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X X X X X X X X X X X X X X X X X X X X X X X COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 885 884 885 885 885 884 886 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 885 883 884 886 886 886 886 886 887 887 887 885 886 887 886 885 884 885 884 886 LEGEND: REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-001.dwg E AGV-C-CG7-001 - 139547 GRADING PLAN SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NORTH EXISTING EASEMENT LINE EXISTING CHAIN LINK FENCE EXISTING OVERHEAD ELECTRIC PROPOSED LIMITS OF GRADING X X OH OH PROPOSED SECURITY FENCE X X EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED SURFACE COURSE (4" DEPTH) PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (6" DEPTH) EXISTING CONTOUR ### NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. 2. REFER TO DRAWING AGV-C-CG7-007 FOR ADDITIONAL DETAILS. 3. PROPOSED SUBSTATION SECURITY FENCE MEETS IND-2 IUPD STANDARDS. 005 B 005 A 0.50% 0.50% 0.20% EDGE OF PAD N 850420.98 E 416161.95 FG 886.52' EDGE OF PAD N 850418.68 E 416451.95 FG 886.56' EDGE OF PAD N 850613.67 E 416453.49 FG 887.50' EDGE OF PAD N 850615.97 E 416163.50 FG 887.50' END CURVE N 850279.86 E 416457.90 FG 887.27' GRADE BREAK N 850283.40 E 416348.48 FG 885.70' BEGIN CURVE N 850284.72 E 416337.19 FG 885.51' GRADE BREAK N 850273.82 E 416430.80 FG 887.11' 2.5:1 2.5:1 2.5:1 YL A 3/31/22 NM 30% IFR YL B 4/11/22 NM ISSUED FOR BID 1.45% 0.71% 0.64% 1.42% GRADE BREAK N 850615.74 E 416192.40 FG 887.50' GRADE BREAK N 850488.96 E 416191.40 FG 886.87' GRADE BREAK N 850442.82 E 416268.45 FG 886.64' GRADE BREAK N 850487.80 E 416368.06 FG 886.87' GRADE BREAK N 850614.34 E 416369.06 FG 887.50' GRADE BREAK N 850615.09 E 416269.81 FG 887.89' GRADE BREAK N 850488.56 E 416268.81 FG 887.26' YL C 4/29/22 NM IFB - EXTENDED BASIN YL D 6/03/22 NM 90% IFR BEGIN DITCH CL N 850415.88 E 416161.88 FG 885.62' END DITCH CL N 850412.90 E 416270.57 FG 885.08' EDGE OF ACCESS ROAD N 850418.74 E 416441.95 FG 886.54' EDGE OF ACCESS ROAD N 850418.91 E 416421.95 FG 886.52' EDGE OF ACCESS ROAD N 850418.84 E 416431.95 FG 886.52' BEGIN CURVE N 850299.78 E 416441.00 FG 887.09' END CURVE N 850317.41 E 416384.50 FG 886.09' CURVE R CENTER N 850299.62 E 416461.00 CURVE R CENTER N 850335.01 E 416334.85 R50.00' R20.00' 0.50% BEGIN DITCH CL N 850290.31 E 416186.22 FG 885.18' END DITCH CL N 850289.52 E 416270.29 FG 884.89' 0.33% 1.67% 1.55% 1.97% RETENTION BASIN PROPOSED BASE COURSE (4" DEPTH) EAST-WEST BASELINE NORTH-SOUTH BASELINE 0.50% 0.50% EDGE OF ACCESS ROAD N 850285.91 E 416186.16 FG 885.77' EDGE OF ACCESS ROAD N 850331.47 E 416119.24 FG 886.15' EDGE OF ACCESS ROAD N 850385.51 E 416119.67 FG 886.33' EDGE OF ACCESS ROAD N 850460.97 E 416162.27 FG 886.73' BASE COURSE (6" DEPTH) SURFACE COURSE (4" DEPTH) FINISHED GRADE SELECT FILL NOT TO SCALE TYPICAL SECTION: PAD GRADING EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) X X NOT TO SCALE TYPICAL SECTION: GRADING ALONG SECURITY FENCE SELECT FILL EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) BASE COURSE (6" DEPTH) SURFACE COURSE (4" DEPTH) FINISHED GRADE RIPRAP (12" DEPTH) CONTECH C80NW GEOTEXTILE FABRIC SECURITY FENCE 5.00' VARIES 1.00' 005 C 005 D YL E 6/17/22 NM IFP 280.00' 5.00' 5.00' 185.00' 5.00' 5.00' SEE NOTE 3 PROPOSED RIPRAP (12" DEPTH) X X X X X ST ST ST ST 886 887 887 X X X X X X X X ST ST 886 887 887 888 ST 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 BP: 0+00.00 PI: 0+13.41 PC: 3+11.81 PT: 4+69.86 PT: 1+82.32 L2 L1 C2 C1 880 881 882 883 884 885 886 887 888 889 890 891 892 893 894 895 880 881 882 883 884 885 886 887 888 889 890 891 892 893 894 895 1+00 2+00 3+00 4+00 5+00 5+50 1+00 2+00 3+00 4+00 5+00 5+50 ROAD TIE-IN STA = 0+10.48 ELEV = 885.449 PVI STA: 0+84.88 PVI ELEV: 886.74 K: 72.54 LVC: 100.00 BVCS: 0+34.88 BVCE: 885.87 EVCS: 1+34.88 EVCE: 886.92 1.74% 0.36% ALIGNMENT LINE TABLE LINE # L1 L2 L3 LENGTH 13.41' 129.50' 516.98' DIRECTION N89° 16' 56.05"W N24° 45' 50.16"W N85° 08' 06.03"W START POINT (N, E) 849921.25, 417383.17 850008.57, 417235.44 850212.79, 417057.71 END POINT (N, E) 849921.42, 417369.76 850126.16, 417181.19 850256.63, 416542.59 ALIGNMENT CURVE TABLE CURVE # C1 C2 RADIUS 150.00' 150.00' RADIUS CENTER (N, E) 850071.40, 417371.64 850063.33, 417044.99 LENGTH 168.909' 158.051' CHORD DIRECTION N57° 01' 23.11"W N54° 56' 58.10"W PC (N, E) 849921.42, 417369.76 850126.16, 417181.19 PT (N, E) 850008.57, 417235.44 850212.79, 417057.71 TANGENT 94.68 87.25 DELTA 64.52 60.37 ST ST ST ST REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-002.dwg B AGV-C-CG7-002 - 139547 SHEET 1 OF 3 ACCESS ROAD PLAN AND PROFILE SITE WORK FUTURE AGAVE SUBSTATION LEGEND: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. 2. PIPE LENGTHS SHOWN ON THIS DRAWING ASSUMES 5 FT END SECTION LENGTHS. SUBCONTRACTOR SHALL ADJUST PIPE LENGTHS AS NECESSARY TO MEET GIVEN INVERT COORDINATES. 3. SUBCONTRACTOR SHALL MODIFY EXISTING HDPE STORM SEWER PIPE TO BE ABLE TO DAYLIGHT INTO EXISTING DITCH. NOTES: ISSUED FOR PERMITTING EXISTING CHAIN LINK FENCE PROPOSED LIMITS OF GRADING X X EXISTING EDGE OF DIRT ROAD PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### (2) 44.3 LF 36" Ø CGHDPE PIPE @ 0.24% SEE NOTE 2 EXISTING SECTION LINE YL A 6/03/22 NM 90% IFR NORTH 0 SCALE IN FEET 30' 60' H: V: 0 SCALE IN FEET 30' 60' SCALE IN FEET 0 3' 6' BEGIN ALIGNMENT STA 0+00.00 N 849921.25 E 417383.17 BEGIN R=30' CURVE TIE-IN TO EXIST. PVMT. STA 0+10.10, 37.82' L FG 885.43' BEGIN R=30' CURVE TIE-IN TO EXIST. PVMT. STA 0+10.92, 43.80' R FG 885.56' EDGE OF ACCESS ROAD TIE-IN TO EXIST. PVMT. STA 0+10.48 FG 885.45 CENTER (2) 36" DIA. HDPE END SECTIONS STA 0+33.44, 25.22' L INV 880.68' MATCH LINE - CONTINUED ON AGV-C-CG7-003 BEGIN DITCH CL STA 3+90.96, 20.39' L FG 885.73' DITCH CL STA 3+11.79, 19.54' L FG 885.36' DITCH CL STA 1+82.34, 20.26' L FG 884.71' END DITCH CL STA 0+49.85, 19.16' L FG 884.00' FG AND PGL EG (2) 44.3 LF 36" Ø CGHDPE PIPE @ 0.24% UPSTREAM CULVERT (2) 36" Ø CGHDPE PIPE @ 0.24% PER RED HAWK POWER STATION STORM WATER DRAINAGE REPORT DOWNSTREAM CULVERT (2) 36" Ø CGHDPE PIPE @ 0.24% PER RED HAWK POWER STATION STORM WATER DRAINAGE REPORT 0.47% 0.50% 0.53% L3 005 F CENTER (2) 36" DIA. HDPE END SECTIONS STA 0+43.06, 28.27' R INV 880.81' 