signs of an iUicit discharge can include: Abnormal water flow during the non-irrigation season Non-standard junction stmctures Broken concrete or other disturbances at or near junction stmctures ^Reporting Notify the owner of any iUicit connections and illegal dumping or discharge incidents at the time of discovery. For illicit connections or discharges to the storm drain system, notify the local stonnwater management agency. For illegal dumping, notify the local law enforcement agency. Cleanup and Removal The responsibility for cleanup and removal of iUicit or iUegal dumping or discharges wiU vary by location. Contact the local stormwater management agency for further information. Novemt>6r 2Gi0i9 CaltfoWiia StOrmwaier BMP Handbook 2 of 3 Construction www.casqa.org IHicit Cotinection/Discharge NS-6 Costs Costs to look for and report illicit connections and illegal discharges and dumping are low. The best way to avoid costs associated with Ulicit connections and illegal discharges and dumping is to keep the project perimeters secure to prevent access td the site, to observe the site for vehicles that should not be there, and to document any waste or hazardous materials that exist onsite before tJtking possession of the site. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-ramy season to verify continued BMP implementation. • Inspect the site regularly to check for any illegal dumping or discharge. • Prohibit employees and subcontractors from disposing of non-job related debris or materials at the construction site. • Notify the owner of any iUicit connections and iUegal dumping or discharge incidents at the time of discovery. References Blueprint for a Clean Bay; Best Management Practices to Prevent Stormwater PoUutiOn from Constmction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program 1995- ' ^««%^ Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Constmction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. November 2009 Galifornia Stormwiter BMP Handbook " '•'^mmmmmm^m. Construction www.casqa.org Potable Water/Irrigation NS-7 Description and Purpose Potable Water/Irrigation consists of practices and procedures to manage the discharge of potential poUutants generated during discharges from irrigation water lines, landscape irrigation, lawn or garden watering, planned and unplanned discharges from potable water sources, water line flushing, and hydrant flushing. Suitable Applications Implement this BMP whenever potable water or irrigation water discharges occur at or enter a constmction site. Limitations None identified. Implementation • Direct water from offsite sources around or through a constmction site, where feasible, in a w^y that minimizes contact with the construction site. • Discharges from water line flushing should be reused for landscaping purposes where feasible. • Shut off the water source to broken Unes, sprinklers, or valves as soon as possible to prevent excess water flow. • Protect downstream stormwater drainage systems and watercourses from water pumped or bailed from trenches excavated to repair water lines. • Inspect irrigated areas within the construction limits for Categories EC Erosion Contral SE SedimMControl TC Tracking Control WE Wind Erosion Control Non-Stormwater NS Managemenl Control 0 Waste Management and ^ Materials Pollution Control Legend: 0 Primary Objective Wl Secondary Objective targeted Constituents Sediment Nutrients Trash Metals Bactena Oil and Grease Organics 0 0 0 0 Potential Alternatives None November 2009 CSlifornia Stormwater BMP HahdboOk Gonstruction www.casqa.org lof 2 Potable Water/Irrigation NS-7 excess watering. Adjust watering times and schedules to ensure that the appropriate amount of water is being used and to minimize runoff. Consider factors such as soil stmcture, grade, time of year, and type of plant material in determining the proper amounts of water for a specific area. Costs Cost to manage potable water and irrigation are low and generally considered to be a normal part of related activities. Inspection and Maintenance • Inspect and verify that activify-based BMPs are in place prior to the commencement of associated activities. WhUe activities associated with the BMP are under way, inspect weekly during the rainy season and at two-Week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Repair broken water lines as soon as possible. • Inspect irrigated areas regularly for signs of erosion and/or discharge. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Constmction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995- Stormwater Quality Handbooks - Constmction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Constraction Activities, Developing PoUution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. November fipi ^^mSmS^onm^r^WTisndbQ^^^^^^^^^^^^^^^'i^^ Construction www.casqa.org Vehicle and Equipment Cleaning NS-8 VEHICLE , WASH ARFA Description and Purpose Vehicle and equipment cleaning procedures and practices eliminate or reduce the discharge of pollutants to stormwater from vehicle and equipment cleaning operations. Procedures and practices include but are not limited to; using oftsite facilities; washing in designated, contained areas only; eliminating discharges to the storm drain by infiltrating the wash water; and training employees and subcontractors in proper cleaning procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment cleaning is performed. Limitations Even phosphate-free, biodegradable soaps have been shown to be toxic to fish before the soap degrades. Sending vehicles/equipment offsite should be done in conjunction with TC-1, Stabilized Construction Entrance/Exit. Implementation Other options lo washing equipment onsite include contracting with either an offsite or mobile commercial washing business. These businesses may be better equipped to handle and dispose of the wash waters properly. Performing this work offsite can also be economical by eliminating the need for a separate washing operation onsite. If washing operations are to take place onsite, then: Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Conlrol Non-Slormwater Management Control Waste Management and Materials Pollution Control 0 Legend: 0 Primary Objective l£] Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics 0 0 0 0 Potential Alternatives None November 2009 California Stomiwater BMP Handbook Construction www.casqa.org 1 of 3 Vehicle and Eciiiipment Cleaning NS-8 • Use phosphate-free, biodegradable soaps. • Educate employees and subcontractors on pollution prevention measures. » Do not permit steam cleanihg onsite. Steam cleaning can generate significant pollutant concentrates. • Cleaning of vehicles and equipment with soap, solvents or steam should not occur on the project site unless resulting wastes are fully contained and disposed of Resulting wastes should not be discharged or buried, and must be captured and recycled or disposed according to the requirements of WM-io, Liquid Waste Management or WM-6, Hazardous Waste Management, depending on the waste characteristics. Minimize use of solvents. Use of diesel for vehicle and equipment cleaning is prohibited. • All vehicles and equipment that regularly enter and leave the constmction site must be cleaned offsite. It When vehicle and equipment washing and cleaning must occur onsite, and the operation cannot be located vvithin a stmcture or building equipped vrith appropriate disposal facilities, the outside cleaning area should have thefollowing characteristics; Located away from storm drain inlets, drainage facilities, or watercourses Paved with concrete or asphalt and bermed to contain wash waters and to prevent rimort and mnoff - Configured with a sump to aUow collection and disposal of wash water - No discharge of wash waters to storm drains or watercourses Used only when necessary • When cleaning vehicles and equipment wdth water: - Use as little water as possible. High-pressure sprayers may use less water than a hose and should be considered - Use positive shutoff valve to minimize water usage Facility wash racks should discharge to a sanitary sewer, recycle system or other approved discharge system and must not discharge to the storm drainage system, watercourses, or to groundwater Costs cleaning vehicles and equipment at an offsite facUity may reduce overall costs for vehicle and equipment cleaning by eliminating the need to provide similar services onsite. When onsite cleaning is needed, the cost to eslabUsh appropriate facilities is relatively low on larger, long- duration projects, and moderate to high on smaU, short-duration projects. Niovembner 20i09 Cdiifornia Stormwater BMP Hiaridbdok 2"of f Construction www.casqa.org Vehicle and Equipment Cleaning NS-8 Inspection and Maintenance • Inspect and verify that activify-based BMPs are in place prior to the eommeneement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater dischar^es daily while non-stormwater discharges occur. • Inspection and maintenance is minimal, although some berm repair tnay be necessary. • Monitor employees and subcontractors throughout the duration ofthe construction project to ensure appropriate practices are being implemented. • Inspect sump regularly and remove liquids and sediment as needed. • Prohibit employees and subcontractors from washing personal vehicles and equipment on the construction site. References Stormwater Qualify Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 20GO. Svrisher, R.D. Surfactant Biodegradation, Marcel Decker Corporation, 1987. November 2Di(S§ CaliiWriia Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Vehicle and Equipment Fueling NS-9 Description and Purpose Vehicle equipment fueling procedures and practices are designed to prevent fuel spills and leaks, and reduce or eliminate contamination of stormwater. This can be accomplished by using offsite facilities, fueUng in designated areas only, enclosing or covering stored fuel, implementing spill controls, and training employees and subcontractors in proper fueling procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment fueling takes place. Limitations Onsite vehicle and equipment fueling should only be used where it is impractical to send vehicles and equipment offsite for fueling. Sending vehicles and equipment offsite should be done in conjunction with TC-l, Stabilized Construction Entrance/ Exit. Implementation • Use offsite fueUng stations as much as possible. These businesses arc better equipped to handle fuel and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate fueling area at a site. • Discourage "topping-off of fiiel tanks. • Absorbent spill cleanup materials and spUl kits should be available in fueling areas and on fueUng trucks, and should Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and Malerials Pollution Control 0 Legend: 0 Primary Objective M Secondary Objective Targeted Constituents Sediment Nutrients Trash Mefais Bacteria Oil and Grease 0 Organics Potential Aiternatives o None t.«IH)KMASr<Hl«lV.VriH November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 3 Vehicle and Equipment Fueling NS-9 be disposed of properly after use. • Drip pans or absorbent pads should be used during vehicle and equipment fiieling, unless the fueling is performed over an impermeable surface in a dedicated fueling area. • Use absorbent materials on smaU spills. Do not hose down or bury the spiU. Remove the adsorbent materials promptiy and dispose of properly. • Avoid mobile fueUng of mobile constmction equipment around the site; rather, transport the equipment to designated fueling areas. With the exception of tracked equipment such as bulldozers and large excavators, most vehicles should be able to travel to a designated area with little lost time. • Train employees and subcontractors in proper fueling and cleanup procedures. • When fueUng must take place onsite, designate an area away from drainage courses to be used. Fueling areas should be identified in the SWPPP. • Dedicated fueling areas should be protected from stormwater runon and mnoff, and should be located at least so ft away from downstream drainage faciUties and watercourses. Fueling must be performed on level-grade areas. • Protect fiieUng areas with berms and dikes to prevent mnon, runoff, and to contain spiUs. • Nozzles used in vehicle and equipment fueling should be equipped with an automatic shutoff to control drips. Fueling operations should not be left unattended. • Use vapor recovery nozzles to help control drips as weU as air pollution where required by Air Quality Management Districts (AQMD). • Federal, state, and local requirements should be observed for any stationary above ground storage tanks. Costs • All of the above measures are low cost except for the capital costs of above ground tanks that meet all local environmental, zoning, and fire codes. Inspection and Maintenance • Vehicles and equipment should be inspected each day of use for leaks. Leaks should be repaired immediately or problem vehicles or equipment should be removed from the project site. • Keep ample supplies of spiU cleanup materials Onsite. • Immediately clean up spills and properly dispose of contaminated soil and cleanup materials. \w November 2009 Caiifibmia Stormwater BMP Handbook 2 df 3 Construction www.casqa.org Vehicle and Equipment Fueling NS-9 References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater PoUution from Constmction Related Activities; Santa Clara VaUey Nonpoint Source PoUution Control Program, 1995- Coastal Nonpoint PoUution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. Stormwater Qualify Handbooks - Construction Site Best Management Practices (BMPs) Manual State of California Department of Transportation (Caltrans), November 2000. Stomiwatef Management for Construction Activities, Developing Pollution Prevention Plans and Best Mahagement Practices, EPA 832-R-92005; USEPA, April 1992. November 2009 fe^iffOrriia Stormwater BMP Handb^^ 3 of 3 Constroction www.casqa.org ^ Vehicle & Equipment Maintenance NS-10 V,,..-. Description and Purpose Prevent or reduce the contamination of stormwater resulting from vehicle and equipment maintenance by running a "dry and clean site". The best option would be to perform maintenance activities at an offsite facility. If this option is not available then work should be performed in designated areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately. Employees and subcontractors must be trained in proper procedures. Suitable Apptications These procedures are suitable on all constmction projects where an onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. Limitations Onsite vehicle and equipment maintenance should only be used where it is impractical to send vehicles and equipment offsite for maintenance and repair. Sending vehicles/equipment offsite should be done in conjunction with TC-i, Stabilized Construction Entrance/Exit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Act[\ities that can contaminate stormwater include engine repair and service, changing or replacement of fluids, and outdoor equipment storage and parking (engine fluid leaks). For further information on vehicle or eqmpment servicing, see NS-8, Vehicle and Equipment Cleaning, and NS-9, Vehicle and Categories EC SE TC WE NS m Erosion Controi Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and Materials Pollution Control 0 Legend: 0 Primary Objective S Secondary Objective Targeted Constituents Sediment Nutrients Trasti Metals Bacteria Oil and Grease Organics 0 0 0 0 Potential Alternatives None November 2009 California Stormwater BMP Handbool< Construction www.casqa.org 1 of 4 Vehicle BL Equiprnent Maintenance NS-10 Equipment FueUng. Implementation • Use offsite repair shops as much as possible. These businesses are better equipped to handle vehicle fluids and spiUs properly. Performing this work offsite can also be economical by eUminating the need for a separate maintenance area. • If maintenance must occur onsite, use designated areas, located away from drainage courses. Dedicated maintenance areas should be protected firom stormwater mnon and mnoff, and should be located at least 50 ft from downstream drainage faciUties and watercourses. • Drip pans or absorbent pads should be used during vehicle and equipment maintenance work that involves fluids, unless the maintenance work is performed over an impermeable surface in a dedicated maintenance area. • Place a stockpile of spfll cleanup materials where it vrill be readily accessible. • Ml fueling tmcks and fiieling areas are required to have spiU kits and/or use other spiU protection devices. • Use adsorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly. • Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. • Keep vehicles and equipment clean; do not allow excessive build-up of oil and grease. • Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, hydraulic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. • Train employees and subcontractors in proper maintenance and spill cleanup procedures. • Drip pans or plastic sheeting should be placed under all vehicles and equipment placed on docks, barges, or other stmctures over water bodies when the vehicle or equipment is planned to be idle for more than 1 hour. • For long-term projects, consider using portable tents or covers over maintenance areas if maintenance cannot be performed offerte. • Consider use of new, alternative greases and lubricants, such as adhesive greases, for chassis lubrication and fifth-wheel lubrication, • Properly dispose of used oils, fluids, lubricants, and spiU cleanup materials. • Do not place used oil in a dumpster or pour into a storm drain or watercourse. • Properly i^spose of or recycle used batteries. • Do not bury used tires. November 2009 California StorrriWater BMP H&ndbook ~ 2 of 4 Construction www.casqa.org Vehicle 81 Equipment Maintenance NS-10 • Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. Seifer Altemative Products • Consider products that are less toxic or hazardous than regular products. These products are often sold under an "envhonmentaUy friendly" label. • Consider use of grease substitutes for lubrication of truck fifth-wheels. FoUow manufacturers label for details on specific uses. • Consider use of plastic friction plates on truck fifth-wheels in Ueu of grease. FoUow manufacturers label for details on specific uses. Waste fJcduction Parts are often cleaned using solvents such as trichloroethylene, trichloroethane, or methylene chloride. Many of these cleaners are listed in California Toxic Rule as priorify pollutants. These materials are harmful and must not contaminate stormwater. They must be disposed of as a hazardous waste. Reducing the number of solvents makes recycling easier and reduces hazardous waste management costs. Often, one solvent can perform a job as weU as two different solvents. Also, if possible, eUminate or reduce the amount of hazardous materials and waste by substituting non-hazardous or less hazardous materials. For example, replace chlorinated organic solvents vrith non-chlorinated solvents. Non-chlorinated solvents like kerosene or mineral spirits are less toxic and less expensive to dispose of properly. Check the list of active ingredients to see whether it contains chlorinated solvents. The "chlor" term indicates that the solvent is chlorinated. Also, try substituting a vrirebmsh for solvents to clean parts. Recycling and Disposal Separating wastes allows for easier recycling and may reduce disposal costs. Keep hazardous wastes separate, do not mix used oil solvents, and keep chlorinated solvents (Uke,- trichloroethane) separate from non-chlorinated solvents (Uke kerosene and mineral spirits). Promptly transfer used fluids to the proper waste or recycling dmms. Don't leave fuU drip pans or other open containers lying around. Provide cover and secondary containment until these materials can be removed from the site. oa filters can be recycled. Ask your oU supplier or recycler about recycling oil filters. Do not dispose of extra paints and coatings by dumping liquid onto the ground or throwing it into dumpsters. Allow coatings to diy or harden before disposal into covered dumpsters. Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries, even ifyou think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Costs All of the above are low cost measures. Higher costs are incurred to setup and maintain onsite maintenance areas. November 2009 California Stomiwater BMP Handbook " ' 3 of 4 Construction www.casqa.org Vehicle & Equipment Maintenance NS-10 Inspection and Naintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated vrith the BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs stibject to non-stormwater discharges daily while non-stormwater discharges occur. • Keep ample supplies of spill cleanup materials onsite. • Maintain waste fluid containers in leak proof condition. • Vehicles and equipment should be inspected on each day of use. Leaks should be repaired immediately or the problem vehicle(s) or equipment should be removed from the project site, • Inspect equipment for damaged hoses and leaky gaskets routinely. Repair or replace as needed. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater PoHution from Constmction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995. ' ^mm^ Coastal Nonpoint Pollution Control Program; Program Development and Approval Guidance, Working Group, Working Paper; USEPA, April 1992. Stormwater Qualify Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. INlbverhber 2009 Cali^la Stdrmwater BMP Handfelo^^ .. mmmammmmmm^^ Construction www.casqa.org Concrete Curing NS-12 Description and Purpose Concrete curing is used in the construction of stmctures such as bridges, retaining walls, pump houses, large slabs, and structured foundations. Concrete curing includes the use of both chemical and water methods. Concrete and its associated curing materials have basic chemical properties that can raise the pH of water to levels outside ofthe permitted range. Discharges of stormwater and non-stormwater exposed to concrete during curing may have a high pH and may contain chemicals, metals, and fines. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to detennine your project's risk level and ifyou are subject to these requirements). Proper procedures and care should be taken when managing concrete curing materials to prevent them from coming into contact with stormwater flows, which could result in a high pH discharge. Suitable Applications Suitable apphcations include all projects where Portland Cement Concrete (PCC) and concrete curing chemicals are placed where they can be exposed to rainfaU, runoff from other areas, or where runoff from the PCC wiU leave the site. Categories EC SE TC WE NS WM Erosion Conlrol Sediment Control Tracking Control Wind Eroskm Control Non-Stormwaler Managemenl Conlrol Waste Managemenl and Materials Pollution Control 0 0 Legend: 0 Primary Category HI Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics 0 0 0 Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 3 Concrete Curing NS-12 Limitations • Runoff contact with concrete waste can raise pH levels ih the wafer to enyiicbnmentally harmful levels and trigger permit violations. Imptementaiion Chemical (^ttrirtg • Avoid over spray of curing compounds. • Minimize the drift by applying the curing compound close to the concrete surface. Apply an amount of compound that covers the surface, but does not allow any runoff of the compound. • Use proper storage and handling techniques for concrete curing compounds. Refer to WM- 1, Material Delivery and Storage. • Protect drain inlets prior to the application of curing compounds, • Refer to WM-4, Spill Prevention and Control. Water Curing for Bridge Decks, Retaining Walls, and other Structures • Direct cure water away from inlets and watercourses to collection areas for evaporation or other means of removal in accordance vrith all applicable permits. See WM-8 Concrete Waste Management. • Collect cure water at the top of slopes and transport to a concrete waste management area in a non-erosive manner. See EC-g Earth Dikes and Drainage Swales, EC-io, Velocity Dissipation Devices, and EC-ii, Slope Drains. • UtiUze wet blankets or a similar method that maintains moisture while minimizing the use and possible discharge of water, Education • Educate employees, subcontractors, and suppUers on proper concrete curing techniques to prevent contact with discharge as described herein, • Arrange for the QSP or the appropriately trained contraetor's superintendent or representative to oversee and enforce concrete curing procedures. Costs All of the above measures are generally low cost. Inspection and Maintenance • Inspect and verify that activify-based BMPs are in place prior to the commencement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated prefect type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. November 2009 California Sttirmwatier BMP Handbook 2 of 3 Cqnsbcuction www.casqa.org Concrete Ciiring NS-12 • Inspect BMPs subject to non-stormwater discharges daily whUe non-stormwater discharges occur. • Satnple non-stormwatesr discharges and stormwater ranoff that contacts uncured and partially cured concrete as required by the General Permit. • Ensuye that employees and subcontractors implement appropriate measures for storage, handling, and use of curing compounds. • Impect cure containers and spraying equipment for leaks. References Blue Print for a Clean Bay-Constmction-Related Industries; Best Management Practices for Stormwater Pollution Prevention; Santa Clara Valley Non Point Source Poilution Control Program, 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Management for Construction Activities, Developing Poliution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. Erosion and Sediment Control Manual, Oregon Department of Enrironraental Quality, February 2005. November 2009 California Stormwater BMP Handbook 3 of 3 Cbnistruction www.casqa.org storm Drain Inlet Protection SE-10 Description and Purpose Storm drain inlet protection consists of a sediment filter or an impounding area in, around or upstream of a storm drain, drop inlet, or curb inlet. Storm drain inlet protection measures temporarily pond runoff before it enters the storm drain, allowing sedimenl lo settle. Some filter configurations also remove sediment by filtering, but usually the ponding action results in the greatest sediment reduction. Temporary geotextile storm drain inserts attach underneath storm drain grates to capture and filter storm water. Suitable Applications Eveiy storm drain inlet receiving runoff from unstabiUzed or otherwise active work areas should be protected. Inlet protection should be used in conjunction vrith other erosion and sediment controls to prevent sediment-laden stormwater and non-stormwater discharges from entering the storm drain system. Limitations • Drainage area should not exceed i acre. • In general straw bales should not be used as inlet protection. • Requires an adequate area for water to pond without encroaching into portions of the roadway subject to traffic. Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Conlrol Non-Slormwater Management Control Waste Management and Materials Pollution Control 0 Legend: 0 Primary Category m Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics 0 13 Potential Alternatives SE-1 Silt Fence SE-5 Fiber Roils SE-6 Gravel Bag Benm SE-8 Sandbag Banier SE-14 Biofilter Bags November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 10 Storm Drain Inlet Protection SE-10 • Sediment removal may be inadequate to prevent sediment discharges in high flow conditions or if mnoff is heavily sediment laden. If high flow conditions are expected, use other onsite sediment trapping techniques in conjunction vrith inlet protection. • Frequent maintenance is required. • Limit drainage area to i acre maximum. For drainage areas larger than i acre, mnoff should be routed to a sediment-trapping device designed for larger flows. See BMPs SE-2, Sediment Basin, and SE-3, Sediment Traps. • Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected, and overflow capability is needed. Implementation GcncraZ Inlet control measures presented in this handbook should not be used for inlets draining more than one acre. Runoff from larger disturbed areas should be first routed through SE-2, Sediment Basin or SE-3, Sediment Trap and/or used in conjunction with other drainage control, erosion control, and sediment control BMPs to protect the site. Different types of inlet protection are appropriate for different applications depending on site conditions and the type of inlet. Alternative methods sure available in addftion to the methods described/shown herein such as prefabricated inlet insert devices, or gutter protection devices. Design and Layout Identify existing and planned storm drain inlets that have the potential to receive sediment- laden surface mnoff. Determine if storm drain inlet protection is needed and which method to use. The key to successful and safe use of storm drain inlet protection devices is to know where ranoff that is directed toward the inlet to be protected vrill pond or be diverted as a result of instaUing the protection device. - Determine the acceptable location and extent of ponding in the vicinity ofthe drain inlet. The acceptable location and extent of ponding wiU influence the type and design of the storm drain inlet protection device. - Determine the extent of potential mnoff diversion caused by the storm drain inlet protection device. Runoff ponded by inlet protection devices may flow around the device and towards the next downstream inlet. In some cases, this is acceptable; in other cases, serious erosion or downstream property damage can be caused by these diversions. The possibility of runoff diversions wiU influence whether or not storm drain inlet protection is suitable; and, if suitable, the type and design ofthe device. The location and extent of ponding, and the extent of diversion, can usually be controlled through appropriate placement of the inlet protection device. In some cases, moving the inlet protection device a short distance upstream of the actual inlet can provide more efficient sediment control, Umit ponding to desired areas, and prevent or control diversions. November 2009 California Stormwater BMP Handbook 2 of 10 Construetion www.casqa.org Storm Drain Inlet Protection SE-10 • Six types of inlet protection are presented below. However, it is recognized that other effective methods and proprietary devices exist and may be selected. - Silt Fence: Appropriate for drainage basins with less than a 5% slope, sheet flows, and flows under 0.5 cfs. - Excavated Drop Inlet Sediment Trap: An excavated area around the inlet to trap sediment (SE-3). - Gravel bag barrier; Used to create a smaU sediment trap upstream of inlets on sipped, paved streets. Appropriate for sheet flow or when concentrated flow tnay exceed o^sxii^ and where overtopping is required to prevent flooding. Block and Gravel Filter: Appropriate for flows greater than 0.5 cfs. - Temporary GeotextUe Storm drain Inserts: Different prodiicts provide different features. Refer to manufacturer details for targeted pollutants and additional features. - Biofilter Bag Barrier: Used to create a small retention area upstream of inlets and can be located on pavement or soil. Biofilter bags slowly filter mnoff allowing sediment to settle out. Appropriate for flows under 0.5 cfs. • Select the appropriate t3^e of inlet protection and design as referred to or as described in this fact sheet. • Provide area around the inlet for water to pond without flooding stmctures and property. • Grates and spaces around all inlets should be sealed to prevent seepage of sediment-laden water. • Excavate sediment sumps (where needed) 1 to 2 ft with 2:1 side slopes around the inlet. InstaHatlon • DI Protection Type 1 - StZt Fence - Similar to constracting a silt fence; see BMP SE-i, Silt Fence. Do not place fabric underneath the inlet grate since the coUected sediment may fall into the drain inlet when the fabric is removed or replaced and water flow through the grate will be blocked resulting in flooding. See typical Type 1 installation details at the end of this fact sheet. 1. Excavate a trench approximately 6 in. wide and 6 in. deep along the line of the silt fence inlet protection device. 2. Place 2 in, by 2 in. wooden stakes around the perimeter of the inlet a maximum of 3 ft apart and drive them at least 18 in. into the ground or 12 in. below the bottom ofthe trench. The stakes should be at least 48 in. 3. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE-i, Silt Fence, for detaUs. The maximum silt fence height around the inlet is 24 in. 4. Staple the filter fabric (for materials and specifications, see SE-i, Silt Fence) to wooden stakes. Use heavy-duty vrire staples at least 1 in. in length. November :^009 California Stormwater BMP Handbook 3 of 10 Construction www.casqa.org storm Drain Inlet Protection SE-10 5. Backfill the trench vrith gravel or compacted earth all the way around. • Dt Protection Type at - Excavated Drop Inlet Sediment Trap - InstaU filter fabric fence in accordance with DI Protection Type 1. Size excavated trap to provide a minimum storage capacity calculated at the rate 67 yds/acre of drainage area. See typical Type 2 instaUation details at the end of this fact sheet. • DI Protection Type 3 - Gravet bag - Flow from a severe storm should not overtop the curb. In areas of high clay and silts, use filter fabric and gravel as additional filter media. Construct gravel bags in accordance with SE-6, Gravel Bag Berm. Gravel bags shouldbe used due to their high permeability. See typical Type 3 installation details at the end of this fact sheet. 1. Constmct on gently sloping street. 2. Leave room upstream of barrier for water to pond and sediment to settle. 3. Place several layers of gravel bags * overlapping the bags and packing them tightly together. 4. Leave gap of one bag on the top row to serve as a spiUway. Flowfrom a severe storm (e.g., 10 year storjn) should nOt overtop the curb. • DI Protection Type 4 - Block and Gravel Filter - Block and gravel filters are suitable for curb inlets commonly used in residential, commercial, and industrial constmction. See typical T^pe 4 installation detaUs at the end of this fact sheet. 1. Place hardware cloth or comparable wire mesh with 0.5 in. openings over the drop inlet so that the vrire extends aihinimum of 1 ft beyond each side ofthe inlet structure. If more than one strip is necessary, overiap the strips. Place woven geotextile over the wire mesh. 2. Place concrete blocks lengthwise on their sides in a single row around the perimeter of the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks should abut. The height of the barrier can be varied, depending on design needs, by stacking combinations of blocks that are 4 in,, 8 in,, and 12 in. \ride. The row of blocks should be at least iz in, but no greater than 24 in. high. 3. Place vrire mesh over the outside vertical face (open end) of tiie concrete blocks to prevent stone from being washed through the blocks. Use hardware cloth or comparable vrire mesh vrith 0.5 in. opening. 4. Pile washed stone against the wire mesh to the top ofthe blocks. Use 0.75 to 3 in. • DI Protection Type 5 - Temporary Geotextile Insert (proprietary) ~ Many types of temporary inserts are available. Most inserts fit underneath the grate of a drop inlet or inside of a curb inlet and are fastened to the outside of the grate or curb. These inserts are removable and many can be cleaned and reused. InstaUation of these inserts differs between manufacturers. Please refer to manufacturer instruction for installation of proprietary devices. November 2009 Califertiia Storrnwater BMP Handbook 4 of 10 Construction www.casqa.org storm Drain Inlet Protection SE-10 # DI Protection Type 6 - Biofilter ha^ - Biofilter bags may be used as a substitute for gravel bags in low-flow situations. Biofilter bags should confonn to specifications detaUed in SE-14, Biofilter bags. 1. Constmct in a gently sloping area. 2. Biofilter bags should be placed around inlets to intercept runoff flows. 3. All bag joints should overlap by 6 in. 4. Leave room upstream for water to pond and for sediment to settle out 5. Stake bags to the ground as described in the foUowing detail. Stakes may be omitted if bags are placed on a paved surface. Costs • Average annual cost for installation and maintenance of DI Type 1-4 and 6 (one year useful life) is $200 per inlet. • Temporary geotextile inserts are proprietary and cost varies by region. These inserts can often be reused and may have greater than 1 year of use if maintained and kept undamaged. Averageeost per insert ranges from $50-75 plus instaUation, but costs can exceed $100, This cost does not include maintenahce. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level; It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Silt Fences. Ifthe fabric becomes clogged, torn, or degrades, it should be replaced. Make sure the stakes are securely driven in the ground and are in good shape (i.e., not bent, cracked, or splintered, and are reasonably perpendicular to the ground). Replace damaged stakes. At a minimum, remove the sediment behind the fabric fence when accumulation reaches one-third the height of the fence or barrier height. • Gravel Filters. If the gravel becomes clogged wth sediment, it should be carefully removed from the inlet and either cleaned or replaced. Since cleaning gravel at a construction site may be difficult, consider using the sediment-laden stone as fill material and put fresh stone around the inlet. Inspect bags for holes, gashes, and snags, and replace bags as needed. Check gravel bags for proper arrangement and displacement. • Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sedimeiit should be removed when the sediment accumulation reaches one-third of the barrier height. • Inspect and maintain temporary geotextile insert devices according to manufacturer's specifications. • Remove storm drain inlet protection once the drainage area is stabiUzed. November 2009 Galifornia Stormwater Bi>lP' Handbook ^^fj^ Construction www.casqa.org storm Drain Inlet Protection SE-10 - Clean and regrade area around the inlet and clean the inside of the stortn drain inlet, as it should be free of sediment and debris at the time of final inspection. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Califomia Department of Transportation (Caltrans), March 2003. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005, November 2009 California Stormwater BMP Handbook 6 of 10 Construction www.casqa.org storm Drain Inlet Protection SE-10 . f I ;y / GeotextiLe 3'onket 24"± )—S'.it • GTce pe' SE' 01 SECTION A-A X r A I- Sheet flow I , ^toM.. 1. Less thon j 1 ocre j iii /-6" Win ,/ cverlop ot ends of silt fence. PLAN _..^-.-~-Gsotex!ile Blanket *—'S'lt Fence per SE-01 Dl PROTECTION TypF "TTcrrTO SCALE NOTES; ! For use in orecs v.-.here grading has been cornpietec and final soil stobiii^ation ond seeding ore pending, 2, Net cpplicable in paved orecs. 3, Net opplicoble with concentrated flows. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 7 of 10 storm Drain Inlet Protection SE-10 /—Stabilize crec ond / grode unifonnly / cound perimeter ^-Geotextile / Blanket Mtn Nofe: Remove sedimen before reoching one-third full. )-*"5vii fence Per SE-01 112 Min [24" Max Section A-A Concentrated flow Rock filter(use if flow is concenIrated) :>i.-n — Edge of sediment trap Drain in iet A y Biar«et Sift fenee Par SE-01 Di PROTEC TION "YPE 2 ' Notes 1. For jse in cleo'-ed and g-'ubbed and in graded oreos. 2. Shape bosin so thot longest inflow crea faces longest length of trop. 3. For concentrated flows, shape bosin in 2:1 ratio with length oriented towords direction of flow. November 2009 Califorriia Stbrmwater BMP Miahdbook Construction www.casqa.org 8 of to Storm Drain Inlet Protection SE-10 ^ rlovi - ./^^ -Edp; Otil Pavement /// \ I Spin way, '-bog riiqfi - rrPICAL PROTECTION FOR IKLEJ ON SJMP \_ Sorcbugs 2-ocas hiqh rFdae ol Pavement • ^ mm Flow ^2 Sfi!i(fiVQ:5?i- 1-tJOg high 'YPICAL PROTECTION FOR INLET ON GRADE Sandbogs 2—bags high NOTES: 1. Intended for shorl -terrn use. 2. Use to inhibit non-storm water flow. 5. Allow for proper mcintenonce ond cleanup. 4. Bogs must be 'emoved after odjocent operotTon is comple'ed 5, Not applicable ir areos witl-i high silts and clays without ntler fabric. Dl PROTECTION TYPE 3 Ndvember 2009 California Stormwater BMP Handbook Construction www.casqa.org 9 of 10 SE-10 Concrete ock iQiQ. ienqtnwise on sides © perimeter of open c^dwcre cloth wire mesi" Rune- with sediment - Filte 1 wQfe V- Hordwore cCotft- ' \ v/ire rresh PRO ION TYPE ^ NOT 10 SCAU: NQvember 2009 Fiber Rolls se-5 Description and Purpose A fiber roll consists of straw, coir, or other biodegradable materials bound into a tight tubular roll wrapped by netting, which can be photodegradable or natural. Additionally, gravel core fiber rolls are available, which contain an imbedded ballast material such as gravel or sand for additional weight when staking the rolls are not feasible (such as use as inlet protection). When fiber rolls are placed at the toe and on the face of slopes along the contours, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the rutioff (through sedimentation). By interrupting the length of a slope, fiber rolls can also reduce sheet and rill erosion until vegetation is established. Suitable Applications Fiber rolls may be suitable: • Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread mnoff as sheet flow. • At the end of a downward slope where it transitions to a steeper slope. • Along the perimeter of a project. • As check dams in unlined ditches with minimal grade. • Down-slope of exposed soil areas. • At operational storm drains as a form of inlet protection. Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Confrol Waste Management and Materials Pollution Control 0 Legend; Primary Category Secondary Category Targeted Constituents Sediment Nutnents Trash Metals Bacteria Oil and Grease Organics m Potential Alternatives SE-1 Silt Fence SE-6 Gravel Bag Berm SE-8 Sandbag Banier SE-14 Biofilter Bags CAIlK)llNrA»TOR.S«VATIil( November 2009 California Stormwater BMP Handbook Construction www.casqa.org I of S Fiber Rolls SE-5 • Around ternporary stockpiles. Limitations • Fiber rolls are not effective unless trenched in and staked. • Not intended for use in high flow situations. • Difficult to move once saturated. • If not properly staked and trenched in, fiber rolls could be transported by high flows. • Fiber rolls have a very limited sediment capture zone. • Fiber rolls should not be used on slopes subject to creep, slumping, or landslide. • Rolls typically function for 12-24 months depending upon local conditions. Impiententation Fiber Roll Materials m Fiber rolls should be prefabricated. • Fiber rolls may come manufactured containing polyacrylamide (PAM), a flocculiatihg agent within the roll. Fiber rolls impregnated with PAM provide additional sediment removal capabilities and should be used in areas with fine, clayey or silty soils to provide additional sediment removal capabilities. Monitoring may be required for these installations. • Fiber rolls are made fi-om weed fi-ee rice straw, flax, or a similar agricultural material bound into a tight tubular roll by netting. • Typical fiber rolls vary in diameter from 9 in. to 20 in. Larger diameter rolls are available as well. /TtstaZIation • Locate fiber rolls on level contours spaced as follows: Slope inclination of 4:1 (H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. - Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum interval of 15 ft. (a closer spacing is more effective). Slope inclination 2:1 (H:\0 or greater: Fiber Rolls should be placed at a maximum interval of 10 ft. (a closer spacing is more effective). • Prepare the slope before beginning installation. • Dig small trenches across the slope on the contour. The trench depth should be V4 to ii/3 of the thickness of the roll, and the width should equal the roll diameter, in order to provide area to backfill the trench. November 2009 California Stormwater BMP Handbook 2 of 5 Construction www.casqa.org Fiber Rolls SE-5 • It is critiisal that rolls are installed perpendicular to water movement, and parallel to the slope totttour. • Start building trenches and installing rolls from the bottom of the slope and work up. • It is recommended that pilot holes be driven through the fiber roll. Use a straight bar to drive holes through the roll and into the soil fbr the wooden stakes. • Turn the ends of the fiber roll up slope to prevent runoff from going around the roll. • Stake fiber rolls into the trench. - Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. - Use wood stakes with a nominal classification of 0.75 by 0.75 in. and minimum length of 24 in. • If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted. • See typical fiber roll installation details at the end of this fact sheet. Removal • Fiber rolls can be left in place or removed depending on the type of fiber roll and application (temporary vs. permanent installation), Typically, fiber rolls encased with plastic netting are used for a temporary application because the netting does not biodegrade. Fiber rolls used in rm a permanent application are typically eticased with a biodegradeable material and are left in E^ place. Removal of a fiber roll used in a permanent application can result in greater disturbance, • Temporary installations should only be removed when up gradient areas are stabilized per General Permit requirements, and/or pollutant sources no longer present a hazard. But, they should also be removed before vegetation becomes too mature so that the removal process does not disturb more soil and vegetation than is necessar>'. Costs Material costs for regular fiber rolls range from $20 - $30 per 25 ft roll. Material costs for PAM impregnated fiber rolls range between 7.oo-$9.oo per linear foot, based upon vendor research. Inspection and Maintenance • BMPs must be inspected in aecordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Repair or replace split, torn, unraveling, or slumping fiber rolls. • If the fiber roil is used as a sediment captxire device, or as an erosion control device to maintairi sheet flows, sediment that accumulates in the BMP should be periodically removed November 20)09 Califorriia StGrmw^ter BMP Handbook 3 of iS Cofistructton www.easqa.org Fiber Rolls SE-5 in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-third the designated sediment storage depth. • If fiber rolls are used for erosion control, such as in a check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment control BMPs will likely be required in conjunction with this type of application. • Repair any rills or gullies promptly. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. rjovember 2009 Caiifornia Stormwater BMP Handbook 4 of 5 Construction www.casqa.org Fiber Rolls SE-5 Note: Instoli fiber roll along o level centaur. Verticoi spacing meosiiired along the face Q' the slope vories between 10' and 20' .Jnstoll 0 fiber roll neor siope where it trcnsitions into Q steeper siope TYPICAL n,B£R ROLL INSTALLATION — Fiber roll Sit m IV. J/4" X 3/4" vjocci stokes rr-iQx 4' spocing FNTRENCHMFNT DETAIL N.T.S. November 2009 California Stormwater Br># Maridbioc^fe Construction www.casqa.org 5 of 5 Gravel Bag Berm SE-6 Description and Purpose A gravel bag berm is a series of gravel-filled bags placed on a level contour to intercept sheet flows. Gravel bags pond sheet flow runoff, allowing sediment to settle out, and release runoff slowly as sheet flow, preventing erosion. Suitaiyle Applications Gravel bag berms may be suitable: • As a linear sediment control measure: - Below the toe of slopes and erodible slopes - As sediment traps at culvert/pipe outlets - Below other small cleared areas - Along the perimeter of a site Down slope of exposed soil areas - Around temporary stockpiles and spoil areas - Parallel to a roadway to keep sediment off paved areas Along streams and channels • As a linear erosion control measure: - Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. Categories EC Erosion Control m SE Sedimenl Control TC Tracking Conlrol WE Wind Erosion Control NS Non-StomlWaler NS Managemenl Conlrol WM Waste Management and WM Materials Pollution Conlrol Legend: 0 Primary Category HI Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil arid Grease Organics m PotiBiitial Alternatives SE-1 Sill Fence SE-5 Fiber Roll SE-8 Sandbag Barrier SE-14 Biofilter Bags California Stormwater BMf* Handbook Construction Www.casqa.org 1 of 4 Gravel Baa Semi SE-6 - At the top of slopes to divert runoff away from disturbed slopes. - As chevroils (small check dams) across mildly sloped construction roads. For use check dam use in channels, see SE-4, Check Dams. Limitations • Gravel berms may be difficult to remove. • Removal problems limit their usefulness in landscaped areas. • Gravel bag berm may not be appropriate for drainage areas greater than 5 acres. • Runoff will pond upstream of the berm, possibly causing flooding if sufficient space does not exist. • Degraded gravel bags may rupture when removed, spilling contents. • Installation can be labor intensive. • Durability of gravel bags is somewhat limited and bags may need to be replaced when installation is required for longer than 6 months. • Easily damaged by construction equipment. • When used to detain concentrated flows, maintenance requirements increase. implementation General A gravel ba:g berm consists of a row of open gradied gravel-filled bags placed on a level contour. When appropriately placed, a gravel bag berm intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding allovi^s sediment to settle. The open graded gravel in the bags is porous, which allows the ponded runoff to flow slowly through the bags, releasing the runoff as sheet flows. Gravel bag berms also interrupt the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets, which erode rills, and ultimately gullies, into disturbed, sloped soils. Gravel bag berms are similar to sand bag barriers, but are more porous. Generally, gravel bag berms should be used in conjunction with temporary soil stabilization controls up slope to provide effective erosion and sediment control. Design and Layout • Locate gravel bag berms on level contours. • When used for slope interruption, the fbllowing slope/sheet flow length combinations apply: - Slope inclination of 4:1 (H;V) or flatter: Gravel bags should be placed at a maximum interval of 20 ft, with the first row near the slope toe. - Slope inclination between 4:1 and 2:1 (H:V): Gravel bags should be placed at a raaximimi interval of 15 ft. (a closer spacing is more effective), with the first row near the slope toe. November 20S^ California Stormwater BMP ti 2 of 4 Construction www.casqa.org Gravel Bag Berm SE-S Slope inclination 2:1 (H:V) or greater: Gravel bags should be placed at a maximum interval of 10 ft. (a closer spacing is more effective), with the first row near the slope toe. • Tum the ends ofthe gravel bag barriers up slope to prevent runoff from going around the berm. • Allow sufficient space up slope from the gravel bag berm to allow ponding, and to provide room for sediment storage. • For installation near the toe of the slope, gravel bag barriers should be set back fi-om the slope toe to facilitate cleaning. Where specific site conditions do not allow for a set-back, the gravel bag barrier may be constructed on the toe of the slope. To prevent flows behmd the barrier, bags can be placed perpendicular to a berm to serve as cross barriers. • Drainage area should not exceed 5 acres. • In Non-Traffic Areas: - Height = 18 in. maximum - Top width = 24 in. minimum for three or more layer construction - Top width = 12 in. minimum for one or two layer construction - Side slopes = 2:1 (H:V) or flatter • In Construction Traffic Areas: - Height = 12 in. maximum - Top width = 24 in. minimum for three or more layer construction. - Top width = 12 in. minimum for one or two layer construction, - Side slopes = 2:1 (H:V) or flatter. • Butt ends of bags tightly. • On multiple row, or multiple layer construction, overlap butt joints of adjacent row and row beneath. • Use a pyramid approach when stacking bags. MaferiaZs • Bag Material: Bags should be woven polypropylene, polyethylene or polyamide fabric or burlap, minimum unit weight of 4 ounces/ydS Mullen burst strength exceeding 300 Ib/in^ m conformance with the requirements in ASTM designation D3786, and ultraviolet stability exceeding 70% in conformance with the requirements in ASTM designation D4355. Noiember 2009 California Storrtivw^ter BhIP ^^and&Qk 3 of 4 Construction www.casqa.org Gravel Bag Berm SE-6 • Bag Size: Each gravel-filled bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approximately 33 lbs. Bag dimensions are nominal, and may vary based on locally available materials. • Fill Material: Fill material should be 0.5 to 1 in. crushed rock, clean and free from clay, organic matter, and other deleterious material, or other suitable open graded, non-cohesive, porous gravel. Costs Material costs for gravel bags are average and are dependent upon material availability. $2.50- 3.00 per filled gravel bag is standard based upon vendor research. inspection and Maintenance • BMPs must be inspeeted in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, priorto forecasted rain events, daily during extended rain events, and after tbe conclusion of rain events. • Gravel bags exposed to sunlight will need to be replaced every two to three months due to degrading of the bags. • Reshape or replace gravel bags as needed. • Repair washouts or other damage as needed. • Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier heights • Remove gravel bag berms when no longer needed and recycle gravel fill whenever possible and properly dispose of bag material. Remove sediment aceumulation and clean, re-grade, and stabilize the area. References Handbook of Steel Drainage and Highway Construction, American Iron and Steel Institute, 1983. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Pollution Plan Handbook, First Edition, State of California, Department of Transportation Division of New Technology, Materials and Research, October 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental QuaHty, February 2005. NoviBmbfer 2009 ^^^^^^^^^ ' (^ 4 of 4 Construction www.casqa.org street Sweeping and Vacuuming SE-7 Categories Description and Purpose Street sweeping and vacuuming includes use of self-propelled and walk-behind equipment to remove sediment from streets and roadways, and to clean paved surfaces in preparation for final paving. Sweeping and vacuuming prevents sediment from the project site from entering storm drains or receiving waters. Suitable Applications Sweeping and vacuuming are suitable anywhere sediment is tracked from the project site onto public or private paved streets and roads, typically at points of egress. Sweeping and vacuuming are also applicable during preparation of paved surfaces for final paving. Limitations Sweeping and vacuuming may not be effective when sediment is wet or when tracked soil is caked (caked soil may need to be scraped loose). Implementation • Controlling the number of points where vehicles can leave the site will allow sweeping and vacuuming efforts to be focused, and perhaps save money. • Inspect potential sediment tracking locations daily. • Visible sediment tracking should be swept or vacuumed on a daily basis. • Do not use kick brooms or sweeper attachmen ts. These tend to spread the dirt rather than remove it. EC Erosion Control SE Sediment Control El TC Tracking Control m WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ID Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics m 0 0 Potential Alternatives None N6*ember 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 Of 2 street Sweeping and Vacuuming SE-7 • If not mixed with debris or trash, consider incorporating the removed sediment back i nto theproject Costs Rental rates for self-propelled sweepers vary depending on hopper size and duration of rental. Expect rental rates from $58/hour (3 yds hopper) to $88/hour {9 yds hopper), plus operator costs. Hourly production rates vary vyith the amount of area to be swept and amount of sediment. Match the hopper size to the area and expect sediment load to minimize time spent dumping. Inspection and Maintenance • Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non-rainy season. • When actively in use, points of ingress and egress must be inspected daily. • When tracked or spilled sediment is observed outside the construction limits, it must be removed at least daily. More frequent removal, even continuous removal, may be required in some jurisdictions. • Be careful not to sweep up any unknown substance or any object that may be potentially hazardous. • Adjust brooms frequently; maximize effieiency of sweeping operations. • After sweeping is finished, properly dispose of sweeper wastes at an approved dumpsite. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Galifornia Department of Transportation (Caltrans), November 2000. Labor Surcharge and Equipment Rental Rates. State of California Department ofTransportation (Caltrans), April 1, 2002 - March 31, 2003. November 2009 California Stormwater BMP Handbook 2 of 2 ^-mf^ Construction www.casqa.org c Sandbag Barrier SE-8 Sr Description and Purpose A sandbag barrier is a series of sand-filled bags placed on a level contour to intercept or to divert sheet flows. Sandbag barriers placed on a level contour pond sheet flow runoff, allowing sediment to settle out. Suitable Applications Sandbag barriers may be suitable: • As a linear sediment control measure: - Below the toe of slopes and erodible slopes. - As sediment traps at culvert/pipe outlets. Below other small cleared areas. Along the perimeter of a site. Down slope of exposed soil areas. Around temporary stockpiles and spoil areas. Parallel to a roadway to keep sediment off paved areas. Along streams and channels. • As linear erosion control measure: - Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control Non-Stormwater El NS Management Control ^ Waste Management and Materials Pollution Control Legend: Primary Category HI Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics 0 Potential Alternatives SE-1 Silt Fence SE-5 Fiber Rolls SE-6 Gravel Sag Berm SE-14 Biofilter Bags November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 6 Sandbag Barrier SE-8 - At the top of slopes to divert runoff away from disturbed slopes. - As check darns across mildly sloped construction roads. LImitatioits • It is necessary to Hmit the drainage area upstreara of the barrier to 5 acres. • Sandbags are not intended to be used as filtration devices. • Easily damaged by construction equipment. • Degraded sandbags may rupture when removed, spilling sand. • Sand is easily transported by runoff if bag is damaged or ruptured. • Installation can be labor intensive. • Durability of sandbags is somewhat limited and bags may need to be replaced when installation is required for longer than 6 months. When used to detain concentrated flows, maintenance requirements increase. • Burlap should not be used for sandbags. Imptementation General A sandbag barrier consists of a row of sand-filled bags placed on a level contour. When appropriately placed, a sandbag barrier intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding allows sediment to settle. Sand-filled bags have limited porosity, which is fiirther limited as the fine sand tends to quickly plug with sediment, limiting or completely blocking the rate of flow through the barrier. If a porous barrier is desired, consider SE-i, Silt Fence, SE-5, Fiber Rolls, SE-6, Gravel Bag Berms or SE-14, Biofilter Bags. Sandbag barriers also interrupt the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets which erode rills, and ultimately gullies, into disturbed, sloped soils. Sandbag barriers are similar to gravel bag berms, but less porous. Generally, sandbag barriers should be used in conjunction with temporary soil stabiKzation controls up slope to provide effective erosion and sediment control. Design and Layout m Locate sandbag barriers on a level contour. • When used for slope interruption, the following slope/sheet flow length combinations apply: - Slope inclination of 4:1 (H: V) or flatter: Sandbags should be placed at a maxiraum interval of 20 ft, with the first row near the slope toe. - Slope inclination between 4:1 and 2:1 (H:V): Sandbags should be placed at a maximum interval of 15 ft. (a closer spacing is more effective), with the first row near the slope toe. Slope inclination 2:1 (H:V) or greater: Sandbags should be placed at a maximum interval of 10 ft. (a closer spacing is more effective), with the first row near the slope toe. November 2009 Calitornia Stormwater BMP Hairtdlio^^ 2 of 6 ^MH*** Construction www.casqa.org Sandbag Barrier SE-8 • Turn the ends ofthe sandbag barrier up slope to prevent runoff from going around the barrier. • Allow sufficient space up slope from thebarrier to allow ponding, and to provide room for sediment storage. • For installation near the toe ofthe slope, sand bag barriers should be set back from the slope toe to facilitate cleaning. Where specific site conditions do not allow for a set-back, the sand bag barrier may be constructed on the toe of the slope. To preveiit flows behind the barrier, bags can be placed perpendicular to a berm to serve as cross barriers. • Drainage area should not exceed 5 acres. • Stack sandbags at least three bags high. • Butt ends of bags tightly. • Overlap butt joints of row beneath with each successive row. • Use a pyramid approach when stacking bags. • In non-traffic areas - Height = 18 in. maximum - Top width = 24 in. minimum for three or more layer construction - Side slope = 2:1 {H:V) or flatter • In construction traffic areas - Height = 12 in. maximum - Top width = 24 in. minimum for three or more layer construction. - Side slopes = 2:1 (H:V) or flatter. • See typical sandbag barrier installation details at the end of this fact sheet. Materials m Sandbag Material; Sandbag should be woven polypropylene, polyethylene or polyamide fabric, minimum unit weight of 4 ounces/yd^ Mullen burst strength exceeding 300 Ib/in^ in conformance with the requirements in ASTM designation D3786, and ultraviolet stability exceeding 70% in conformance with the requirements in ASTM designation D4355. Use of burlap is not an acceptable substitute, as sand can more easily mobilize out of burlap. • Sandbag Size: Each sand-filled bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approximately 33 lbs. Bag dimensions are nominal, and may vary based on locally available materials. November 1009 California Stormwater BMP Handbook 3 of 6 CdnstruGtion www.casqa.org Sandbag Barrier SE-8 • Fill Material: All sandbag fill material should be non-cohesive. Class 3 (Caltrans Standard Specification. Section 25) permeable material free from clay and deleterious material, such as recycled concrete or asphalt.. Costs Emptysandbags cost $0.25 - $0.75. Average cost of fill material is $8 per yda. Additional labor is required to fill the bags. Pre-filled sandbags are more expensive at $1.50 - $2.00 per bag. These costs are based upon vendor research. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is reconmiended that at a minimum, BMPs be inspeeted weekly, prior fej fore^sted rain events, daily during extended rain events, and after the conclusion of rain events. • Sandbags exposed to sunlight will need to be replaced every two to three months due to degradation of the bags. • Reshape or replace sandbags as needed. • Repair washouts or other damage as needed. • Sediment that aecnmulates behind the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed whein the sediment accumulation reaches one-third of the barrier height. • Remove sandbags when no longer needed and recycle sand fill whenever possible and properly dispose of bag material. Remove sediment accumulation, and clean, re-grade, and stabilize the area. References Standard Specifications for Construction of Local Streets and Roads, Cahfornia Department of Transportation (Caltrans), July 2002. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Caiifornia Department of Transportation (Caltrans), March 2003. Erosion and Sedunent Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook 4 of 6 ^•M^ GoftstruGtiOfi wwW.casqa.org SE-8 i3b|S .Q ^ .t i *5 o j> S t. ... OI i to: V- > t* November 2009 California Stormwater BMP Handbook Construction www.casda-brg 5 of 6 SE-8 HI t 71 ^-1 C j November 2009 Califorrtia Stormwater BMP Mariabbljlfj Gdnstructlotv wwW.casqavorg 6 of 6 stabilized Construction Entrance/Exit Description and Purpose A stabilized construction access is defined by a point of entrance/exit to a construetion site that is stabilized to reduce the traeldng of mud and dirt onto public roads by construction vehicles. Suftatile Applications Use at Gonstruction sites: • Where diri: or mud can be tracked onto pubhc roads. • Adjacent to water bodies. • Where poor soils are encountered. • Where dust is a problem during dry weather conditions. Limitations • Entrances and exits require periodic top dressing with additional stones^ • This BMP should be used in conjunction with street sweeping on adjacent public right of way. • Entrances and exits should be constructed on level ground only. * Stabilized construction entrances are rather expensive to construct and when a wash rack is included, a sediment trap of some kind must also be provided to collect wash water Catestories EC Erosion Control SE Sediment Conlrol TC Tracking Conlrol WE Wind Erosion Control Non-Stormwater m NS Management Control ^ Waste Managemenl and • Materials Poliuiion Control Legend: 0 Primary Objective M Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None rslijverftber 2009 Galifornia StbrlrtiWater BMP Handbook Construction www.casqa.org 1 of 6 stabilized Construction Entrance/Exit TC-1 runoff. Implementation General A stabilized construction entrance is a pad of aggregate underlain with filter cloth located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, sidewalk, or parking area. The purpose of a stabilized construction entrance is to reduce or eliminate the tracking of sediment onto pubhc rights of way or streets. Reducing tracking of sediments and other pollutants onto paved roads helps prevent deposition of sediments into local storm drains and production of airborne dust. Where traffic will be entering or leaving the construction site, a stabihzed construction entrance should be used. NPDES permits require that appropriate measures be implemented to prevent tracking of sediments onto paved roadways, where a significant source of sediments is derived from mud and dirt carried out from unpaved roads and construction sites. Stabihzed construction entrances are moderately effective in removing sediment from equipment leaving a construction site. The entrance should be built on level ground. Advantages of the Stabilized Construction Entrance/Exit is that it does remove some sediment from equipment and serves to channel construction traffic in and out of the site at specified locations. Efficiency is greatly increased when a washing rack is included as part of a stabilized construction entrance/exit. Design and Layout '^'^ • Construct on level ground where possible. -^^^ • Select 3 to 6 in. diameter stones. • Use minimum depth of stones of 12 in. or as recommended by soils engineer. • Construct length of 50 ft minimum, and 30 ft minimum width. • Rumble racks constructed of steel panels with ridges and installed in the stabilized entrance/exit will help remove additional sediment and to keep adjacent streets clean. • Provide ample turning radii as part of the entrance. • Limit the points of entrance/exit to the construction site. • Limit speed of vehicles to control dust. • Properly grade each construction entrance/exit to prevent runoff from leaving the Gonstruction site. • Route runoff from stabilized entrances/exits through a sediment trapping device before discharge. • Design stabilized entrance/exit to support heaviest vehicles and equipment that will use it. November 2009 Califtjrnia Stormwater BMP HaridBobic ' 2 of 6 Construction www.casqa.org stabilized Construction Entrance/Exit TC-t • Select construetion access stabilization (aggregate, asphaltic concrete, concrete) based on longevity, required performance, and site conditions. Do not use asphalt concrete (AC) grindings for stabilized construction access/roadway. • If aggregate is selected, place crushed aggregate over geotextile fabrie to at least 12 in. depth, or place aggregate to a depth recommended by a geotechnical engineer. A crushed aggregate greaterthan 3 in. but smaller than 6 in. should be used. • Designate combination or single purpose entrances and exits to the construction site. • Require that all employees, siibcontractors, and suppliers utihze the stabilized construction access. • Implement SE-7, Street Sweeping and Vacuuming, as needed. • All exit locations intended to be used for more than a two-week period should have stabilized construction entrance/exit BMPs. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMPs are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect local roads adjacent to the site daily. Sweep or vacuum to remove visible accumulated sediment. • Remove aggregate, separate and dispose of sediment if construction entrance/exit is clogged with sediment. • Keep all temporary roadway ditches clear. • Check for damage and repair as needed. • Replace gravel material when surface voids are visible. • Remove all sediment deposited on paved roadways within 24 hours. • Remove gravel and filter fabric at completion of construction Costs Average annual cost for installation and maintenance may vary from $1,200 to $4,800 each, averaging $2,400 per entrance. Costs will increase with addition of washing rack, and sediment trap. With wash rack, costs range from $1,200 - $6,000 each, averaging $3,6oO per entrance. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. November 2009 California Stormwater BMP Handbook 3 of 6 Construction www.casqa.org stabilized Construction Entrance/Exit TC-1 National Management Measures to Control Nonpoint Source PoHution from Urban Areas, USEPAAgency, 2O02. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group Working Paper, USEPA, April 1^92. Stormwater Quality Handbooks Construction Site Best Management Praetiees (BMPs) Manual, State of Cahfornia Department ofTransportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. \^rginia Erosion and Sedimentation Control Handbook, Virginia Department of Conservation and Recreation, Division of Soil and Water Conservation, 1991. Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters, EPA 84o^B-9-oo2, USEPA, Office of Water, Washington, DC, 1993. water Quahty Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices^ Tahoe Regional Planning Agency, November 1988. November 5009 Califorhia Stornti^ater BMP Handbook 4 of 6 Construction www.casqa.org stabilized Construction Entraricei/Exit TC-l Crushed aggregotc greoter than 3" /'"but srr.Qiler thian 5" / .•-Filler febric t 12 " Min, unless olherwise specified by a soiis engirieer SECTiON B-B f\TS < < O c L-J > Q. rj3 NOr_: Construct sediment borrier ,ii' ond chonneiize runoff :o Q| sediment tropptng device fi ;f ii Match Existing Grode Terr;porary pipe culvert OS needed 50' Min or four times the circumference of the longest corstructlon vehic'e tire, whichever is greater wid ifl as r<3cuired to occomodcte Dnttelpotfid irc ffie rilbverriber 2009 California Stormwater feHP Handbook Construction www.casqa.org 5 of 6 Stabilized Construction Entrance/Exit TC-1 Crushed oggregcte greater than 3" / bul smaller khan 6". n "iUer fabric Original ^- 12" Min, uriless otherwise specified' iby G soils engineer SECIiON B-B Crushed oggregote greoter than 3" l~ but smaller thon 6", I y- Gorrugoted steel ponels 12 Min, unless otherwise \, .. specified by a soils .engineer 'fiiler fab'^ic SECTiON A-A NOTE Ccnstruct sedim.ent barrier f\.^ ond ciiannelize runoff to j j sediment trapping device \ i <' S j 5i O' oi Uii > t <'i a.: o' Si Si [ Sediment trapping device 4 • ^ Gorrugoted stsci panels '-"^'X 05 required to QcccrnodGte onticipeted i troffic, whichever 7_is greater. "JVJ: r-n in. It i I Motch Existing Grade or four times the circumference of the largest construction vehicle tire, whichever is greoter PLAN November 2009 CallfOTTiia SWrfhWater BMP Hariabobk Construction www.casqa.org 6 of 6 Wind Erosion Control WE-1 Categories EC Erosion Control SE Sediment Control IE! TC Tracking Control WE Wind Erosion Control El NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category @ Secondary Category Targeted Constituents Description and Purpose Wind erosion or dust control consists of applying water or other chemical dust suppressants as necessary to prevent or alleviate dust nuisance generated by construction activities. Covering small .stockpiles or areas is an alternative to applying water or other dust palliatives. California's Mediterranean climate, with a short "wet" season and a typically long, hot "dry" season, allows the soils to thoroughly dry out. During the dry season, construction activities are at their peak, and disturbed and exposed areas arc increasingly subject to v«nd erosion, sediment tracking and dust generated by construction equipment. Site conditions and climate can make dust control more of an erosion problem than water based erosion. Additionally, many local agencies, including Air Quality Management Districts, require dust control and/or dust control permits in order to comply with local nuisance laws, opacity laws (visibility impairment) and the requirements ofthe Clean Air Act. Wind erosion control is required to be implemented at all construction sites greater than 1 acre by the General Permit. Suitable Applications Most BMPs that provide protection against water-based erosion will also protect against wind-based erosion and dust control requirements required by other agencies will generally meet wind erosion control requirements for water quality protection. Wind erosion control BMPs are suitable during the following construction activities: Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics 13 Potential Alternatives EC-5 Soil Binders i^^%ii& IMovember 2DD9 California Stormwater BI^P Handbook Construction www.casqa.org 1 of 5 VVind Erosion Control WE-1 • Construction vehicle traffic on unpaved roads • Drilling and blasting activities m Soils and debris storage piles • Batch drop from front-end loaders • Areas mth unstaiiilized soil • Final grading/site stabilization Lfinltations • Watering prevents dust only for a short period (generally less than a few hours) and should be applied daily (or more oftien) to be effective. • Over watering may cause erosion and track-out. • Oil or oil-treated subgrade should not be used for dust control because the oil may migrate into drainageways and/or seep into the soil. • Chemical dust suppression agents may have potential environmental impacts. Selected chemical dust control agents should be environmentally benign. • Effectiveness of controls depends on soil, temp erature, humidity, wind velocity and traffic. • Chemical dust suppression agents should not be used within ioo feet of wetlands or water bodies. • Chemically treated subgrades may make the soil water repellant, interfering with long-term infiltration and the vegetation/re-vegetation of the site. Some chemical dust suppressants may be subject to freezing and may contain solvents and should be handled properly. • In compacted areas, watering and other liquid dust control measures may wash sediment or other constituents into the drainage system. • Ifthe soil surface has minimal natural moisture, the affected area may need to be pre-wetted so that chemical dust control agents can uniformly penetrate the soil surface. Impiementationi Du5t Control Practices Dust control BMPs generally stabilize exposed surfaces and minimize activities that suspend or track dust particSleS. The following table presents dust control practices that can be applied to varying site conditions that could potentially cause dust. For heavily traveled and disturbed areas, wet suppression (watering), chemical dust suppression, gravel asphalt surfacing, temporary gravel construction entrances, equipment wash-out areas, and haul truck covers can be employed as dust control apphcations. Permanent or temporary vegetation and mulching can be employed for areas of occasional or no construction traffic. Preventive measures include minimizing surface areas to be disturbed, limiting onsite vehicle traffic to 15 mph or less, and controlting the number and activity of vehicles on a site at any given time. November Z0Q9 .! iS^ilifbrnia StorrriW^ter-BMP Handbook 2 6fS Construction www.casqa.org Wind Erosion Control WE-1 Chemical dust suppressants include: mulch and fiber based dust paUiatives (e.g. paper mulch with gypsum binder), salts and brines (e.g. calcium chloride, magnesium chloride), non- petroleum based organics (e.g. vegetable oil, lignosulfonate), petroleum based organics (e.g. asphalt emulsion, dust oils, petroleum resins), synthetic polymers (e.g. polyvinyl acetate, vinyls, acrylic), clay additives (e.g. bentonite, montimorillonite) and electrochemical products (e.g. enzjTTies, ionic products). Dust Controi Practices Pemunent Viefetation Mulching Wet Sapprcmlon (Watering} Chemicai Duat SliporMsiAn 6nv«l or Asphah T«a{H>rw7 Gravrt Conatnsctian Fj>traiK«/B<iiilpment WuhDown Syntlietic Cover* Extent of Dbturbed Jtirea ' \ .\ X X X X X X X X X .\ X X X X X X X X X X X X X X - 1 1 1 c Additional preventive measures include: • Schedule construction activities to minimize exposed area (see EC-i, Scheduling). • Quickly treat exposed soils using water, mulching, chemical dust suppressants, or stone/gravel layering. • Identify and stabilize key access points prior to commencement of construction. • Minimize the impact of dust by anticipating the direction of prevailing winds. • Restrict construction traffic to stabilized roadways within the project site, as practicable. • Water should be applied by means of pressure-type distributors or pipelines equipped with a spray system or hoses and nozzles that will ensure even distribution. • i\ll distribution equipment should be equipped with a positive means of shutoff. • Unless water is applied by means of pipehnes, at least one mobile unit should be available at all times to apply water or dust palliative to the project. • If reclaimed waste water is used, the sources and discharge must meet CaUfornia Department of Health Ser\'ices water reclamation criteria and the Regional Water Quality November 2009 California Stormwater Bl^P Handbool< Construction www.casqa.org 3 of 5 Wind Erosion Control _^_WE-1 Control Board (RWQCB) requirements. Non-potable water should not be conveyed in tanks or dram pipes that will be used to convey potable water and there should be no connection between potable and non-potable supphes. Non-potable tanks, pipes, and other conveyances should be marked, "NON-POTABLE WATER - DO NOT DRINK." • Pave or chemically stabihze access points where unpaved traffic surfaces adjoin paved roads. • Provide covers for haul trucks transporting materials that contribute to dust. • Provide for rapid clean up of sediments deposited on paved roads. Furnish stabilized construction road entrances and wheel wash areas. • Stabilize inactive areas of construction sites using temporary vegetation or chemical stabilization methods. For chemical stabihzation, there are many products available for chemically stabilizing gravel roadways and stockpiles. If chemical stabilization's used, the chemicals should not create any adverse effects on stormwater, plant life, or groundwater and should meet all applicable regulatory requirements. Costs Installation costs for water and chemical dust suppression vary based on the method used and the length of effectiveness. Annual costs may be high since some of these measures are effective for only a few hours to a few days. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspeeted weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Check areas protected to ensure coverage. • Most water-based dust control measures require frequent apphcation, often daily or even multiple times per day. Obtain vendor or independent infonnation on longevity of chemical dust suppressants. References Best Management Practices and Erosion Control Manual for Construc1:ion Sites, Flood Control District of Maricopa County, Arizona, September 1992. California Air Pollution Control Laws, Califomia Air Resources Board, updated annually. Construction Manual, Chapter 4, Section 10, "Dust Control"; Section 17, "Watering"; and Section 18, "Dust Palliative", California Department ofTransportation (Caltrans), July 2001. November 2009 Caiifornia Stormwater BMP Handbook--"r?