3:1 SEE NOTE 3 REFLECTOR STAKES (TYP.) REFLECTOR STAKES (TYP.) 005 E EXISTING EDGE OF ASPHALT ROAD EXISTING STORM SEWER ST ST 3:1 R=30' CURVE CENTER STA 0+51.32, 40.00' R R=30' CURVE CENTER STA 0+34.55, 40.00' L END R=30' CURVE STA 0+51.32, 10.00' R FG 885.94' END R=30' CURVE STA 0+34.55, 10.00' L FG 885.67' YL B 6/17/22 NM IFP X X X X X X X M COMM 887 888 889 889 885 884 886 887 888 888 X X X X X X X X X X X X X X X X X X 885 885 883 884 886 886 887 888 50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 PC: 9+86.84 PC: 10+95.45 PT: 9+91.07 PT: 11+04.30 L3 L4 C3 C4 X X 883 884 885 886 887 888 889 890 891 892 893 894 895 896 883 884 885 886 887 888 889 890 891 892 893 894 895 896 5+50 6+00 7+00 8+00 9+00 10+00 11+00 11+50 5+50 6+00 7+00 8+00 9+00 10+00 11+00 11+50 PVI STA: 6+06.60 PVI ELEV: 888.63 K: 125.98 LVC: 100.00 BVCS: 5+56.60 BVCE: 888.45 EVCS: 6+56.60 EVCE: 888.42 PVI STA: 10+56.29 PVI ELEV: 887.92 K: 48.81 LVC: 100.00 BVCS: 10+06.29 BVCE: 887.79 EVCS: 11+06.29 EVCE: 887.02 PVI STA: 8+78.20 PVI ELEV: 887.46 K: 145.23 LVC: 100.00 BVCS: 8+28.20 BVCE: 887.68 EVCS: 9+28.20 EVCE: 887.59 -0.43% 0.26% -1.79% ALIGNMENT LINE TABLE LINE # L3 L4 L5 LENGTH 516.98' 104.38' 277.66' DIRECTION N85° 08' 06.03"W N81° 05' 57.37"W N89° 32' 44.92"W START POINT (N, E) 850212.79, 417057.71 850257.14, 416538.40 850274.01, 416426.46 END POINT (N, E) 850256.63, 416542.59 850273.29, 416435.27 850276.21, 416148.81 ALIGNMENT CURVE TABLE CURVE # C3 C4 RADIUS 60.00' 60.00' RADIUS CENTER (N, E) 850316.41, 416547.68 850214.01, 416425.98 LENGTH 4.226' 8.845' CHORD DIRECTION N83° 07' 01.70"W N85° 19' 21.15"W PC (N, E) 850256.63, 416542.59 850273.29, 416435.27 PT (N, E) 850257.14, 416538.40 850274.01, 416426.46 TANGENT 2.11 4.43 DELTA 4.04 8.45 REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-003.dwg B AGV-C-CG7-003 - 139547 SHEET 2 OF 3 ACCESS ROAD PLAN AND PROFILE SITE WORK FUTURE AGAVE SUBSTATION LEGEND: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. 2. PIPE LENGTHS SHOWN ON THIS DRAWING ASSUMES 8 FT END SECTION LENGTHS. SUBCONTRACTOR SHALL ADJUST PIPE LENGTHS AS NECESSARY TO MEET GIVEN INVERT COORDINATES. NOTES: 005 G ISSUED FOR PERMITTING EXISTING CHAIN LINK FENCE PROPOSED LIMITS OF GRADING X X EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### EXISTING SECTION LINE NORTH YL A 6/03/22 NM 90% IFR 0 SCALE IN FEET 30' 60' H: V: 0 SCALE IN FEET 30' 60' SCALE IN FEET 0 3' 6' CENTER (2) 45X29 RCEP END SECTIONS STA 10+60.50, 24.80' R INV 883.93' MATCH LINE - CONTINUED ON AGV-C-CG7-002 FG AND PGL EG MATCH LINE - CONTINUED ON AGV-C-CG7-004 CENTER (2) 45X29 RCEP END SECTIONS STA 10+52.06, 24.67' L INV 883.75' (2) 34.2 LF 45X29 RCEP @ 0.36% SEE NOTE 2 (2) 34.2 LF 45X29 RCEP @ 0.36% REFLECTOR STAKES (TYP.) REFLECTOR STAKES (TYP.) L5 24' DOUBLE SWING GATE CULVERT SIZING CALCULATIONS: PER PG. 104 FROM "RED HAWK POWER STATION STORM WATER DRAINAGE REPORT", NEAREST ANALYSIS POINT IS "PT. 3". PER PG. 102 TABLE 4, PT. 3 DESIGN FLOW = 69 CFS. MANNING'S FORMULA: Q = A x 1.486/n x R2/3 x S1/2 Q = DISCHARGE (CFS) A = CROSS-SECTIONAL AREA OF FLOW (SF) n = ROUGHNESS COEFFICIENT R = HYDRAULIC RADIUS (FT) S = PIPE SLOPE (FT/FT) A = 7.07 SF (EQUIVALENT 36" Ø PIPE) n = 0.015 (CONCRETE PIPE) R = 0.75 FT S = 0.0036 FT/FT Q = 34.67 34.67 x 2 = 69.33 CFS > 69 CFS YL B 6/17/22 NM IFP COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM OH OH O OH OH OH OH O OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 883 884 885 884 X X X X X X X X X 883 886 886 886 886 887 886 885 884 885 884 886 +50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+34 EP: 16+34.49 PC: 13+81.96 PC: 15+59.66 PT: 14+44.79 PT: 16+22.49 L5 L6 L7 C5 C6 880 881 882 883 884 885 886 887 888 889 890 891 892 893 894 895 880 881 882 883 884 885 886 887 888 889 890 891 892 893 894 895 11+50 12+00 13+00 14+00 15+00 16+00 16+34 11+50 12+00 13+00 14+00 15+00 16+00 16+34 GRADE BREAK STA = 11+93.65 ELEV = 885.460 GRADE BREAK STA = 16+34.49 ELEV = 886.775 0.00% 0.33% ALIGNMENT LINE TABLE LINE # L5 L6 L7 LENGTH 277.66' 114.87' 12.00' DIRECTION N89° 32' 44.92"W N00° 27' 15.08"E S89° 32' 44.92"E START POINT (N, E) 850274.01, 416426.46 850316.53, 416109.12 850471.07, 416150.35 END POINT (N, E) 850276.21, 416148.81 850431.39, 416110.04 850470.97, 416162.35 ALIGNMENT CURVE TABLE CURVE # C5 C6 RADIUS 40.00' 40.00' RADIUS CENTER (N, E) 850316.21, 416149.12 850431.07, 416150.03 LENGTH 62.832' 62.832' CHORD DIRECTION N44° 32' 44.92"W N45° 27' 15.08"E PC (N, E) 850276.21, 416148.81 850431.39, 416110.04 PT (N, E) 850316.53, 416109.12 850471.07, 416150.35 TANGENT 40.00 40.00 DELTA 90.00 90.00 REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-004.dwg B AGV-C-CG7-004 - 139547 SHEET 3 OF 3 ACCESS ROAD PLAN AND PROFILE SITE WORK FUTURE AGAVE SUBSTATION LEGEND: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. NOTES: ISSUED FOR PERMITTING EXISTING EASEMENT LINE EXISTING OVERHEAD ELECTRIC PROPOSED LIMITS OF GRADING OH OH EXISTING EDGE OF DIRT ROAD PROPOSED SECURITY FENCE X X EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED SURFACE COURSE (4" DEPTH) PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### EXISTING SECTION LINE NORTH YL A 6/03/22 NM 90% IFR 0 SCALE IN FEET 30' 60' H: V: 0 SCALE IN FEET 30' 60' SCALE IN FEET 0 3' 6' MATCH LINE - CONTINUED ON AGV-C-CG7-003 FG AND PGL EG EDGE OF ACCESS ROAD BEGIN CURVE N 850336.60 E 416099.28 FG 886.02' EDGE OF ACCESS ROAD END CURVE N 850287.00 E 416048.89 FG 884.03' EDGE OF ACCESS ROAD TIE-IN TO EG N 850287.36 E 416003.36 FG 882.99' EDGE OF ACCESS ROAD TIE-IN TO EG N 850282.57 E 415979.39 FG 883.04' EDGE OF ACCESS ROAD TIE-IN TO EG N 850267.74 E 415944.55 FG 882.71' EDGE OF ACCESS ROAD TIE-IN TO EG N 850263.75 E 415924.45 FG 882.51' EDGE OF ACCESS ROAD TIE-IN TO EG N 850263.13 E 415984.78 FG 883.07' EDGE OF ACCESS ROAD TIE-IN TO EG N 850267.36 E 416003.21 FG 883.03' EDGE OF ACCESS ROAD N 850266.21 E 416148.73 FG 885.75' EDGE OF ACCESS ROAD STA 16+34.49, 10.00' R FG 886.73' EDGE OF ACCESS ROAD STA 16+34.49, 10.00' L FG 886.82' END ALIGNMENT CL OF ACCESS ROAD STA 16+34.49 N 850470.97 E 416162.35 FG 886.77' EDGE OF ACCESS ROAD STA 13+44.69, 10.00' R FG 885.77' EDGE OF ACCESS ROAD STA 13+78.32, 32.51' R FG 885.93' EDGE OF ACCESS ROAD STA 14+59.81, 10.00' R FG 886.15' EDGE OF ACCESS ROAD STA 15+13.86, 10.00' R FG 886.33' R40.00' R50.00' CURVE R CENTER N 850337.00 E 416049.29 CURVE R CENTER N 850227.36 E 416002.89 EDGE OF ACCESS ROAD TIE-IN TO EG N 850287.21 E 416022.99 FG 883.14' EDGE OF ACCESS ROAD STA 15+51.76, 31.00' R FG 886.11' EDGE OF ACCESS ROAD TIE-IN TO EG N 850267.21 E 416022.83 FG 883.13' NORTH-SOUTH BASELINE 1.55% 1.67% 0.44% RETENTION BASIN PROPOSED BASE COURSE (4" DEPTH) YL B 6/17/22 NM IFP GRADE BREAK STA = 12+33.65 ELEV = 885.460 PROPOSED RIPRAP (6" DEPTH) 885 886 887 888 889 890 884 883 882 881 X X 885 886 887 888 889 890 884 883 882 881 885 886 887 888 889 890 884 883 882 X X 885 886 887 888 889 890 884 883 882 X 885 886 887 888 884 883 882 881 880 879 878 885 886 887 888 884 883 882 881 880 879 878 885 886 887 888 889 890 884 883 882 881 885 886 887 888 889 890 884 883 882 881 885 886 887 888 884 883 882 890 889 885 886 887 888 884 883 882 890 889 885 886 887 888 884 883 882 889 X 885 886 887 888 884 883 882 889 885 886 887 888 884 883 882 889 885 886 887 888 884 883 882 889 SECURITY FENCE NORTH-SOUTH BASELINE EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) 4:1 REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-005.dwg D AGV-C-CG7-005 - 139547 GRADING SECTION VIEWS SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. 2. PIPE LENGTHS SHOWN ON THIS DRAWING ASSUMES 8 FT (RCEP) AND 5 FT (HDPE) END SECTION LENGTHS. SUBCONTRACTOR SHALL ADJUST PIPE LENGTHS AS NECESSARY TO MEET GIVEN INVERT COORDINATES ON PLAN DRAWINGS. 5.00' 77.00' VARIES VARIES 5.00' 133.00' BASE COURSE (6" DEPTH) BASE COURSE (6" DEPTH) BASE COURSE (9" DEPTH) EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) SECURITY FENCE SECURITY FENCE SECURITY FENCE SURFACE COURSE (4" DEPTH) SURFACE COURSE (4" DEPTH) 2.5:1 3:1 3:1 2.5:1 2.5:1 RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) SELECT FILL SELECT FILL H: V: H: V: MIRAFI RS380i GEOTEXTILE FABRIC CONTECH C80NW GEOTEXTILE FABRIC CONTECH C80NW GEOTEXTILE FABRIC CONTECH C80NW GEOTEXTILE FABRIC CONTECH C80NW GEOTEXTILE FABRIC YL A 3/31/22 NM 30% IFR YL B 4/11/22 NM ISSUED FOR BID 5.00' 108.00' VAR. VARIES 0.50% 0.50% 1.36% EAST-WEST BASELINE 147.00' 5.00' VARIES 23.90' 77.42' 31.68' 67.57' 74.43' 5.00' 0.51% 0.40% YL C 6/03/22 NM 90% IFR SELECT FILL 36" DIA. HDPE END SECTION 36" DIA. HDPE END SECTION (2) 44.3 LF 36" Ø CGHDPE PIPE @ 0.24% SEE NOTE 2 INV 880.81' INV 880.68' FINISHED GRADE FINISHED GRADE FINISHED GRADE EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) H: V: BASE COURSE (9" DEPTH) 4:1 4:1 RIPRAP (12" DEPTH) SELECT FILL RCEP END SECTION RCEP END SECTION (2) 34.2 LF 45X29 RCEP @ 0.36% SEE NOTE 2 INV 883.93' INV 883.75' FINISHED GRADE EG CONTECH C80NW GEOTEXTILE FABRIC MIRAFI RS380i GEOTEXTILE FABRIC H: V: RIPRAP (12" DEPTH) EXISTING FENCE BASE COURSE (9" DEPTH) 4:1 RIPRAP (12" DEPTH) MIRAFI RS380i GEOTEXTILE FABRIC FINISHED GRADE EXISTING GRADE H: V: CONTECH C80NW GEOTEXTILE FABRIC 4:1 VARIES 3.00' VAR.10.00' 10.00' VARIES 2.00% 2.00% 15.10' RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) RIPRAP (12" DEPTH) H: V: 5.00' VAR. 3.00' VAR. SURFACE COURSE (4" DEPTH) EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) SELECT FILL CONTECH C80NW GEOTEXTILE FABRIC BASE COURSE (4" DEPTH) FINISHED GRADE 4:1 H: V: VAR. 3.00' VAR. 4:1 4:1 BASE COURSE (6" DEPTH) BASE COURSE (9" DEPTH) FINISHED GRADE SELECT FILL CONTECH C80NW GEOTEXTILE FABRIC MIRAFI RS380i GEOTEXTILE FABRIC RIPRAP (6" DEPTH) RIPRAP (6" DEPTH) BASE COURSE (4" DEPTH) EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) YL D 6/17/22 NM IFP 4:1 COMM COMM COMM COMM COMM COMM COMM X X X X X X X X X X 885 883 884 886 886 88 885 886 887 888 889 884 883 882 881 885 886 887 888 889 884 883 882 881 880 880 885 886 887 888 889 890 884 883 882 881 885 886 887 888 889 890 884 883 882 881 880 880 X LEGEND: - G - F REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-006.dwg B AGV-C-CG7-006 - 139547 RETENTION BASIN PLAN SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NORTH EXISTING SECTION LINE PROPOSED LIMITS OF GRADING PROPOSED SECURITY FENCE X X EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED SURFACE COURSE (4" DEPTH) PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. TOE OF SLOPE N 850403.98 E 416400.71 FG 882.75' TOE OF SLOPE N 850322.03 E 416371.97 FG 882.75' TOE OF SLOPE N 850295.76 E 416337.28 FG 882.75' GRADE BREAK TOP OF SPILLWAY N 850283.40 E 416348.48 FG 885.70' GRADE BREAK SPILLWAY BOTTOM N 850284.72 E 416337.19 FG 885.51' GRADE BREAK SPILLWAY BOTTOM N 850285.03 E 416297.11 FG 885.51' GRADE BREAK SPILLWAY BOTTOM N 850265.03 E 416297.11 FG 885.41' GRADE BREAK SPILLWAY BOTTOM N 850264.72 E 416337.11 FG 885.41' GRADE BREAK TOP OF SPILLWAY N 850264.63 E 416348.48 FG 885.61' YL A 6/03/22 NM 90% IFR TOE OF SLOPE N 850404.94 E 416279.83 FG 882.75' TOE OF SLOPE N 850296.44 E 416278.97 FG 882.75' GRADE BREAK TOP OF SPILLWAY N 850285.52 E 416236.15 FG 885.71' GRADE BREAK TOP OF SPILLWAY N 850265.52 E 416236.15 FG 885.61' 4:1 SECURITY FENCE RIPRAP (12" DEPTH) SELECT FILL - G SECTION 0 SCALE IN FEET 2' 4' H: V: CONTECH C80NW GEOTEXTILE FABRIC FINISHED GRADE EXISTING GRADE BASE COURSE (9" DEPTH) MIRAFI RS380i GEOTEXTILE FABRIC VARIES VARIES VARIES 108.73' 20.00' BASE COURSE (9" DEPTH) MIRAFI RS380i GEOTEXTILE FABRIC BASE COURSE (4" DEPTH) 4:1 4:1 4:1 RIPRAP (12" DEPTH) CONTECH C80NW GEOTEXTILE FABRIC EXISTING GRADE FINISHED GRADE SELECT FILL 5.00' SELECT FILL BASE COURSE (6" DEPTH) SURFACE COURSE (4" DEPTH) 0.50% - F SECTION 0 SCALE IN FEET 2' 4' H: V: CONTOUR EL 884.0 13179.31 884.1 13364.21 884.2 13550.39 CUMULATIVE VOLUME (CF) 14525.43 15852.59 17198.31 CONTOUR AREA (SF) 884.3 12045.26 18562.71 884.4 13926.60 19945.92 884.5 14116.62 21348.07 884.6 14307.93 22769.29 884.7 14500.52 24209.70 884.8 14694.39 25669.44 884.9 14889.55 27148.62 885.0 15085.98 28647.39 885.1 15283.74 30165.86 885.2 15483.49 31704.21 885.3 15685.57 33262.66 885.4 15898.07 34841.83 883.9 12995.69 13216.69 883.8 12813.36 11926.25 883.7 12632.30 10653.97 883.6 12452.53 9399.74 883.5 12274.04 8163.42 883.4 12096.83 6944.89 883.3 11920.90 5744.02 STAGE STORAGE TABLE RETENTION VOLUME CALCULATIONS: V = C(P/12)A V = REQUIRED VOLUME (CFS) C = RUNOFF COEFFICIENT P = 100-YR, 2-HR STORM DEPTH (IN) A = DRAINAGE AREA (SF) C = 0.86 (SEE AGV-C-CG7-009 FOR C SUMMARY) P = 2.56 IN (NOAA ATLAS 14, ARLINGTON, AZ) A = 106722 SF (SEE AGV-C-CG7-009 AREA 2) V = 19580 CF (0.449 ACRE-FT) (CONTAINED BETWEEN BASIN ELEVATIONS 884.3 AND 884.4, SEE STAGE STORAGE TABLE. RETENTION DRAIN TIME CALCULATIONS: Pd = Pr/Dr Pd = DESIGN PEROCLATION RATE, IN INCHES/HOUR Pr = LOWEST MEASURED PERCOLATION RATE, IN INCHES/HOUR Dr = DE-RATING FACTOR Pr = 1.25 INCHES/HOUR (SEE GEOTECH REPORT) Dr = 2 Pd = 0.625 INCHES/HOUR Td = V/(Ap(Pd/12)) Td = RETENTION DRAIN TIME, HOURS V = RETAINED VOLUME, ACRE-FT Ap = PERCOLATION AREA (BASIN BOTTOM), ACRE Pd = DESIGN PEROCLATION RATE, IN INCHES/HOUR V = 0.449 ACRE-FT Ap = 0.252 ACRE Pd = 0.625 INCHES/HOUR Td = 34.210 HOURS < 36 HOURS 0.50% 0.60% 1.86% NORTH-SOUTH BASELINE RETENTION BASIN 0.20% 1.97% EMERGENCY SPILLWAY SEE DWG AGV-C-CG7-007 FOR DETAILS 15.10' 11.04' 100-YR, 2-HR RETAINED EL = 884.4' 100-YR, 2-HR RETAINED EL = 884.4' PROPOSED BASE COURSE (9" DEPTH) 883.2 11746.26 4560.67 883.1 11572.90 3394.72 883.0 11400.82 2246.05 882.9 11230.02 1114.52 882.8 11060.50 0 TOP OF SLOPE N 850408.06 E 416267.21 FG 885.91' TOP OF SLOPE N 850294.49 E 416266.94 FG 885.63' TOP OF SLOPE N 850317.41 E 416384.50 FG 886.09' TOP OF SLOPE N 850418.91 E 416421.95 FG 886.52' YL B 6/17/22 NM IFP PROPOSED RIPRAP (6" DEPTH) - A REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-007.dwg B AGV-C-CG7-007 - 139547 GRADING AND DRAINAGE DETAILS SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. 2. REFER TO DRAWING AGV-C-CG7-001 FOR ADDITIONAL DETAILS. YL A 6/03/22 NM 90% IFR BACKFILL AND COMPACT THE TRENCH WITH SELECT FILL OR BASE COURSE AS INDICATED ON THE DRAWINGS HAND TAMPED PROTECTIVE BACKFILL OR GRANULAR BEDDING MATERIAL COMPACTED TO 100% MIN. OD+1' MAX. OD+2' 6" MIN. PIPE OD 6" CL 1'-0" MIN. X X 4:1 4:1 BASE COURSE (9" DEPTH) SELECT FILL MIRAFI RS380i GEOTEXTILE FABRIC RIPRAP (12" DEPTH) NOT TO SCALE 2.00% 2.00% 10.00' 10.00' CONTECH C80NW GEOTEXTILE FABRIC RIPRAP (12" DEPTH) CONTECH C80NW GEOTEXTILE FABRIC TYPICAL SECTION: ACCESS ROAD GRADING EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) NOT TO SCALE TYPICAL SECTION: GRADING ALONG SECURITY GATE BASE COURSE (9" DEPTH) SELECT FILL SURFACE COURSE (4" DEPTH) EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) BASE COURSE (6" DEPTH) MIRAFI RS380i GEOTEXTILE FABRIC FINISHED GRADE NOT TO SCALE TYPICAL SECTION: PIPE BEDDING SECURITY FENCE 5.00' CL BEDDING MATERIAL BASE COURSE COMPACTED TO 100% FINISHED GRADE - B MIRAFI RS380i GEOTEXTILE FABRIC CONTECH C80NW GEOTEXTILE FABRIC RIPRAP (12" DEPTH) 0.50% 4:1 NOT TO SCALE EMERGENCY SPILLWAY DETAILS SECTION B SECTION A PLAN EMERGENCY SPILLWAY WEIR CALCULATIONS: Q = 3.33Lh3/2+1.84Sh5/2 (TRAPEZOIDAL WEIR) Q = FLOW CAPACITY (CFS) L = WEIR BOTTOM LENGTH (FT) h = WEIR HEIGHT (FT) S = SLOPE (X:1) L = 40 FT h = 0.2 FT S = 179.45 (AVERAGE OF 303.03 AND 55.87) Q = 17.82 CFS > 13.49 CFS (AREA 2 Q, SEE AGV-C-CG7-009) h = 0.2' 0.33% (303.03:1) 1.79% (55.87:1) L = 40.00' FG 882.75' FG 885.51' FG 885.41' BASE COURSE (9" DEPTH) MIRAFI RS380i GEOTEXTILE FABRIC BASE COURSE (9" DEPTH) 1.50' 1.50' NOT TO SCALE TYPICAL SECTION: GEOTEXTILE ANCHORING BASE COURSE (6" DEPTH) SURFACE COURSE (4" DEPTH) SELECT FILL RIPRAP (12" DEPTH) CONTECH C80NW GEOTEXTILE FABRIC EG FINISHED GRADE FINISHED GRADE EXISTING GRADE (STRIP 6" MIN, PROOF ROLL, AND COMPACT) NOT TO SCALE TYPICAL SECTION: DITCH GRADING 4:1 4:1 3.00' RIPRAP (12" DEPTH) CONTECH C80NW GEOTEXTILE FABRIC EXISTING GRADE BASIN BOTTOM 1.00' 1.00' 1.00' VARIES RIPRAP (12" DEPTH) D50=5" CONTECH C80NW GEOTEXTILE FABRIC MIRAFI RS380i GEOTEXTILE FABRIC TYPICAL SECTION: CULVERT ENDS NOT TO SCALE TOE OF SLOPE SECTION PLAN RIPRAP (12" DEPTH) D50=5" RIPRAP (12" DEPTH) D50=5" PIPE END SECTION CULVERT PIPES PIPE END SECTION 12.00' DITCH BOTTOM INV (SEE PLANS) CULVERT PIPES YL B 6/17/22 NM IFP FINISHED GRADE X X X X X X X X X X X X X X X X X X X X X X X X X X X X X G G G G G G G G G G G G G G G G G G G G G G COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM G OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 885 881 882 883 884 886 885 884 886 885 885 885 884 884 885 886 LEGEND: REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-008.dwg D AGV-C-CG7-008 - 139547 PRE-DEVELOPMENT DRAINAGE PLAN SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NORTH EXISTING EASEMENT LINE EXISTING CHAIN LINK FENCE EXISTING OVERHEAD ELECTRIC PROPOSED LIMITS OF GRADING X X OH OH EXISTING EDGE OF DIRT ROAD EXISTING BURIED GAS LINE G G EXISTING BURIED COMM LINE COMM EXISTING CONTOUR ### MAX. FLOW LENGTH = 0.202 MI AVERAGE SLOPE = 0.61% AREA = 7.24 AC RUNOFF COEFFICIENT = 0.50 PEAK DISCHARGE CALCULATION: Kb = m log10 A + b m = -0.01375 (DESERT RANGELAND) b = 0.08 (DESERT RANGELAND) A = 7.240 ACRES Kb = 0.06818 Tc = 11.4L0.5Kb 0.52S-0.31i-0.38 (PAPADAKIS AND KAZAN) Tc = TIME OF CONCENTRATION, IN HOURS. L = LENGTH OF THE LONGEST FLOW PATH, IN MILES. Kb = WATERSHED RESISTANCE COEFFICIENT. S = WATERCOURSE SLOPE, IN FEET/MILE. i = RAINFALL INTENSITY, IN INCHES/HOUR. L = 0.202 MILES Kb = 0.06818 S = 0.61% i = 5.566 INCHES/HOUR Tc = 0.26 HOURS Q = CiA (RATIONAL EQUATION) Q = THE PEAK DISCHARGE, IN CFS, FROM A GIVEN AREA. C = A COEFFICIENT RELATING THE RUNOFF TO RAINFALL. i = AVERAGE INTENSITY, IN INCHES/HOUR, LASTING FOR A Tc. C = 0.50 (DESERT LANDSCAPING 2, 100 YEAR MAX) i = 5.566 INCHES/HOUR A = 7.240 ACRES Q = 20.150 CFS YL A 3/31/22 NM 30% IFR 0 SCALE IN FEET 40' 20' 80' YL B 4/11/22 NM ISSUED FOR BID YL C 6/03/22 NM 90% IFR YL D 6/17/22 NM IFP X X X X X X X X X X X X X X X X X X X G G G G G G G G G G G G G G G G G G COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH O OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 885 881 882 883 884 886 885 884 886 885 885 885 884 884 885 886 X X X X X X X X X X X X X X X X X X X X X 885 883 884 886 886 886 886 886 887 887 887 885 886 887 886 885 884 885 884 886 AREA 1 REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-009.dwg D AGV-C-CG7-009 - 139547 POST-DEVELOPMENT DRAINAGE PLAN SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NORTH EXISTING EASEMENT LINE EXISTING CHAIN LINK FENCE EXISTING OVERHEAD ELECTRIC PROPOSED LIMITS OF GRADING X X OH OH EXISTING EDGE OF DIRT ROAD PROPOSED SECURITY FENCE X X EXISTING BURIED