™ ,, . • - Construction www.casqa.org Wind Erosion Control WE-1 Prospects for Attaining the State Ambient Air Quality Standards for Suspended Particiilate Matter (PMio), Visibility Reducing Particles, Sulfates, Lead, and Hydrogen Sulfide, California Air Resources Board, April i^gi. Stormwater Quahty Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. November 2009 California Stormwater BMP H&iidlwok S of5 Construction www.casqa.org Material Delivery and Storage WM-1 Description and Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in watertight containers and/or a completely enclosed designated area, installing secondary containment, conducting regular inspections, and training employees and subcontractors. This best management practice covers only material delivery and storage. For other information on materials, see WM-2, Material Use, or WM-4, Spill Prevention and Control. For information on wastes, see the waste management BMPs in this section. Suitable Applications These procedures are suitable for use at all construction sites with dehvery and storage of the following materials: • Soil stabilizers and binders • Pesticides and herbicides • Fertilizers • Detergents » Plaster • Petroleum products such as fuel, oil, and grease Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Managenient and Materials Pollution Control Legend: El Primary Category Oi Secondary Category m Targeted Constituents Sedimenl Nutrients Trasti Metals Bacteria Oil and Grease Organics EI m m O Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 5 Material Delivery and Storage WM-1 • Asphalt and concrete components • Hazardous chemicals such as acids, Ume, glues, adhesives, paints, solvents, and curing compounds • Concrete compounds • Other materials that may be detrimental if released to the environment Limitations • Space lirnitation may preclude indoOr storage. • Storage sheds often must meet buildiiag and fire code requirements. Implementation The following steps should be taken to minimize risk: • Chemicals must be stored in water tight containers with appropriate secondary containment or in a storage shed. • When a material storage area is located on bare soil, the area should be hned and bermed. • Use containment pallets or other practical and available solutions, such as storing materials within newly constructed buildings or garages, to meet material storage requirements. • Stack erodible landscape material on pahets and cover when not in use. • Contain all fertilizers and other landscape materials when not in use. • Temporary Storage areas should be located away from vehicular traffic. • Material Safety Data Sheets (MSDS) should be available on-site for all materials stored that have the potential to effect water quality. • Construction site areas should be designated for material delivery and storage. • Material delivery and storage areas should be located away from waterways, if possible. - Avoid transJjQrt near drainage paths or waterways. - Surround vMth earth berms or other appropriate containment BMP. See EC-9, Earth Dikes and Drainage Swales. Place in an area that will be paved. • Storage of reactive, ignitable, or flammable Uquids must comply with the fire codes of your area. Contact the local Fire Marshal to review site materials, quanthies, and proposed storage area to determine specific requirements. See the Flammable and Combustible Liquid Code, NFPA30. • An up to date inventory of materials deUvered and stored onsite should be kept. ^!^o^^^t^^09^^ California Stormwater BMP Handbook 2 of 5 Construction www.casqa.org Material Delivery and Storage WM-1 • Hazardous materials storage onsite should be minimized. » Hazardous materials should be handled as infirequently as possible. • Keep ample spill cleatjup supphes appropriate for tbe materials being stored. Ensure that cleanup supplies are in a conspicuous, labeled area. • Employees and subcontractors should be trained on the proper material dehvery and storage practices. • Employees trained in emergency spiU cleanup procedures must be present when dangerous materials or hquid chemicals are unloaded. • If significant residual materials remain on the ground after construction is complete, properly remove and dispose of materials and any contaminated soil. See WM-7, Contaminated Soil Management. If the area is to be paved, pave as soon as materials are removed to stabilize the soil. Material Storage Areas and Practices m Liquids, petroleum products, and substances listed in 40 CFR Parts no, 117, or 302 should be stored in approved containers and drums and should not be overfilled. Containers and drwns should be placed in temporary containment facilities for storage. • A temporary containment facility should provide for a spih containment volume able to contain precipitation from a 25 year storm event, plus the greater of 10% of the aggregate volume of all containers or 100% of the capacity ofthe largest container within its boundary, whichever is greater. • A temporary containment facility should be impervious to the materials stored therein for a minimum contacttime of 72 hours. A temporary containmient facility should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills should be collected and placed into drums. These liquids should be handled as a hazardous waste unless testing determines them to be non-hazardous. All collected liquids or non-hazardous liquids should be sent to an approved disposal site. Sufficient separation should be provided between stored containers to allow tbr spill eleanup and emergency response access. Incompatible materials, such as chlorine and ammonia, should not be stored in the same temporary containment facility. Materials should be covered prior to, and during rain events. Materials should be stored in their original containers and the original product labels should be maintained in place in a legible condition. Damaged or otherwise illegible labels should be replaced immediately. November 2009 California Stormwater BMP Handbook 3 of 5 Construction www.casqa.org Material Delivery and Storage WM-1 • Bagged and boxed materials should be stored on pallets and should not be allowed to accumulate on the ground. Tb provide protection from wind and rain throughout the rainy .season, bagged and boxed materials should be covered during non-Working days and prior to and during rain events. • Stockpiles should be protected in accordance with WM-3, Stockpile Management. • Materials should be stored indoors within existing structures or completely enclosed storage sheds when available. • Proper storage instructions should be posted at all times in an open and conspicuous location. • An ample supply of appropriate spill clean up material should be kept near storage areas. • Also see WM-6, Hazardous Waste Management, for storing of hazardous wastes. Material Delivery Practices m Keep an accurate, up-to-date inventory of material delivered and stored onsite. • Arrange tbr employees trained in emergency spill cleanup procedures to be present when dangerous materials or liquid chemicals are unloaded. Spill Cleanup • Contain and clean up any spill immediately. • Properly remove and dispose of any hazardous materials or contaminated soil if significant residual materials remain on the ground aftei- construction is complete. See WM-7, Contaminated Soil Management. • See WM-4, Spill Prevention and Control, for spills of chemicals and/or hazardous materials. • If spills or leaks of materials occur that are not contained and could discharge to surface waters, non-visible sampling of site discharge maybe required. Refer to the General Permit or to your projeet specific Construction Site Monitoring Plan to determine if and where sampling is required. Cost • The largest cost of implementation may be in the construction of a materials storage area that is covered and provides secondary containment. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for tbe associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Keep storage areas clean and well organized, including a current Ust of all materials onsite. • Inspect labels on containers for legibility and accuracy. Islbvemier 2009 California stormwater BMP Handbook 4 of 5 Gonstruction www.casqa.org Haterial Delivfry and Storage WM-1 • Repair or replace perimeter controls, containment structures, covers, and liners as needed to maintain proper function. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater PoHution firom Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995. Coastal Nonpoint Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Management for Gonstruction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 California Storrhwater BMP Handbook 5 of 5 Construction www.casqa.org c Material Use WM-2 Description and Purpose Prevent or reduce the discharge of pollutants to the storm drain system or watercourses from material use by using altemative products, minimizing hazardous material use onsite, and training employees and subcontractors. Suitable Applications This BMP is suitable for use at all construction projects. These procedures apply when the following materials are used or prepared onsite: • Pesticides and herbicides • Fertilizers • Detergents • Petroleum products such as fuel, oil, and grease • Asphalt and other concrete components • Other hazardous chemicals such as acids, lime, glues, adhesives, paints, solvents, and curing compounds • Other materials that may be detrimental if released to the environment Categories EC SE TC WE NS m Erosion Control Sediment Control Ticking Control Wind Erosion Control Non-Stomiwater Management Control Waste Management and Materials Pollution Control 0 Legend: Primary Category @ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics EI EI EI EI EI EI Potential Alternatives None November 2009 Galifornia Stormwater BMP Handbook Construction www.casqa.org 1 of 4 Material Use WM-2 Limitations Safer alternative building and construction products may not be available or suitable in every instance. Implemehtation The following steps should be taken to minimize risk; • Minimize use of hazardous materials onsite. • Follow manufacturer instructions regarding usesy protective equipment, ventilation, flammability, and mixing of chemiieals, • Train personnel who use pesticiides^ The California Department of Pesticide Regulation and county agricultural commissioners license pesticide dealers, certify pesticide appUcators, and conduct onsite inspections. • The preferred method of termiticide application is soil injection near the existing or proposed structure foundation/slab; however, if not feasible, soil dtench application of termiticides should follow EPA label guidelines and the following recommendations (most of which are applicable to most pesticide applications): • Do not treat soil that is water-saturated or fi-ozen. • Application shall not commence within 24-hours of a predicted precipitation event with a 40% or greater probability. Weather tracking must be performed on a daily basis prior to termiticide application and during the period of termiticide apphcation, • Do not aUow treatment chemicals to rimoff from the target area. Apply proper quantity to prevent excess runoff. Provide containment for and divert stormwater from application areas using berms or diversion ditches during applieation. • Dry season: Do not apply Within 10 feet of storm drains* Do not apply within 25 feet of aquatic habitats (such as, but not Umited to, lakes; reservoirs; rivers; permanent streams; marshes or ponds; estuaries; and commercial fish farm ponds). • Wet season: Do not apply vnthin 50 feet of storm drains or aquatic habitats (such as, but not Kinited to, lakes; reservoirs; rivers; permanent streams; marshes of ponds; estuaries; and commercial fish farm ponds) unless a vegetative buffer is present (if so, refer to dry season requirements). • • Do not make on-grade applications when sustained wind speedl are above 10 mph (at application site) at nozzle end height. Cover treatment site prior to a rain event in order to prevent run-off of the pesticide into non-target areas. The treated area should be limited to a size that can be backfilled and/or covered by the end ofthe work shift. Backfilling or covering of the treated area shall be done by the end ofthe same work shift in which the application is made. The apphcator must either cover the soil him/herself or provide written notification of theabove requirement to the contractor on site and to the person commissioning the November 2009 California Stormwater BMP Handbook 2 of 4 Gonstruction wWw.casqa.org Material Use WM-2 application (if different than the contractor). If notice is provided to the contractor or the person commissioning the application, then they are responsible under the Federal Insecticide Fungicide, a nd Rodenticide Act (FIFRA) to ensure that: i) if the concrete slab cannot be poured over the treated soil wHIthin 24 hours of application, the treated soil is covered with a waterproof covering (such as polyethylene sheeting), and 2) the treated soil is covered if precipitation is predicted to occur before the concrete slab is scheduled to be poured. • Do not over-apply fertilizers, herbicides, and pesticides. Prepare only the amount needed. Follow the recommended usage instructions. Over-application is expensive and environmentaUy harmful. Unless on steep slopes, till fertilizers into the soil rather than hydrauUc application. Apply surface dressings in several smaller applications, as opposed to one large application, to allow time for infiltration and to avoid excess material being carried offsite by runoff. Do not apply these chemicals before predicted rainfall. • Train employees and subcontractors in proper material use. • Supply Material Safety Data Sheets (MSDS) for all materials. • Dispose of latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths, when thoroughly dry and are no longer hazardous, with other construction debris. • Do not remove the original product label; it contains important safety and disposal information. Use the entire product before disposing ofthe container. • Mix paint indoors or in a containment area. Never clean paintbrushes or rinse paint containers into a street, gutter, storm drain, or watercourse. Dispose of any paint thinners, residue, and sludge(s) that cannot be recycled, as hazardous waste. • For water-based paint, clean brushes to the extent practicable, and rinse to a drain leading to a sanitary .sewer where permitted, or contain for proper disposal off site. For oil-based paints, clean brushes to the extent practicable, and filter and reuse thinners and solvents. • Use recycled and less hazardous products when practical. Recycle residual paints, solvents, non-treated lumber, and other materials. • Use materials only where and when needed to complete the construction activity. Use safer alternative materials as much as possible. Reduce or eUminate use of hazardous materials onsite when practical. • Document the location, time, chemicals applied, and applicator's name and qualifications. • Keep an ample supply of spill clean up material near use areas. Train employees in spill clean up procedures. • Avoid exposing applied materials to rainfall and runoff unless sufficient time has been allowed for them to dry. • Discontinue use of erodible landscape material within 2 days prior to a forecasted rain event and materials should be covered and/or bermed. f>ioVerT)ber SS09 California Stormwater BMP Handbook 3 of 4 Construction www.casqa.org Material Use WM-2 • Provide containment for material use areas such as masons' areas or paint mixing/preparation areas to prevent materials/pollutantsfrom entering stormwater. Costs All of the above are low cost measures, liiiptectioin and iNtaintenance • Inspect and verify that activity-based BMPs are in place prior to the eommeneement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, pribr to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Ensure employees and subcontractors throughout the job are using appropriate practices. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from CoT»struction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995- Coastal Nonpoint Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. ^"N Comments on Risk Assessments Risk Reduction Options for Cypermethrin: Docket No. OPP- 2005-0293 ; California Stormwater Quality Assodation (CASQA) letter to USEPA, 20o6.EnvirGnmental Hazard and General Labeling for Pyrethroid Non-Agricultural Outdoor Products, EPA-HQ-OPP-2O08-0331-6021; USEPA, 2008. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 199a. November 2009 Califomia Stormwater BMP Handbbok 4 of 4 Construction www.casqa.org Stockpile Management WM-3 Description and Purpose Stockpile management procedures and practices are designed to reduce or eliminate air and stormwater pollution from stockpiles of soil, soil amendments, sand, paving materials such as Portland cement concrete (PCC) rubble, asphalt concrete (AC), asphalt concrete rubble, aggregate base, aggregate sub ba.se or pre-mixed aggregate, asphalt minder (so called "cold mix" asphah), and pressure treated wood. Suitable Applications Implement in all projects that stockpile soil and other loose materials. Limitations • Plastic sheeting as a stockpile protection is temporary and hard to manage in windy conditions. Where plastic is used, consider use of plastic tarps with nylon reinforcement which may be more durable than standard sheeting. • Plastic sheeting can increase runoff volume due to lack of infiltration and potentially cause perimeter control failure. • Plastic sheeting breaks down faster in sunlight. • The use of Plastic materials and photodegradable plastics should be avoided. Implementation Protection of stockpiles is a year-round requirement. To properly manage stockpiles: Categories EC Erosion Control SE Sediment Control ii TC Traddng Control WE Wind Erosion Control NS Non-Stormwater Management Control m WM Waste Management and EI WM Materials Pollution Control EI Legend: EI Primary Category HI Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics EI EI EI EI EI EI Potential Alternatives None CAI IKWNIA •jrOH.VWATCH November 2G09 Galifornia Stormwater BMP Handbook Construction www.casqa.org 1 of 3 Stockpile Management WM-3 • On larger sites, a minimum of 50 ft separation from concentrated flows of stormwater, drainage courses, and inlets is recommended. • All stockpiles are required to be protected immediately if they are not scheduled to be used within 14 days. • Protect all stockpiles from stormwater runon using temporary perimeter sediment barriers such as compost berms (SE-13), temporary silt dikes (SE-12), fiber rolls (SE-5), silt fences (SE-i), sandbags (SE-8), gravel bags (SE-6), or biofilter bags (SE-14). Refer to the individual fact sheet for each of these controls for installation infonnation. • Implement wind erosion control practices as appropriate on all stockpiled material. For specific information, see WE-i, Wind Erosion Control. • Manage stockpiles of eontaminated soil in accordance with WM-7, Contaminated Soil Management. • Place bagged materials on pallets and under cover. • Ensure that stockpile coverings are installed securely to protect from wind and rain. • Some plastic covers withstand weather and sunlight better than others. Select cover materials or methods based on anticipatedduration of use. Protection of Non-Active Stockpiles Non-active stockpiles of the identified materials should be protected further as foUows: -"^ Soil stockpiles • Soil stockpiles should be covered or protected with soil stabilization measures and a teMtporary perimeter sediment barrier at all times. • Temporary Vegetation should be considered for topsoil piles that will be stockpiled for extended periods. Stockpiles of Portland cement concrete rubble, asphalt concrete, asphalt concrete rubble, aggregate base, or aggregate sub base • Stockpiles should be covered and protected with a temporary perimeter sediment barrier at alltimeSi Stockpiies of "cold mix" • Cold mix stockpiles should be placed on and covered with plastic sheeting or comparable material at ah times and surrounded by a berm. Stockpiles of fly ash, stucco, hydrated lime • Stockpiles of materials that may raise the pH of runoff (i.e., basic materials) should be covered with plastic and surrounded by a berm. ii mill ..iim^mimmmmmmmmm 1 iijiiiiiigMBiiij^^ <.m™i mm immmimmmmmmmmmmmmmmmi^^ November 2009 California Storrfiwater BMP Handbook '1 of 3 Coo^ructk>n www.casqa.org stockpile Management WM-3 Stockpiles/storage of wood (Pressure treated with chromated copper arsenate or ammoniaeal copper zinc arsenate m Treated Wood should be covered with plastic sheeting or comparable material at all times and surrounded by a berm. Protedion of Active Stockpiles Active stockpiles of the identified materials should be protected as follows: • All stockpiles should be covered and protected with a temporary Unear sediment barrier prior to the onset of precipitation. • Stockpiles of "cold mix" and treated wood, and basic materials should be placed on and covered with plastic sheeting or comparable material and surrounded by a berm prior to the onset of precipitation. • The downstream perimeter of an active stockpile should be protected with a linear sediment barrier or berm and runoff should be diverted around or away from the stockpile on the upstream perimeter. Costs For cost information associated with stockpile protection refer to the individual erosion or sediment control BMP fact sheet considered for implementation (For example, refer to SE-i Silt Fence for installation of silt fence around the perimeter of a stockpile.) Inspection and Matntenance • Stockpiles must be inspected in accordance vdth General Permit requirements for the associated project type and risk level It is reeommended that at a minimum, BMPs be in.spected Weekly, prior to foreeastedrain events, daily during extended rain events, and after the conclusion of rain events. • It may be necessary to inspect stockpiles covered with plastic sheeting more frequently during certain eonditions (for example, high winds or extreme heat). • Repair and/or replace perimeter controls and covers as needed to keep them functioning properly. • Sediment shall be removed when it reaches one-third of the barrier height. References stormwater Quahty Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of Califomia Department ofTransportation (Caltrans), March 2003. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 SpiH Prevention and Control WM-4 Description and Purpose Prevent or reduce the discharge of pollutants to drainage systems or watercourses from leaks and spills by reducing the chance for spills, stopping the source of spills, containing and cleaning up spills^ properly disposing of spill materials, and training employees. This best management practice covers only spill prevention and control. However, WM^i, Materials Delivery and Storage, and WM-2, Material Use, also contain us^ul information, particularly on SpiU prevention. Por iiiifonnation on wastes, see the waste management BMPs in this secftion. Suitable Applications This BMP is suitable for aU construction projects. SpUl control procedures are implemented anytime chemicals or hazardous substances are stored on the construction site, including the following materials: • Soil stabihzers/binders • Dust palHatives • Herbicides • Growth inhibitors • Fertilizers • Deicing/anti-icing chemicals Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-®drmwater Management Control Waste M^agement and Materials Pollution Cootrol EI Legend: 0 Primary Objective m Secondary Objecttve Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics EI E! Ef EI EI El D Potential Alternatives None CASQA <:\iaouiiinvt<nMmAtni November 2009 Califdrrira StdrnriwBigi- iRP Rahdbook Construction wwW.cascia.org 1 of 6 Spin Prevention and Control WM-4 • Fuels • Lubricants • Other petroleum distillates Limitatioiis • In some cases it may be necessary to use a private spiU cleanup company, • This BMP applies to spills caused by the contractor and subcontractors. • Procedures and practices presented in this BMP are general. Contractor should identity appropriate practices for the specific materials used or stored onsite Implementation The following steps will help reduce the stonnwater impacts of leaks and spUls: Education • Be aware that different materials pollute in different amoimts. Make sure that each employee knows what a "significant spill" is for each material they use, and what is the appropriate response for "significant" and "insignificant" spills. • Educate employees and subcontractors on potential dangers to humans and the environment from spills and leaks. • Hold regular meetings to discuss and reinforce appropriate disposal procedures (incorporate into regular safety meetings), • Establish a continuing education program to indoctrinate new employees. • Have contractor's superintendent or representative oversee and enforce proper spill prevention and control measures. General Measures • To the extent that the work can be accomplished safely, spiUs of oil, petroleum products, substances Usted under 40 CFR parts 110,117, and 302, and sanitary and septic wastes should be contained and cleaned up immediately. • Store hazardous materials and wastes in covered containers and protect from vandaUsm. • Place a stockpile of spill cleanup materials where it wiU be readily accessible. • Train employees in spill prevention and cleanup. • Designate responsible individuals to oversee and enforce control measures. • Spills should be covered and protected from stormwater rimon during rainfaU to the extent that it doesn't compromise clean up activities. • Do not bury or wash spills with water. ^'*»^ November 2009 California Stormwater Mp'Handbook 2 Of 6 Constriiction www.casqa.org spill Prevention and Control WM-4 • store and dispose of used clean up materials, contaminated materials, and recovered spill material that is no longer suitable for the intended purpose in conformance with the provisions in applicable BMPs. • Do not allow water used for cleaning and deGontamination to enter storm drains or watercourses. Collect and dispose of contaminated water in accordance with WM-io, Liquid Waste Management. • Contain water overflow or minor water spillage and do not ahow it to discharge into drainage facihties or watercourses. • Place proper storage, cleanup, and spill reporting instructions for hazardous materials stored or used on the project site in an open, conspicuous, and accessible location, • Keep waste storage areas clean, weU organized, and eqtiipped with ample cleanup supphes as appropriate for the materials being stored. Perimeter controls, containment structures, covers, and hners should be repaired or replaced as needed to maintain proper function. Cleanup • Clean up leaks and spills immediettely, • Use a rag for smaU spills on paved surfaces, a damp mop for general eleanup, and absorbent material for larger spills. Ifthe spUled material is hazardouSj then the used cleanup materials are also hazardous and must be sent to either a certified laundry (rags) or disposed of as hazardous waste. m Never hose down or bury diy material spills. Clean up as much of the material as possible and dispose of properly. See the waste management BMPs in this section for specific information. MiMor Spills • Minor spills typically involve smaU quantities of oil, gasoline, paint, etc. which can be controlled by the first responder at the discovery of the spill. • Use absorbent materials on small spills rather than hosing dovm or burying the spih. • Absorbent materials should be promptly removed and disposed of properly. • Follow the practice below fOr a minor spiU: - Contain the spread of the spiU. Recover spilled materials^ - Clean the contaminated area and properly dispose of contaminated materials. Semi-Sign\0cant Spills • Smi-significant spills still can be controlled by the first responder along with the aid of other personnel such as laborers and the foreman, etc. This response may require the cessation of all other activities. N6v%iitiber 2009 Galifornia StorlTiWater Bt^P MSndbodk 3 of 6 Construction wWW.casqa.org Spiii Prevention and Control WM-4 • spills should be cleaned up immediately: - Contain spread of the spill. - Notify the project foreman immediately. - If the SpiU occurs on paved or impermeable surfaces, clean up using "dry" methods (absorbent materials, eat litter and/or rags). Contain the spill by encircling with absorbent materials and do not let the spiU spread widely. - If the spiU occurs in dirt areas, immediately contain the spiU by constructing an earthen dike. Dig up and properly dispose of contaminated soil. - If the spill occurs during rain, cover spUl with tarps or other material to prevent contaminating runoff. Siflfni/icant/Hazordous Spills m For significant or hazardous spills that cannot be controlled by personnel in the immediate vicinity, the foUowing steps should be taken: - Notify the local emergency response by dialing 911. In addition to 911, the contractor wiU notify the proper coimly officials. It is the contractor's responsibility to have all emergency phone numbers at the construction site. - Notify the Governor's Office of Emergency Services Warning Center, (916) 845-8911. - For spills of federal reportable quantities, in conformance with the requirements in 40 CFR parts 110,119, and 302, the contractor should notify the National Response Center at (800) 424-8802. - Notification should first be made by telephone and foUowed up with a written report. - The services of a spills contractor or a Haz-Mat team should be obtained immediately. Construction personnel shoidd not attempt to clean up untU the appropriate and qualified staffs have arrived at the job site. - Other agencies which may need to be consulted include, but are not limited to, the Fire Department, the Public Works Department, the Coast Guard, the Highway Patrol, the City/Comity PoUce Department, Department of Toxic Substances, CaUfomia Division of OU and Gas, Cal/OSHA, etc. Reporting m Report significant spUls to local agencies, such as the Fire Department; they can assist in cleanup. • Federal regulations require that any significant oil spiU into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 800-424-8802 (24 hours). Use the foUowing measures related to specific activities: November 2009 California Stormwater BMP Handbook 4 of 6 Construction www.easqa.org jpiU Prevention and Control WM-4 vehicle and EquipmemMaintenance m. If maintenance must occur onsite, use a designated area and a secondary containment, located away from drainage courses, to prevent the runon of stormwater and the runoff of srH'lls • Regularly inspect onsite vehicles and equipment for leaks and repair immediately • Check incoming vehicles and equipmejjt (including deUvery trucks, and employee and subcontractor vehicles) for leaMng oil and fluids. Do not aUow leaking vehicles or equipment onsite. • Always use secondary cGntainment, such as a drain pan or drop cloth, to catch spiUs or leaks when removing or changing fluids. • Place drip pans or absorbent materials under paving equipment when not in use. • Use absorbent materials on smaU spills rather than hosing down or burying the spill. Remove the absorbent materials promptly and dispose of properly. • Promptly transfer used fluids tothe proper waste or recycling drums. Don't leave fiill drip pans or other open containers lying around • Oil filters disposed of in trasheans or dumpsters can leak oil and pollute stormwater. Place the oil filter ina funnel over a Waste oil-recycling drum to drain excess oil before disposal. Oil filters CMI also be retarded. Ask the oil suppher or recycler about recycling oil filters. • Store cracked batteries in a non-leaking secondary container. Do this with aU cracked batteries even t you think ah the acid has drained out. ff you drop a battery, treat it as if it is cracked. Put it intbtheeontainment area until you are sure it is not leaking. VehMe and Equipment FueUng • If fuehng must occur onsite, use designate areas, located away from drainage courses to prevent thi? runon of stormwater and the runoff of spills. • Discourage "topping off" of fuel tanks. • Always use secondary containment, such as a drain pan, when fiieling to catch spills/ leaks. Costs Prevention of leaks and spills is inexpensive. Treatment and/ or disposal of eontaminated soil or water can be quite expensive. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly dunng the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. Inspect BMPs subject to non-stormwater discharge daily while non-stonnwater discharges occur ° Construcfipri f5 wwwxasqa.org spill Prevention and Control WM-4 • Keep ample supplies of spiU control and cleanup materials onsite, near storage, unloading, and maintenance areas. • Update your spill prevention and control plan and stock cleanup materials as changes occur in the types of chemicals onsite. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara VaUey Nonpoint Source Pollution Control Program, 1995. Stormwater Qualify Handbooks - Constructibn Site Best Management Praetiees (iBMPs) Manual, State of CaKfomia Department ofTransportation (Caltrans), November 2006. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA April 1992. H<mrri^mi9 Catifornia Stormwater BMP Handbook 6 of 6 Gonstruction wwwvcasqa.org Solid Waste Management WM-5 Description and Purpose Solid waste management procedures and practices are designed to prevent or reduce the discharge of poUutants to stormwater from solid or constmction waste by providing designated waste coUection areas and containers, arranging for regular disposal, and training employees and subcontractors. Suitable Applications This BMP is suitable for construction sites where the following wastes are generated or stored: •t Solid waste generated from trees and shrubs removed during land clearing, demolition of existing stmctures (mbble), and building constmction • Packaging materiats including wood, paper, and plastic • Scrap or surplus building materials including scrap metals, mbber, plastic, glass pieces and masonry products • Domestic wastes including food containers such as beverage cans, coffee cups, paper bags, plastic wrappers, and cigarettes • Construction wastes including brick, mortar, timber, steel and metal scraps, pipe and electrical cuttings, non- hazardous equipment parts, styrofoam and other materials used to transport and package construction materials • Highway planting wastes, including vegetative material. Categories EC SE TC WE NS WM Erosion Control Sedimenl Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and Matenals Pollution Contral EI Legend: Primary Objective @ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria OitandGrease Organics EI EI EI EI El El Potential Alternatives None CASQA :CAn»tii«Ni,MrrcMeM»*iFit November 2009 mimrmmmmmmmmmr'mmmmmmiimmmrmmf^ California Stormwater BMP Handbook Construetion www.casqa.org 1 of 4 Solid Waste Management WM-5 plant containers, and packaging materials Limitations Temporary stockpiling of certain constmction wastes may not necessitate stringent drainage related controls during the non-rainy season or in desert areas with low rainfaU. Implementation The foUowing steps will help keep a clean site and reduce stbirowater pollution: • Select designated waste coUection areas onsite. • Inform trash-hauling contractors that you will accept only watertight dumpsters for onsite use. Inspect dumpsters for leaks and repair any dumpster that is not watertight. • Locate containers in a covered area or in a secondary containment. • Provide an adequate number of containers with hds or covers that can be placed over the container to keep rain out or to prevent loss of wastes when it is windy. • Plan for additional containers and more frequent pickup during the demoUtion phase of construction. • Collect site trash daily^ especially during rainy and windy conditions. • Remove this solid waste promptly since erosion and sediment control devices tend to coUect litter, • Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for constmction debris. • Do not hose out dumpsters on the constmction site. Leave dumpster cleaning to the trash hauling contractor. • Arrange for regular waste collection before containers overflow. • Clean up immediately if a container does spill. • Make sure that constmction waste is collected, removed, and disposed of only at authorized disposal areas. Education m Have the contractor's superintendent or representative oversee and enforce proper solid waste management procedures and practices. • Instmct employees and subcontractors on identification of solid waste and hazardous waste. • Educate employees and subcontractors on solid waste storage and disposal procedures. • Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). 'Eertb^rySg''•GailferniaStdmftvSiatiBrBMPWSndbd 2 of* Gbnstructton www.casqa.org Solid Waste Management WM-5 • Require that employees and subcontractors follow sohd waste handling and storage procedures. • Prohibit littering by employees, subcontractors, and visitors. • Minimize production of sohd waste materials wherever possible. Collection, Storage, arui Disposal • Littering on the project site should be prohibited. • To prevent clogging ofthe storm drainage system, litter and debris removal from drainage grates, trash racks, and ditch hues should be a priorify. • Trash receptacles should be provided in the contractor's yard, field trailer areas, and at locations where workers congregate for lunch and break periods. • Litter from work areas within the construction limits of the project site should be collected and placed in watertight dumpsters at least weekly, regardless of whether the Utter was generated by the contractor, the public, or others. Collected Utter and debris should not be placed in or next to drain inlets, stormwater drainage systems, or watercourses. • Dumpsters of sufficient size and number should be provided to contain the solid waste generated bythe project. • Full dumpsters should be removed from the project site and the contents should be disposed 1 of by the trash hauhng contractor. • Constmction debris and waste should be removed from the site biweekly or more frequently as needed. • Constmction material visible to the public should be stored or stacked in an orderly manner. • Stormwater runon should be prevented from contacting stored soUd waste through the use of berms, dikes, or other temporary diversion stmctures or through the use of measures to elevate waste from site surfaces. • Solid waste storage areas should be located at least 50 ft from drainage facilities and watercourses and should not be located in areas prone to flooding or ponding. • Except during feir weather, construction and highway planting waste not stored in watertight dumpsters should be securely covered fi*om wind and rain by covering the waste with tarps or plastic. • Segregate potentially hazardous waste from non-hazardous constmction site waste. • Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for constmction debris. For disposal of hazardous waste, see WM-6, Hazardous Waste Management, Have hazardous waste hauled to an appropriate disposal and/or recyeUng facility. November 2009 Califbrriia Stormw^t¥r BMP Handbook 3 of 4 Construction wwWiCasqa.org Solid Waste Management WM-S • Salvage or recycle useful vegetation debris, packaging and surplus building materials when practical. For example, trees and shmbs from land clearing can be used as a bmsh barrier, or converted into wood chips, then used as mulch on graded areas. Wood paUets, cardboard boxes, and construetion scraps can also be recycled. Costs All ofthe above ate low cost measures. Inspection isnd Maintenance • Inspect artd verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur • Inspect construction waste area regularly. • Arrange for regular waste collection. References Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973, Stormwater Quahty- Handbooks - Constmctioh Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Gonstruction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. ftovember 2009 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org Hazardous Waste Management -6 w Description and Purpose Prevent or reduce the discharge of pollutants to stormwater from hazardous waste through proper material use, waste disposal, and training of employees and subcontractors. Suitable Applications This best management practice (BMP) applies to all constmction projects. Hazardous waste management practice are implemented on constmction projects that generate waste from the use of: Petroleum Products Concrete Curing Compounds PaUiatives Septic Wastes Stains Wood Preservatives - Asphalt Products - Pesticides - Acids - Paints - Solvents - Roofing Tar Any materials deemed a hazardous waste in Califomia, Titie 22 Division 4.5, or hsted in 40 CFR Parts 110,117, 261, or 302 Cat^ories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Cdfltrol Wind Erosion Control Non-Stormwater Man^ement Control Waste Management and Materials PoUution Control EI Legend: 0 Primary Gbjectivre IS Seconda ry Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics E) EI EI EI EI EI Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 6 Hazardous Waste Management WM-e in addition, sites with existing stmctures may contain wastes, which must be disposed of in accordance with federal, state, and local regulations. These wastes include: • Sandblasting grit mixed with lead-, cadmium-, or chromiUm-based paints • Asbestos • PCBs (particularly in older transformers) Limitations • Hazardous waste that cannot be reused or recycled must be disposed of by a licensed hazardous waste hauler. • Nothing in this BMP reUeves the contractor from responsibility for comphance with federal, state, and local laws regarding storage, handling, transportation, and disposal of hazardous wastes. • This BMP does not cover aeriaUy deposited lead (ADL) soils. For ADL soils refer to WM-7, Contaminated Soil Management. Implementation The foUowing steps will help reduce stormwater poUution from hazardous wastes: Material Use m Wastes should be stored in sealed containers constructed of a suitable material and should be labeled as required by Title 22 CCR, Division 4.5 and 49 CFR Parts 