GAS LINE G G EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR ### PROPOSED SURFACE COURSE (4" DEPTH) PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### MAX. FLOW LENGTH = 0.209 MI AVERAGE SLOPE = 0.59% AREA 1 = 4.740 AC RUNOFF COEFFICIENT = 0.50 PEAK DISCHARGE CALCULATIONS: Kb = m log10 A + b Tc = 11.4L0.5Kb 0.52S-0.31i-0.38 (PAPADAKIS AND KAZAN) Tc = TIME OF CONCENTRATION, IN HOURS. L = LENGTH OF THE LONGEST FLOW PATH, IN MILES. Kb = WATERSHED RESISTANCE COEFFICIENT. S = WATERCOURSE SLOPE, IN FEET/FEET. i = RAINFALL INTENSITY, IN INCHES/HOUR. Q = CiA (RATIONAL EQUATION) Q = THE PEAK DISCHARGE, IN CFS, FROM A GIVEN AREA. C = A COEFFICIENT RELATING THE RUNOFF TO RAINFALL. i = AVERAGE INTENSITY, IN INCHES/HOUR, LASTING FOR A Tc. *RUNOFF COEFFICENT SUMMARY FOR AREA 2: m -0.01375 (DESERT RANGELAND) b 0.08 (DESERT RANGELAND) A 4.740 ACRES Kb 0.07071 Area 2 -0.00625 (INDUSTRIAL AREAS) 0.04 (INDUSTRIAL AREAS) 2.45 ACRES 0.03757 AREA 1 0.209 MILES L 0.07071 Kb 0.59% S 5.423 INCH/HOUR i 0.237 HOURS Tc AREA 1 0.060 MILES 0.03757 1.49% 6.400 INCH/HOUR 0.167 HOURS Area 1 C 0.50 (DL2, 100-YR MAX) i 5.423 INCHES/HOUR A 4.740 ACRES Q 12.852 CFS Area 2 0.86* 6.400 INCHES/HOUR 2.45 ACRES 13.485 CFS AREA (ACRES) 1 1.30 2 0.40 C 0.95 0.88 DESCRIPTION INDUSTRIAL 2, 100 YEAR MAX GRAVEL ROADWAYS, 100 YEAR MAX AREA 2 = 2.450 AC RUNOFF COEFFICIENT = 0.86 MAX. FLOW LENGTH = 0.060 MI AVERAGE SLOPE = 1.49% RETENTION BASIN 0 SCALE IN FEET 40' 20' 80' YL A 3/31/22 NM 30% IFR YL B 4/11/22 NM ISSUED FOR BID LEGEND: YL C 6/03/22 NM 90% IFR 3 0.75 0.50 RETENTION BASIN PROPOSED BASE COURSE (4" DEPTH) YL D 6/17/22 NM IFP PROPOSED RIPRAP (6" DEPTH) X X X X X X X X X X X X X X X X X X X X X X X COMM COMM COMM COMM COMM COMM COMM OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH H OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 885 883 884 886 886 887 887 888 888 889 889 885 884 886 887 887 888 888 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X ST ST 885 885 885 884 884 885 886 T X X X X X X X X X X X X X X X X 885 883884 886 886 886 886 886 887 887 887 885 886 887 886 887 887 888 888 886 885 884 885 884 886 REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CG7-010.dwg B AGV-C-CG7-010 - 139547 EROSION AND SEDIMENT CONTROL PLAN SITE WORK FUTURE AGAVE SUBSTATION LEGEND: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-002. NOTES: TEMPORARY SEDIMENT LOG ISSUED FOR PERMITTING NORTH EXISTING EASEMENT LINE EXISTING CHAIN LINK FENCE EXISTING OVERHEAD ELECTRIC PROPOSED LIMITS OF GRADING X X OH OH EXISTING EDGE OF DIRT ROAD PROPOSED SECURITY FENCE X X EXISTING BURIED COMM LINE COMM PROPOSED CONTOUR PROPOSED GRADE BREAK ### PROPOSED SURFACE COURSE (4" DEPTH) PROPOSED BASE COURSE (9" DEPTH) PROPOSED RIPRAP (12" DEPTH) EXISTING CONTOUR ### EXISTING SECTION LINE 0 SCALE IN FEET 50' 100' YL A 6/03/22 NM 90% IFR FLOW 6" EXCELSIOR SEDIMENT LOG 6" EXCELSIOR SEDIMENT LOG 1" X 1" WOOD STAKES (TYP) 2" - 3" 24" MIN 12" MIN 1" X 1" WOOD STAKES SLOPE PLAN VIEW SECTION A-A ELEVATION VIEW NOTES: 1. DRIVE STAKES AT EACH END AT 4' SPACING UNTIL FIBER LOG IS SECURE TO SLOPE. DO NOT CRUSH FIBER LOG WHILE STAKING. 2. USE DRAINAGE DITCH INSTALLATION ONLY IN LOW FLOOD CONDITIONS. 10 MIL. PLASTIC LINING 10' MIN. 10' MIN. 3' LATH & FLAGGING ON ALL SIDES SANDBAG (TYP.) NOT TO SCALE TEMPORARY CONCRETE WASHOUT DETAILS PLAN SECTION 1. EXCESS CONCRETE SHALL NOT BE DISPOSED OF ON SITE. ALL EXCESS CONCRETE SHALL BE TRANSPORTED OFF-SITE AND DISPOSED OF PROPERLY. 2. IT IS PROHIBITED TO WASHOUT THE MIXING DRUM OF CONCRETE TRUCKS ON-SITE. NOTES: NOT TO SCALE TEMPORARY SEDIMENT LOG DETAILS TEMPORARY SEDIMENT LOG EAST-WEST BASELINE NORTH-SOUTH BASELINE RETENTION BASIN TEMPORARY SEDIMENT LOG TEMPORARY SEDIMENT LOG EXISTING ROAD 10 MIL. PLASTIC LINING SANDBAG EXISTING EDGE OF ASPHALT ROAD PROPOSED BASE COURSE (9" DEPTH) TEMPORARY CONCRETE WASHOUT YL B 6/17/22 NM IFP PROPOSED RIPRAP (6" DEPTH) X X X X X X X X X X X X X X X X X X X X X X COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X LEGEND: REV DATE DESCRIPTION BY date detailed checked designed project contract rev. drawing file CKD COPYRIGHT © BURNS & McDONNELL ENGINEERING COMPANY, INC. 2022 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 Y. LI N. MILLER N. MILLER 6/17/2022 AGV-C-CF7-001.dwg B AGV-C-CF7-001 - 139547 FENCE PLAN SITE WORK FUTURE AGAVE SUBSTATION ISSUED FOR PERMITTING NORTH EXISTING EASEMENT LINE EXISTING CHAIN LINK FENCE PROPOSED LIMITS OF GRADING X X PROPOSED SECURITY FENCE X X EXISTING BURIED COMM LINE COMM NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND ALL NOTES ON DRAWING AGV-C-CA7-001. 2. REFER TO DRAWING CF1 AND CF2 FOR SECURITY FENCE AND GATE DETAILS. 3. PROPOSED SUBSTATION SECURITY FENCE MEETS IND-2 IUPD STANDARDS. N 850610.93 E 416168.46 YL A 6/03/22 NM 90% IFR N 850608.71 E 416448.45 N 850480.93 E 416167.43 N 850460.93 E 416167.27 N 850425.94 E 416166.99 N 850423.91 E 416421.99 N 850423.76 E 416441.99 N 850423.72 E 416446.99 END PROP. CHAIN LINK FENCE N 850282.49 E 416453.38 BEGIN EXIST. FENCE DEMO BEGIN PROP. CHAIN LINK FENCE TIE-IN TO EXIST. FENCE N 850288.89 E 416453.43 BEGIN PROP. CHAIN LINK FENCE N 850258.49 E 416453.13 END EXIST. FENCE DEMO END PROP. CHAIN LINK FENCE TIE-IN TO EXIST. FENCE N 850253.22 E 416453.12 SECURITY GATE SECURITY GATE 24' DOUBLE SWING GATE (MATCH ADJACENT FENCE MATERIAL) EAST-WEST BASELINE NORTH-SOUTH BASELINE EXISTING SECTION LINE YL B 6/17/22 NM IFP 280.00' 185.00' Arizona Public Service Company Rezoning Application Narrative Report Vicinity Map Project Name: Agave Solar General Location: Approximately 6,400 feet south of the southwest corner of West Elliot Road and South 363rd Avenue, west, southwest and south of the Redhawk Power Station (Case Z99- 111) Case No.: Z2021160 Date Submitted: December 3, 2021 1st Resubmittal: April 14, 2022 2nd Resubmittal: June 1, 2022 3rd Resubmittal: June 17, 2022 A. Title Page Page 2 of 10 B. Purpose of Request The purpose of this request is to change the existing zoning designation of the approximately 1,423-acre property generally located ½ mile south of Elliot Road along the 363rd Avenue alignment and then north and south of the Union Pacific railroad, otherwise known as Maricopa County Assessor’s Office Parcel Numbers (“APNs”) 401-44-019C, 401-44-020, 401-44-022, 401- 44-008, 401-44-023B, 401-44-006B, 401-44-002, 401-44-011, 401-44-010, 401-44-021, 401-44- 009, and a portion of 401-44-007C (collectively, the “Site”), from its current designation of (i) “Rural-190—190,000 Square Feet Per Dwelling Unit” (“Rural-190”) (Ordinance Section 501) and “Special Use Permit” (“SUP”) (Ordinance Section 1301) and (ii) Rural-190 to “IND-2—Light Industrial” (“IND-2”) (Ordinance Section 902) and “IUPD—Industrial Plan of Development” (“IUPD”) (Ordinance Section 1004). This rezoning request (and concurrent Plan of Development application) seeks to develop 46 “blocks” of solar panel arrays over approximately 1066 acres to provide an estimated 195 MW of clean energy for Arizona Public Service (“APS”) customers. As depicted on the provided site plan, future development of the Site may also include a substation outside of the project boundary for the solar facility, but within the boundary of this rezoning request. C. Description of Proposal On May 17, 2000, the Maricopa County Board of Supervisors approved Major Comprehensive Plan amendment request (Case No. CPA1999003) to amend the Tonopah/Arlington Area Plan Land Use Category of the Site from “Rural” to “Industrial” on an approximately 460 acre portion of the Site, and “Rural” to “Open Space” for the remainder of the Site (approximately 1,388 acres). The purpose of this request was to permit the subsequent rezoning for the development of the now existing 1,060 MW natural gas fueled Redhawk Power Plant (Case Z99-111). At the time of its development, it was anticipated that the Redhawk Power Plant would be comprised of four (4) natural gas fueled combined cycle units, each of which would generate 530 MW. All four (4) units were scheduled to be operational by the second quarter of 2007 and were proposed to generate a combined total of 2,120 MW. Given the proposed generating capacity of the Redhawk Power Plant, it was anticipated that the maximum water demand would be approximately 13,300 acre-feet per year. More specifically, it was estimated that approximately 90 to 95 percent of the water demand for the Redhawk Power Plant would be met by treated effluent purchased from the nearby Palo Verde Nuclear Generating Station. Groundwater was intended to serve as a supplementary resource only when needed to meet demand when delivery rates and/or supply of treated effluent were insufficient. However, as a result of three major factors, the Redhawk Power Plant has not developed as extensively as originally proposed in 1999. First, from approximately 1999 to 2004, construction and operation of several merchant combined cycle generation facilities commenced. The region became a competitive hot spot for electric generation intended to serve the wholesale market in California. The demand for wholesale power in California did not fully materialize as expected, however, due to shifting demands of California Page 3 of 10 utilities for energy produced by solar and other renewable sources; this demand shift increased the availability of merchant power to other areas and users. The resulting influx of available merchant power lessened the near- and short-term needs for combined cycle generation at the Redhawk Power Plant. Second, production advancements and cost reductions in solar voltaic technology over the last twenty plus years spurred greater individual consumer and commercial large-scale participation in electric generation from solar generation facilities. Because electricity generation from solar voltaic technology is dynamic and variable depending on cloud and solar conditions and the time of day, APS must be able to respond quickly to changing conditions. To reliably meet continued electric demands, APS planned for more flexible and rapidly deployable generation methods such as combustion turbine units. Combustion turbine units, like those installed at APS’ Ocotillo Power Plant, can start up and begin delivering electricity to customers in less than six (6) minutes and be fully operational in ten (10) minutes compared to six (6) hours for the combined cycle generation at the Redhawk Power Plant. Lastly, APS has witnessed an overall increase in consumer desire for cleaner energy. While combined cycle generation is more efficient than combustion turbine generation in a side-by-side comparison, combustion turbine generation is more agile and more responsive, which allows for a greater accommodation of renewable sources and offers a combined overall cleaner energy product. Therefore, this request seeks to (i) amend by removal from the Z99-111 rezoning and Special Use Permit approval limited to those portions of the Redhawk Power Plant that are now proposed for development under this application (as generally shown on Exhibit A) to match the boundary provided for in the 2019 Major Comprehensive Plan Amendment (Case CPA2019005) and (ii) approval of a rezoning to IND-2 with IUPD for the proposed solar voltaic utility scale power plant for the Site as conceptually shown on the provided site plan. As depicted on the provided site plan, future development of the Site may also include a substation outside of the project boundary for the solar facility, but within the boundary of this rezoning request. The existing Redhawk Power Plant approvals were done in 1999, case Z99-111 (currently under minor amendment Z2022071). This application seeks to remove the Site from the prior approval, inclusive of all of the prior stipulations, and replace them with this new project and its project specific conditions. In other words, the Z99-111 boundary will be reduced to 460 acres to retain the existing gas-powered facility; this request is for a 1,388-acre solar facility and its unique operating needs, hence the appropriateness of new project specific conditions of approval. As to the operational characteristics of the facility, solar power plants are excellent transitional land uses, particularly in close proximity to a traditional power generation facility. Except during construction, there will be minimal traffic to/from the Site after development with a Solar Facility. Employees are few, with the occasional field visit by staff for testing, maintenance, and operational needs. While