172,173,178, and 179. a All hazardous waste should be Stored, transported, and disposed as required in Title 22 CCR, Division 4.5 and 49 CFR 261-263. • Waste containers should be stored in temporary containment facilities that should comply with the foHowing requirements: - Temporary containment facility should provide for a spill eontainment volume equal to 1.5 times the volume of aU containers able to contain precipitation from a 25 year storm event, plus the greater of 10% of the aggregate volume of all containers or 100% of the capacity of the largest tatik within its boundary, whichever is greater. - Temporary containment facility should be impervious to the materials stored there for a minimum contact time Of 72 hours. - Temporary containment facilities should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spiUs should be placed into drums after each rainfall. These liquids should be handled as a hazardous waste unless testing determines them to be non-hazardous. Non-hazardous Uquids should be sent to an approved disposal site. - Sufficient separation should be provided between stored containers to allow for spUI cleanup and emergency response access. November 20Q9 Califorrria Stormwater BMP Handbook construction www.casqa.org 2 of 6 Hazardptis Waste Management WM-6 - Incompatible materials, such as chlorine and ammoma, should not be stored in the same temporary containment facility. - Throughout the rainy season, temporary containment facilities should be covered during non-working days, and prior to rain events. Covered facilities may include use of plastic tarps for small facilities or constructed roofs with overhangs. • Drums should not be overfilled and wastes should not be mixed. • Unless watertight, containers of dry waste should be stored on pallets. • Do not over-apply herbicides and pesticides. Prepare only the amount needed. Follow the recommended usage instmctions. Over application is expensive and environmentally harmfiil. Apply surface dressings in several smaller applications, as opposed to one large appUcation. Allow time for infiltration and avoid excess material being carried offsite by runoff. Do not apply these chemicals just before it rains. People applying pesticides must be certified in accordance with federal and state regulations. • Paint brushes and equipment for water and oil based paints should be cleaned within a contained area and should not be aUowed to contaminate site soils, watercourses, or drainage systems. Waste paints, thinners, solvents, residues, and sludges that cannot be recycled or reused should be disposed of as hazardous waste. When thoroughly dry, latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths should be disposed of as solid waste. » Do not clean out bmshes or rinse paint containers into the dirt, street, gutter, storm drain, or stream. "Paint out" brushes as much as possible. Rinse water-based paints to the sanitary sewer. Filter and reuse thinners and solvents. Dispose of excess oil-based paints and sludge as hazardous waste. • The following actions should be taken with respect to temporary contaminant: - Ensure that adequate hazardous waste storage volume is available. Ensure that hazardous waste collection containers are conveniently located. - Designate hazardous waste storage areas onsite away from storm drains or watercourses and away from moving vehicles and equipment to prevent accidental spills. - Minimize production or generation of hazardous materials and hazardous waste on the job site. - Use containment berms in fueling and maintenance areas and where the potential for spills is high. - Segregate potentially hazardous waste from non-hazardous GGnstruction site debris. - Keep liquid or semi-liquid hazardous waste in appropriate containers (closed dmms or similar) and under cover. November 2009 California Stormwater Bi*IP Handbook 3 of 6 Gonstruction www.casqa.org Hazardous Waste Management WM-6 - Clearly label all hazardous waste containers with the waste being stored and the date of accumulation. - Place hazardous waste containers in secondary containment. - Do not aUow potentially hazardous waste materials to accumulate on the ground. Do not mix wastes, - Use all ofthe product before disposing of the container. - Do not remove the original product label; it contains important safety and disposal information. Waste jRecyciing Disposal • Select designated hazardous waste collection areas onsite. • Hazardous materiais and wastes should be stored in covered containers and protected from vandalism, • Place hazardous waste containers in secondary contaiiunent. • Do not mix wastes, this can cause chemical reactions, making recycling impossible and complicating disposal. • Recycle any useful materials such as used oil or water-based paint. • Make surethattoxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. • Arrange for regular waste collection before containers overflow. • Make sure that hazardous waste (e.g., excess oil-based paint and sludge) is collected, removed, and disposed of only at authorized disposal areas. Disposal Procedures m Waste should be disposed of by a license^ hazardous waste transporter at an authorized and hcensed disposal facility or recycUng fecitty utilizing properly completed Uniform Hazardous Waste Manifest forms. • A Department of Health Services certified laboratory should sample waste to determine the appropriate disposal facility. • Properly dispose of rainwater in secondary containment that may have mixed with hazardous waste. • Attention is dhected to "Hazardous Material", "Contaminated Material", and "Aerially Deposited Lead" ofthe contract doGuments regarding the handling and disposal of hazardous materials. Novernber 2009 Galifornia Stormwater BMP Handbook 4 of 6 Construction www.casqa.org Hazardous Waste Managem ent WM -6 ^mm^tl^mmmmtmmmmKmmmmiii^^m^^ii^^^immmmmmm^mmt^^ Education • Educate employees and subcontractors on hazardous waste storage and disposal procedures. • Educate employees and subcontractors on potential dangers to humans and the environment from hazardous wastes, • Instruct employees and subcontractors on safety procedures for common constmction site hazardous wastes. • Instmct employees and subcontractors in identification of hazardous and solid waste. • Hold regular meetings to disctiss and reinforce hazardous waste management procedures (incorporate into regular safety meetings). • The contractor's superintendent or repriraentative should oversee and enforce proper hazardous waste management procedures and practices. • Make sure that hazardous waste is coUected, removed, and disposed of only at authorized disposal areas. • Warning signs should be placed in areas recently treated with chemicals. • Place a stockpile of spill cleanup materials where it will be readily accessible. • If a container does spill, clean up immediately. Costs All of the above are low cost measures. Inspecfion and Mamtenance m Inspect and verify that activify-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and of two week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur • Hazardous waste should be r^larly coUected. • A foreman or constmction supervisor should monitor onsite hazardous waste storage and disposal procedures. • Waste storage areas should tie kept clean, weU organized, and equipped with ample eleanup supplies as appropriate for the materials being stored. • Perimeter controls, containment stractures, covers, and liners should be repaired or replaced as needed to maintain proper function. Hazardous spills shouldbe cleaned up and reported in conformance with the appUcable Material Safety Data Sheet (MSDS) and the instruetitons posted at the project site. iiip November 2009 California Stormwater jSMf- Handbook mm^mmimmmmm Construction www.casqa.brg Hazardous Waste Management WM-6 • The National Response Center, at (800) 424-8802, should be notified of spills of federal reportable quantities in conformance with the requirements in 40 CFR parts 110,117, and 302. Also notify the Governors Office of Emergency Services Warning Center at (916) 845- 8911, • A copy of the hazardous waste manifests should be provided. References Blueprint for a Glean Bay: Best Management Practices to Prevent Stormwater PoHution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995- Processes, Procedures and Methods to Control PoHution Resulting from All Constmction Activity, 430/9-73-007, USEPA, 1973- Stormwater Quality Handbooks - Constmction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 20GO. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. ¥bvember 2O09 California Stormwater BMP Handbook 6 of 6 Cbnistruction www.caSqia.org Concrete Waste Management WM-8 Description and Purpose Prevent the discharge of pollutants to stormwater from concrete waste by conducting washout onsite or offsite in a designated area, and by employee and subcontractor training. The General Permit incorporates Numeric Effluent Limits (NiEL) and Numeric Action Levels (NAL) for pH (sec Section 2 of this handbook to determine yOur project's risk level and if you are subject to these requirements). Many types of construction materials, including mortar, concrete, stucco, cement and block and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into eontact with stormwater flows and raising pH to levels outside the accepted range. Suitable Applications Concrete waste management procedures and practices are imptemented on construction projects where: • Concrete is used as a constmetibn material or where concrete dust and debris resuh from demolition activities, • Slurries containing portland cement concrete (PCC) are generated, such as from saw cutting, coring, grinding, grooving, and hydro-concrete demolition. Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-StOrmwater Management Control Waste Management and Malerials Pollution Contral m EI Legend: EI Primary Category Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics EI El Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.easqa.org 1 of 7 Concrete Waste Management WM-8 • Concrete trucks and other concrete-coated equipment are washedonsite, • Mortar-mixing stations exist. • Stucco mixing and spraying. • See also NS-8, Vehicle and Equipment Gleaning. Limitations • Offsite washout of concrete wastes may not always be possible. • Multiple washouts may be needed to assure adequate capacity and to aUow for evaporation. Implementation The following steps wiU help reduce stormwater pollution from concrete wastes: • Incorporate requirements for conerete waste management into material supplier and subcontractor agreements. • Store dry and wet materials under cover, away from drainage areas. Refer to WM-i, Material Delivery and Storage for more information. • Avoid mixing excess amounts of concrete, • Perform washout of concrete trucks in designated areas only, where washout wiU not reach stormwater. • Do not wash out concrete trucks into storm drains, open ditches, streets, streams or onto the ground, Tmcks should always be washed out into designated facilities. • Do not aUow excess concrete to be dumped onsite, except in designated areas. • For onsite washout: - On larger sites, it is recommended to locate washout areas at least 50 feet from storm drains, open ditches, or water bodies. Do not allow runoff from this area by constructing a temporary pit or bermed area large enough for liquid and sohd waste. - Washout wastes into the temporary washout where the concrete can set, be broken up, and then disposed properly. - Washout should be lined so there is no discharge into the underlying soil. • Do not wash sweepings from exposed aggregate concrete into the street or storm drain. CoUect and return sweepings to aggregate base stockpile or dispose in the trash. • See typical concrete washout installation details at the end of this fact sheet. Education • Educate employees, subcontractors, and suppliers on the concrete waste management techniques described herein. NDvembcr 2009 CMfbrrvia StormwSttr BMP Handbook 2 of 7 Construction www.casqa.org Concrete Waste Management WM-8 • Arrange for contractor's superintendent or representative to oversee and enforce concrete waste management procedures. • Discuss the concrete management techniques described in this BMP (such as handhng of concrete waste and washout) with the ready-mix concrete supplier before any deliveries are made. Conerc*iB DetnQlitioin Wastes • Stockpile concrete demoUtion waste in accordance with BMP WM-3, Stockpile Management. • Dispose of or recycle hardened concrete waste in accordance with applicable federal, state or locarregulations. Concrete Slurry Wastes • PCC and AC waste should not be allowed to enter storm drains or watercourses. • PCC and AC waste should be collected and disposed of or placed in a temporary concrete washout facility (as described in Onsite Temporary Concrete Washout Facility> Concrete Transit Truck Washout Procedures, below). • A foreman or construction supervisor should monitor onsite concrete working tasks, such as saw cutting j coring, grinding and grooving to ensure proper methods are implemented. • Saw-cut concrete slurry should not be aHowed to enter storm drains or watercourses. Residue from grinding operatiGns should be picked up by means of a vacuum attachment to the grinding machine or by sweeping. Saw cutting residue should not be aUowed to flow across the pavement and should not be left on the surface of the pavement, See also NS-3, Paving and Grinding Operations; and WM-10, Liquid Waste Management. • Concrete slurry residue should be disposed in a temporary washout facility (as described in Onsite Temporary Concrete Washout Facility, Concrete Transit Tmck Washout Procedures, below) and allowed to dry. Dispose of dry slurry residue in accordance with WM-5, Solid Waste Management. Onsite Temporary Concrete Washout Facility, Transit Truck Washout Procedures • Temporary concrete washout facilities should be located a minimum of 50 ft from storm drain inlets, open drainage facilities, and watercourses. Each facility should be loeated away from construction traffic or access areas to prevent disturbance or tracking. A sign should be installed adjacent to each washout facilky to inform concrete equipment operators to utilize the proper facilities. Temporary concrete washout facilities should be constructed above grade or below grade at the option of the contractor. Temporary concrete washout facilities should be consti-ucted and maintained in suffieient quantity and size to contain aU hquid and concrete waste generated by washout operations. • November 2009 California Stoi-mwater BMP Handbook 3 of 7 Construction wwW.casqavorg Concrete Waste Management WM-8 m Temporary washout facilities should have a temporary pit or bermed areas of sufficient volume to completefy contain aU liquid and waste concrete materials generated during washout procedures. • Temporary washout facilities should be hned to prevent discharge to the underlying ground or surrounding area. • Washout of concrete tmcks should be performed in designated areas only. • Only concrete from mixer truck chutes should be washed into concrete wash out. • Concrete washout from concrete pumper bins can be washed into concrete pumper tmcks and discharged into designated washout area or properly disposed of or recycled offsite. • Once concrete wastes are washed into the designated area and allowed to harden, the concrete shouldbe broken up, removed, and disposed of per WM-5, Solid Waste Management. Dispose of or recycle hardened concrete on a regular basis. • Temporary Concrete Washout Facihty (Type Above Grade) - Temporary concrete washout facilify (type above grade) should be constructed as shown on the details at the end of this BMP* with a recommended minimum length and minimum width of 10 ft; however, smaUer sites or jobs may only need a smaller washout facility. With any washout, always maintain a sufficient quantity and volume to contain aU liquid and concrete waste generated by washout operations. - Materials Used to constract the washout area should conform to the provisions detailed in their respective BMPs (e*g., SE-8 Sandbag Barrier). - Plastic Ihiing.material should be a minimum of 10 mil in polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability ofthe material. - Altematively^ portable removable containers can be used as above grade concrete washouts. Also caUed a "roU-oflf"; this concrete washout facility should be properly sealed to prevent leakage, and should be removed from the site and replaced when the container reaches 75% capacity. • Temporary Concrete Washout Facility (Type Below Grade) - Temporary concrete washout facilities (type below grade) should be constmcted as shown on the details at the end ofthis BMP, with a recommended minimum length and minimum width of lo ft. The quantity and volume should be suffieient to contain all Uquid and concrete waste generated by washout operations. - Lath and flagging should be commercial type. - Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. November 2009 California StbtinWater BMP HafTalook Construction www.casqa.org 4 of 7 Concrete Waste Management WM-8 - The base of a washout faciUty should be free of rock or debris that may damage a plastic liner. Removal of Temporary Concrete Washout Facilities • When temporary concrete washout facilities are no longer required for the work, the hardened concrete should be removed and properly disposed or recycled in accordance with federal, state or local regulations. Materials used to construct temporary concrete washout facilities should be removed from the site of the work and properly disposed or recycled in accordance with federal, state or local regulations., • Holes, depressions or other ground disturbance caused by the removal ofthe temporary concrete washout faciUties should be backfiUed and repaired. costs All ofthe above are low cost measures. Roll-off concrete washout fadlities can be more costly than other measures due to removal arid replacement; however, provide a cleaner alternative to traditional washouts. Tbe type of washout faciUty, size, and availabUity of materials will determine the cost of the washout. Inspection and Maintenance • BMPs must be inspected in accordance vrith General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conelusion of rain events. • Temporary concrete washout facihties should be maintained to provide adequate holding '«*«^ capacity with a minimum freeboard of 4 in, for above grade facilities and 12 in. for below grade faeilities. Maitttainihg temporaiy concrete washout facUities should include removing and disposing of hardened concrete and returning the facilities to a functional condition. Hardened concrete materials should be removed and properly disposed or r«;ycled in accordance with federal, state or local regulations. • Washout facilities must be cleaned, or new facilities must be constmcted and ready for use once the washout is 75% full. • Inspect washout facilities for damage (e.g. tom liner, evidence of leaks, signage, etc.). Repair aU identified damage. References Bluepirint for a Clean Bay; Best Management Practices to Prevent Stormwater PoUution from Constmction Related Activiti^; Santa Clara VaUey Nonpoint Source PoUution Control Program, 1995- Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000, Updated March 2003. Stormwater Management for Constraction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 California Stormwater BMP Handbook S of 7 Gonstruction www.casqa.org Concrete Waste Management WM-8 LATH Si - FLAGGING ON ALL SIDFS 10 0 U 0 n um 6 T ./ / ...y • ki • ..-SANDBAG ry o o • 10 WiL PLASTIC LINING PLAN KOT TO SCALE iYPE "BELOW GRADE" S ANDB AG-1 10 MiL / PLASTIC LINING--V / SECTION A-A NOT TO SCALE, 10 MIL PLASTIC tJNfNfi- TWO-STACKED-/ 2 X 12 ROUGH WOOD FRAiME Pi AN (TYP) 10 MIL PLASTIC LINING NOT TO SCA_E TYPL "ABOVE GRADE '^-WOOD FRAME SEeURELY FASTENED AROUND LNiTiRE PERIMtlLR WITH TWO 5TAKF.;S o •'"^ " be A. DN 3-B NO" "0 SCALE JNLQIES 1 AC^JAL LAYOUT DETERMINED 2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FT. OF THF TEMPORARY CONCREIE WASHOUT FACiLITY. Novernber 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 7 Concrete Waste Management WM-8 —-1 if. 10 MIL PLASTIC LINING PLAN NOT TO'SCALE TYPE "ABOVE GRADE WITH STRAW BALES rrAKE (TYP) 8 ,2" 1 /8" OIA, STEEL WIRE--41 STAPLE DETAIL STRAW BALE (-YP) PLYWOOD 48" X 24" •PAINTED WHITE WASBour --BLACK LETTERS 6" HEiGHT ,,.,-'0.5 LAG M- SCREWS i ^WOOD POST 3" X 3" X e CONCRETE WASHOUT SIGN DETAIL (OR EQUiVALEN!) STAPLES-1 (2 PER BALE)^^' NATIVE MATERiAL--^ (OPTIONAL) -10 MIL PLASTIC LINING •BINDING WIRE WOOD OR—-/ METAL STAKES (2 PER BALE) STRAW BALE NOTES SECTION B-B NOT TO SCALE 1. ACTUAL LAYOUT DETERMINED IN FIELD. 