the facility is operated 24/7, there are no noise, odor or other off-site impacts by its operation. In addition, the facility will be secure, with a perimeter chain link fence providing access control. With other directly adjacent solar facilities to the east, the neatly installed solar arrays will Page 4 of 10 be visually consistent with its neighbors, with clean, organized blocks of solar panels and supporting infrastructure linked via internal access roads. With this limited activity, the project seeks to customize a few development standards from base IND-2 standards as follows: 1. Front Yard Regulations per Article 902.4.b. The Site is bifurcated by several public roadways, including Southern Pacific Trail, that provide access to the Site. The proposed front yard setback will vary throughout the project, as depicted on the provided site plan. However, because of this condition, additional flexibility with respect to the proposed placement of the solar panels is required to facilitate the development of the project. Therefore, this application requests modification of this standard to allow for a minimum 0-foot front yard setback. 2. Lot Coverage per Article 902.5.3. Zoning Ordinance Section 201 defines “Lot Coverage” as “[t]he percentage of the area of a lot which is occupied by all buildings. …” Solar panels are not intended to be structures, however, could be identified as such. In order to remain consistent in determining the lot coverage for the solar panels, the design team utilized a similar method for determining the impervious area of the Site for the hydrology calculations. In this regard, the Maricopa County Flood Control District considers the area between the solar arrays as open space. Therefore, the lot coverage calculation for the solar Page 5 of 10 panels is approximately 30 percent. This application requests that, for the purposes of calculating lot coverage, solar panels be allowed to be calculated consistent with the Maricopa County Flood Control method described above. For any structures (excludes solar panels), the maximum lot coverage standard defers to the IND-2 zoning district. 3. Parking Area Design Standards per Article 1102.7. This project will have minimal traffic and any parking will be on occasion on a gravel surface located near the operations and maintenance building. Pavement is not necessary because there will not be daily trips to the site, nor any guest traffic. The lighting and screening requirements are not best applied to this project due to the very few vehicles that would be parked onsite, and that overnight parking is very unlikely. The application requests modification of this standard to allow for the use of decompose granite surface for any identified parking space(s) and waiver of screening, lighting and striping requirements. 4. Screening per Article 902.9.3. This project is located near other solar facilities and is not adjacent to residences or other land uses that would require screening of views to/from the property. In addition, solar facilities such as this are visually uniform and can result in an interesting view when seen from roadways. Because of the surrounding compatible land uses as well as the other solar facilities in the area not providing solid masonry walls, this application seeks to waive these generally applicable perimeter standards. It is important to note that this area is dedicated to electric power production, with traditional and renewable facilities being the dominate current and future land uses in the area. There are no nearby residential subdivisions nor known plans for any; the closest non-power-oriented land uses are farming operations to the west and localized zoning is RU-190 (see Exhibit 2). The nearest homes are several miles to the east. Therefore, the use of opaque screening is not necessary for this development. Additionally, the requested parking lot design modifications are appropriate as this use will see little vehicular traffic and minimal parking use. In summary, approval of this request would facilitate the development of the Site as a utility scale solar voltaic power plant (the “Solar Facility”) for APS adjacent to its existing natural gas fueled Redhawk Power Plant. Development of the Solar Facility is anticipated to establish a transitional land use (solar voltaic power plant) that will act as a buffer between vacant properties to the east, west and south and the existing Redhawk Power Plant. Solar plants generally are visually attractive (installed in a uniform and organized manner), are of minimal height (protecting larger vistas) and make good neighboring land uses (as they are quiet, have few employees and generate no odors or other nuisance impacts). D. Relationship to Surrounding Properties The larger surrounding area is focused on electrical power production, anchored by the Palo Verde Nuclear Generating Station (a 4,000-acre facility). There are other gas-powered facilities near the Site as well as other large utility scale solar voltaic power generation plants. The Maricopa County Comprehensive Plan, Vision 2030, and the Old U.S. Highway 80 Area Plan reflect these existing uses, identifying most of the area north of the Union Pacific railroad between 363rd and 387th Avenues north past Baseline Road as “Industrial” (a designation which historically has been Page 6 of 10 utilized for legacy utility scale electrical generation facilities). Some of the neighboring power facilities utilize natural gas, requiring large storage tanks, tall equipment, and cooling towers, all of which create an industrial landscape and vistas, which are also already impacted by significant power line corridors that service the area. Unlike gas or nuclear fueled facilities, solar power generation operations are of a much lower profile and, due to their low external impacts (i.e. no noise, minimal traffic and lack of large features), make excellent buffers between more impactful largescale power generation uses and areas of rural character (such as those offering crop production or large lot single-family residences). Approval of this requested rezoning will authorize development of the Site with a utility scale solar power generation facility that will act as a buffer