2. THE CONCREiE WASHOUT SiGN SHALL BE INSTALLED WITHIN 3C ET. OF "HE TEMPORARY CONCRETE WASHOUT P"AC)LlTY, November 2009 "^SsSfstormwaiiEfer ESMPftisiS^ibl'' Construction www.casqa.org 7 of 7 .^IHf^ Sanitary/Septic Waste Management llit-9 Description and Purpose Proper sanitary and septic waste management prevent the discharge of pollutants'to stormwater from sanitary and septic waste by providing convenient, weU-maintained facilities, and arranging for regular service and disposal. Suitable Applications Sanitary septic waste management practices are suitable for use at aU construction sites that use temporary or portable sanitary and septic waste systems. Limitations None identified. Implementation Sanitary or septic wastes should be treated or disposed of in accordance with state and local requirements. In many cases, one contract with a local facihty suppher wiU be aU that it takes to make sure sanitary wastes are properly disposed. Storage and Di^osalPrcteedures m Temporary sanitary facihties should be located away from drainage facihties, watercourses, and from traffic circulation. If site conditions allow, place portable facilities a minimum of 50 feet from drainage conveyances and traffic areas. When subjected to high winds or risk of high winds, temporary sanitary facilities should be secured to prevent overturning. Categories EC SE TC WE NS WM Eroston CJoritfbl Sediment Control Tracking Controi Wind Erosion Control Non-Stormwater Management Control Waste Management and Materials PolHjtion Contiiol 0 Legend: 0 Primary Category Hi Secondary Category Targeted Constituents Sediment Nutrients Trash l\/letals Bacteria Oit and Grease Organics 0 0 0 0 Potential Alternatives None November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 3 Sanitary/Septic Waste Management WM-9 • Temporary sanitary facilities must be equipped with containment to prevent discharge of pollutants to the stormwater drainage system ofthe receiving water. • Consider safety as well as environmental implications before placing temporary sanitary faciUties. • Wastewater should not be discharged or buried within the project site. • Sanitary and septic systems that discharge directiy into sanitary sewer systems, where permissible, should comply with the local health agency, dty, county, and sewer district requirements. • Only reputable, licensed sainitaty and septic waste haulers should be used. • Sanitary facilities should be located in a convenient location. • Temporary septic systems should treat wastes to appropriate levels before discharging. • If using an onsite disposal system (OSDS), such as a septic system, local health agency requirements must be foUowed. • Temporary sanitary faciUties that discharge to the sanitary sewer system should be properly connected to avoid ilUcit discharges. • Sanitary and septic facUities should be maintained in good working order by a Ucensed service. • Regular waste collection by a licensed hauler should be arranged before facilities overflow. • If a spill does occur from a temporary sanitary facility, follow federal, state and local peguiations for containment and clean-up. Education m Educate employees, subcontractors, and supphers on sanitary and septic waste storage and disposal procedures. • Educate employees, subcontractors, and suppliers of potential dangers to humans and the environment from sanitary and septic wastes. • Instruct employees, subcontractors, and suppliers in identification of sanitary and septic waste. • Hold regular meetings to discuss and reinforce the use of sanitary facilities (incorporate into regular safety meetingsjl. • Establish a continuing education program to indoctrinate new employees. Costs All of the above are low cost measures. November 2009 California Stormwater BMP Handbook 2 of 3 ConstrucHon wwwvcasqa.org Saiiitary/Septic Waste Management WM-9 Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated projeet type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted Cain events, daily during extended rain events, and after the conclusion of rain events. • Arrange for regular waste collection. • If high winds are expected, portable sanitary facilities must be secured with spikes or weighed down to prevent over turning. • If spills or leaks from sanitary or septic facilities occur that are not contained and discharge from the site, non-visible sampling of site discharge may be required. Refer to the General Permit or to your project specific Construction Site Monitoring Plan to determine if and where sampling is required. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing PoUution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 Califorriia Stormwater BMP Handbook Construction www.casqa.org W3 Liquid Waste Management WM-10 Description and Purpose Liquid waste management includes procedures and practices to prevent discharge of pollutants to the storm drain systipm or to watercourses as a result of the creation, collection, and disposal of non^hazardous liquid wastes. Suitable Applications Liquid waste management is applicable to construction projects that generate any ofthe following non-hazardous by-products, residuals, or wastes: • DrUhng slurries and drilling fluids • Grease-free and oil-free wastewater and rinse water • Dredgings • Other non-stormwater liquid discharges not permitted by separate permits Limitations • Disposal of some liquid wastes may be subject to specific laws and regulations or to requirements of other permits secured for thie construction project (e.g., NPDES permits. Army Corps permits, Coastal Commission permits, etc.). • Liquid waste management does not apply to dewatering operations (NS-2 Dewatering Operations), solid waste management (WM-5, Solid Waste Management), hazardous wastes (WM-6, Hazardous Waste Management), or concrete slurry residue (WM-8, Concrete Waste Categories EC SE TC WE NS WM Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and Materials Pollution Control Ef Legend: 0 Primary Objective HI Secondary Objective Targeted Constituents Sediment Nutrients Trasli Metals Bacteria Oil andGrease Organics m 0 0 0 0 Potential Alternatives None November 2009 California Stdi-mWatet SMf Handbook Construction www.casqa.org 1 of 4 Liquid Waste Management WM-10 Management). • Typical permitted non-stormwater discharges can include: water line flushing; landscape irrigation; diverted stream flows; rising ground waters; uncontaminated pumped ground water; discharges from potable water sources; foundation drains; irrigation water; springs; water from crawl space pumps; footing drains; lawn watering; flows froni riparian habitats and wetlands; and discharges or flows from emergency fire fighting activities. Implementation General Practices m Instruct employees and subcontractors how to safely differentiate between non-hazardous liquid waste and potential or known hazardous liquid waste. • Instruct employees, subcontractors, and suppliers that it is unacceptable for any hquid waste to enter any storm drainage device, watei-way, or receiving water. • Educate employees and subcontractors on liquid waste generating activities and hquid waste storage and disposal procedures. • Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). • Verify which non-stormwater discharges are permitted by the statewide NPDES permit; different regions might have different requirements not outlined in this permit. • Apply NS-8, Vehicle and Equipment Cleaning for managing wash water and rinse water from vehicle and equipment cleaning operations. Containing Liquid Wastes • Drilling residiie and drilling fluids should not be allowed to enter storm drains and watercourses and should be disposed of. • If an appropriate location is available, drilling residue and drilhng fluids that are exempt under Title 23, CCR § 2511(g) may be dried by infihration and evaporation in a containment facility constructed in conformance with the provisions concerning the Temporary Concrete Washout Facilities detailed in WM-8, Concrete Waste Management. • Liquid wastes generated as part of an operational procedure, such as water-laden dredged material and driUing mud, should be contained and not aUowed to flow into drainage channels or receiving waters prior to treatment. • Liquid wastes should be contained in a controlled area such as a holding pit, sediment basin, roll-off bin, or portable tank. • Containment devices must be structuraUy sound and leak free, • Containment de\'iees must be of sufficient quantity or volume to completely contain the liquid wastes generated. November 2009 California Stormwater BMP Handbook 2 of 4 Construction www.casqa.org Liquid Waste Management WM-10 • Precautions should be taken to avoid spills or accidental releases of contained hquid wastes. Apply the education measures and spill response procedures outlined in WM-4, Spill Prevention and Control. • Contaiiiment areas or devices should not be located where accidental release of the contained liquid can threaten heahh or safety or discharge to water bodies, channels, or storm drains. Capturing Liquid Wastes • Capture aU liquid wastes that have the potential to affect the storm drainage system (such as wash water and rinse water from cleaning waUs or pavement)^ before they run off a surface. • Do not allow liquid wastes to flow or discharge uncontrolled. Use teniporary dikes or berms to intercept flows and direct them to a containment area or device for capture. • Use a sediment frap (SE-3, Sediment Trap) for capturing and treating sediment laden hquid waste or capture in a contaiiunent device and ahow sediment to settle. Disposing of Liquid Wastes m A typical method to handle hquid waste is to dewater the contained liquid waste, using procedures such as described in NS-2, Dewatering Operations, and SE-2, Sediment Basin, and dispose of resulting solids per WM-5, Sohd Waste Management. • Methods of disposal for some Hquid wastes may be prescribed in Water Quality Reports, NPDES permits. Environmental Impact Reports, 401 or 404 permits, and local agency discharge permits, etc. Review the SWPPP to see if disposal methods are identified. • Liquid wastes, such as from dredged material, may require testing and certification whether it is hazardous or not before a disposal method can be determined. • For disposal of hazardous waste, see WM-6, Hazardous Waste Management. • If necessary, further freat liquid wastes prior to disposal. Treatment may include, though is not Umited to, sedimentation, filtration* and chemical neutralization. Costs Prevention costs for Uquid waste management are minimal. Costs increase if cleanup or fines are involved. Inspection and Miiifitenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur. November 2009 Galifornia Stormwater BMP Handbook 3 of 4 Constructibn www.casqa.org Liquid Waste Management WM-10 • Remove deposited solids in containment areas and capturing devices as needed and at the completion of the task. Dispose of any solids as described in WM-5, Solid Waste Management. • Inspect containment areas and capturing devices and repair as needed. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Novernber 2X3(19 Catifornia Stormwater BMP Handbook 4 of 4 GoRstruction Www.casqa.org Appendix HsBMP Inspection Form City ofCarlsbad 83 BMP INSPECTION REPORT Date and Time of Inspection: Inspection Type: (Check each that applies) Weekly Complete Parts 1,11,111 and Vll • Pre-Storm Complete Parts UUIUVandVII • During Rain Event Complete Parts I, II, III, Vand Vll • Post-Storm Complete Parts I, II,III, VI and Vll • Quarterly Complete Parts IV and Vll • "1* >,i il. •; Gonstruction Site Name: Construction stage and completed activities: (Check each that applies) Demolition/ Grading • Street and Utility • Ve Con; irtical >truction • Final landscaping and stabilization • Approximate area of site that is exposed: 25 • 50 • 75 • 100 • Photos Taken: (Check one) Yes n No Current weather (Check One) Sunny • Overcast' • Light Rain Heavy Rain ayvH • Greater than 50% predicted chance of rain within 48 hours? (Chance of rain and date, attach 5 day forecast) http:,''Avww.weather.fiov/ Yes (% chance/ Date) o No For Pre or during-storm Inspections Estimate storm beginning; (date and time) Estimate storm duration: (days or hours) For During Storm Inspections Rain gauge reading (in.): htcp://vvww.cnrfc.noiia.coY.'£!00£:le precip.phn For During Storm Inspections Location: For Post-storm Inspections Estimate time since last storm: (days or hours) Inspector Name: Inspector Title: QSP Name: Signature: Date: Minimum BMPs for Risk Level 1 Sites (yes, no, N/A) Corrective Action Required (yes/no) Action Implemented (Date) Inventory of outdoor products located onsite shown in Attachment 0 is compiete • Yes • No • N/A • Yes • No Construction material with 14 or more days or inactivity are covered or bemned • Yes • No • N/A • Yes • No All chemicals are stored in watertight containers with appropriate secondary containment, or in a completely enclosed storage shed • Yes • No • N/A • Yes • NO Construction materials are minimally exposed to precipitation • Yes • No • N/A • Yes • NO BMPs preventing the off-site tracking of materials are implemented and properiy effective • Yes • No • N/A • Yes • NO Wash/rinse water and materials are prevented from being disposed into the storm drain system • Yes • No • N/A • Yes • No Portable toilets have a secondary containment tray or are bermed to contain spills. • Yes • No • N/A • Yes • No Sanitation facilities are clean and with no apparent for leaks and spills • Yes • No • N/A • Yes • NO Equipment is in place to cover waste disposal containers at the end of business day and during rain events • Yes • No • N/A • Yes • NO Waste disposal containers are free from leaks/spills • Yes • No • N/A • Yes • NO Stockpiled waste material is securely protected from wind and rain if not actively in use • Yes • No • N/A • Yes • NO Procedures are in place for addressing hazardous and non-hazardous spills (Spill Prevention and Control Plan Attachment P) • Yes • No • N/A • Yes • NO Appropriate spill response personnel are assigned and trained (Spill Prevention and Control Plan Attachment P) • Yes • No • N/A • Yes • NO Equipment and materials for cleanup of spills are available onsite (Spill Prevention and Control Plan Attachment P) • Yes • No • N/A • Yes • NO Washout areas (e.g., concrete) are contained appropriately using fully enclosed metal bins or an impermeable plastic liner to prevent discharge or infiltration into the underiying soil • Yes • No • N/A • Yes • NO Good Houselieeping for VatifcIaStoiago and'MainteWance'i;, - S All equipment or vehicles are fueled, maintained, and stored in a designated area with appropriate BIVlPs in order to prevent oil, grease, or fuel from leaking into the ground, storm drains or surface water • Yes • No • N/A • Yes • NO Onsite vehicles and equipment have been inspected for leaks are if necessary leaks are cleaned immediately and disposed of properiy • Yes • No • N/A • Yes • No i^eflciertcI^inPartfil ^ Minimum BMPs for Risk Level 1 Sites (yes, no, N/A) Action Required (yes/no) Action Implemented (Date) Stockpiled landscape materials such as mulches and topsoil are contained and covered when not actively in use • Yes • NO • N/A • Yes • NO Erodible landscape material has not been applied 2 days before a forecasted rain event or during an event • Yes • NO • N/A • Yes • No Erodible landscape materials are applied at quantities and rates in accordance with manufacturer recommendations • Yes • No • N/A • Yes • NO Bagged erodible landscape materials are stored on pallets and covered • Yes • No • N/A • Yes • NO Vehicles are washed in a manner to prevent non-stormwater discharges to surface waters or drainage systems • Yes • No • N/A • Yes • NO Streets are cleaned in a manner to prevent unauthorized non- stormwater discharges to surface waters or drainage systems. • Yes • No • N/A • Yes • NO Water application or dust suppressants are effectively being implemented to adequately prevent dust nuisance • Yes^No • N/A • Yes • NO Effective soil cover is provided for disturbed areas inactive (i.e., not scheduled to be disturbed for 14 days) as well as finished slopes, open space, utility backfill, and completed lots • Yes • No • N/A • Yes • NO The use of plastic materials is limited in cases when a more • Yes • No sustainable, environmentally friendly altemative exists. • N/A mESM Perimeter silt fence has been installed as shown on the Erosion Control Plan and per BMP SE-1. Silt fence is free from rips, tears, or separations. • Yes • No • N/A • Yes • NO Perimeter fiber rolls are provided as shown on the Erosion Control Plan and installed per BMP SE-5. • Yes • No • N/A • Yes • NO Entrances and exits are stabilized to control erosion and sediment discharges from the site • Yes • No • N/A • Yes • NO Storm drain inlets are protected using gravel bag berms or an approved equivalent • Yes • No • N/A • Yes • NO Run-on to the site is effectively managed and directed away from all disturbed areas. • Yes • No • N/A • Yes • No Are the project SWPPP and BMP plan up to date, available on-site and being properiy implemented? • Yes • NO • N/A • Yes • NO fe:^£^";. ''.'''''^•onBIIIHIHlHHHHi 1. 2. 3. 4. 5. 6. 7. 8. o , pcesencoor. hdsource(s)ofpoll Yes, NO Are drainage areas free of spills, leaks, or uncontrolled pollutant sources? If no, complete Part Vll and describe below. Notes: • Yes • No Location Description Location Description Location Description Appendix!: Discliarge Log City ofCarlsbad SWPPP LOG, REPORTABLE QUANTITY RELEASES' m 4--4 •i •1 r *^'^#ateriat SpiHed/LocationySource Approximate Quantity First RespohseTeam Memfiers HI' 1 " anm!»' 'J Dispdsal Date Significant Maierial Spilled/Location/Source ApproKimate Quantity First Response Team Members/Contracted Offsite Response Team Disposal Date b Reportable Date of Spill Material Spilled/Location/Source Approximate Quantity Agencies Notified Date Notified 1 See Discussion in SWPPP Section 3.7 for completing table. CrTy of Carlsbad 91 o Appendix J: Training Reporting Form — Q2 City ofCarlsbad Trained Contractor Personnel Log stormwater Management Training Log and Documentation Project Name: WDID#: Stormwater Management Topic: (check as appropriate) I I Erosion Control [• Sediment Control n Wind Erosion Control [• Tracking Control [~l Non-Stormwater Management [• Waste Management and Materials Pollution Control r~l Stormwater Sampling Specific Training Objective: Location: Date: Instructor: Telephone: Course Length (hours): ^^^^ Name Company Phone As needed, add proof of external training (e.g., course completion certificates, credentials for QSP, QSD). City of Carlsbad 93 < m m m o z o oc I*' O u o 2 IX o O I, O C<1 T—^" »\ o I c .Sf '13 C C *"* c 2 'iS3 ,*-» 't it t"B X ^ m ^ < "i ^ If ife o 5 E £ tj S o mm O O UJ Appendix K: Responsible Parties City of Carbbad 94 "Hi,,,, Authorization of Approved Signatories Project Name: WDTD#: Name of Personnel Project Role Company Signature Date LRP's Signature Date LRP Name and Title Telephone Number Cityof Carbbad 95 Identification of QSP Project Name: . WDID #: The following are QSPs associated with this project Name of Personnel^'^ Company Date (1) If additional QSPs are required on the job site add additional lines and include information here City of Carlsbad 96 Appendix L: Contractors and Subcontractors City of Carlsbad CITY OF CARLSBAD TRANSPORTATION DEPARTMENT TO: JOHN MAASHOFF - STREETS SUPERINTENDENT FROM: DOUG BILSE - CITY TRAFFIC ENGINEER F^'^ Oo WORK ORDER NO. ?4-05? DATE 5/20/74 BY J. G/\LE TR# A//^ RRS/ORDf HANSEN W.O. #(s) g-P- g^^^ #J6057J - #5605/7 LOCATION: C/\SSM /?0/^D - POINSETTIA LANE TO KALMIA CIRCLE (EAST) PROJECT: INSTALL TWO NEW R2-1(35) SIGNS: RELOCATE ONE SIGN: REPLACE ONE SIGN JUSTIFICATION: TO BETTER INFORM MOTORISTS OF PRIMA FACIE SPEED LIMIT KALMIA CIRCLE SGN141I3 Cl o > 5: CASSIA ROAD © WORK TO BE DONE © REMOVE R28(CA) SIGN FROM TELESPAR POST ADJACENT TO BCR. REPLACE WITH A 12' X 18' R7-9 SIGN. NOTE: EXISTING R28(CA) SIGN HAS ARROWS POINTING TO THE LEFT AND RIGHT Q) REMOVE EXISTING 24' X 30' R2-1(35) SIGN LOCATED ON STREET UGHT POLE ABOVE R26 SIGN. FEBT RELOCATE THE R2-1(35) SIGN TO A NEW TELESPAR POST 80 FEET E/O LOCATION fl. FEBT (D INSTALL A NEW 24' X 30' R2-1(35) SIGN ON A TELESPAR POST. 150 FEET W/O GENOA LANE, FEBT © OW 1ST TELESPAR POST W/O KALMIA CIRCLE (EAST), RAISE POST AND INSTALL A 24' X 30' R2-1(35) SIGN ABOVE EXISTING R26 SIGN. FWBT WHEN COMPLETED, RETURN TO: (Traffic Division) DATE COMPLETED 1. Jim Gale Ext. 2755 .BY_