around the “traditional” power facilities, compliment the existing solar facilities to the immediate east and act as a transition to those areas identified for a more residential and/or rural character, as contemplated by the long range plans discussed above, especially CPA2019005, which was recently passed to support this subsequent rezoning effort for this specific type of utility scale solar facility. E. Location and Accessibility As noted prior, the Site is generally located ½ mile south of Elliot Road along the 363rd Avenue alignment and then north and south of the Union Pacific railroad. The Site is accessed from Southern Pacific Trail, an unimproved, but County-maintained road, via South 355th Avenue. South 355th Avenue is served by Elliot Road, which connects to Wintersburg Road and, ultimately, Interstate 10. Access for construction is excellent, with County-maintained roads providing primary Site access. Long term access will also be supported by these existing roadway networks. The project, once constructed, is not anticipated to generate any abnormal volumes of traffic or otherwise create problematic conditions on abutting roadways. As to direct site access, the Southern Pacific Trail, located south of the railroad tracks, will provide access to the site as follows. The portion of the project south of the railroad tracks will be accessed at two locations; one west of the powerline corridor (See Sheet C202) and one east of the powerline corridor (See Sheet C204). As for the northern part of the project north of the railroad, access is over an existing crossing (see the northwest portion of APN 401-44-019C for location) that will allow for installation of the roadway to access the site over APN 401-44-007C, which is owned by APS. F. Circulation System The future use of the Site requires negligible public improvements. Roads already exist to the Site. No roadway improvements or dedications are proposed as a part of this application and none have been identified as required by the County to date. Internal circulation is provided by 16-foot-wide access roads that are of a gravel surface. These roads provide primary access to the photovoltaic arrays and include “hammerhead” style “ends” for turn around purposes. These roads will be utilized by service vehicles to access the solar panel fields and will provide all weather access for emergency vehicles. Page 7 of 10 G. Development Schedule The development of the Site will be all at once, no staging is proposed. H. Community Facilities and Services Because of the low employee count upon commencement of operation, use of the Site as a Solar Facility is not anticipated to have a noticeable impact on existing community facilities and services such as the Arlington School District. I. Public Utilities Water: Private Well Wastewater: Private Septic Fire Protection: Arizona Fire and Medical Authority Police: Maricopa County Sheriff’s Office Electric: APS Telephone: Century Link Refuse Provider: Allied Waste J. Other Pertinent Information None. Page 8 of 10 Exhibit A – Approximate Rezoning Boundary Exhibit Proposed Solar Facility Boundary as Per Case CPA2019005 Portion of Existing Redhawk Facility Case Z99-111 NOT A PART Page 9 of 10 Exhibit B – Surrounding Zoning Exhibit Page 10 of 10 Exhibit C – Surrounding Ownership and APN Exhibit Bob Fedorka, PE Planning & Development 301 W. Jefferson St.., Suite 170 Phoenix, Arizona 85003 Phone: (602) 506-7151 www.maricopa.gov/planning email address: Bob.Fedorka@maricopa.gov Maricopa County Planning & Development Department Date: May 4, 2022 Memo To: Darren Gerard, AICP, Planning Manager, Department of Planning & Development Attn: Raymond Banker, Sr. Planner, Planning & Development Services cc: Michael Norris P.E., Engineering Manager, Planning and Development From: Bob Fedorka, PE, Engineering Supervisor, Planning & Development Subject: Z2021160 – Re-Zone for Agave (fka Red Hawk) Solar APN(s): 401-44-007C (+ Several Others) Engineering Review has reviewed the second plan and report routed for review on 4/14//2021, for the subject application and has no objections subject to the conditions noted below. DRAINAGE PLAN REVIEW 1. OFFSITE HYDROLOGY a. Sheets C303 & 504 – Bypass Swale 2 is shown to directly discharge into the perimeter channel located offsite (APN 401-44-001 – AVSE). Written permission from the owner is required for this offsite work. An inflow chute will be required at this discharge. See conditions below. b. Sheet C504 - The location of the gen-tie poles in the vicinity of the Bypass Swale 2 discharge must be added to the plans. c. Sheet C304 Provide detail(s) for what appears to be a spreader basin at the end of Bypass Swale 3. Note – spreader basins must drain within 36 hours. Drywells (Maxwell-Plus type) may be required. Provide detail/profile for this basin. 2. ONSITE HYDROLOGY a. Sheets C301 – C308 – Indicate the overflow location of each perimeter retention basin (where overflow exits the site). b. Sheets C301 – C308 – Extend perimeter swales to collect not only solar fields, but open areas within the site, including interior access drives. (Swales 2.1, 6.1, north of Basin 17.1 c. Sheet C302 – Remove annotation for Swale 2.1 south of Basin 2.2. Page 2 of 5 d. Sheet C302 – Provide detail(s) for what appears to be a spreader basin at the end of Bypass Swale 1. Note – spreader basins must drain within 36 hours. Drywells (Maxwell-Plus type) may be required. Provide detail/profile for this basin. e. Sheet C308 – Re-Label “Pond 15.1” to “Swale 15.1” east of Solar Field (SF) 32. f. Sheet C308 – Indicate the overflow elevation of the existing sump area south of Basin 22.1. The effective volume of Basin 22.1 must be measured from the overflow elevation of the downstream sump. g. Sheet C309 – The western portion of SF 31 appears to flow offsite, bypassing any retention. h. Sheets C500 – C516 – Several basins collect flow from engineered channels. Stabilization of the channel inflow locations is required. Provide typical details/cross sections of the inflow chutes. The details must include cut-off protection at the upstream end of the chutes. i. Sheets C500 – C516 – Basins slopes that are subject to overland/sheet flow must be stabilized. Provide details/typical sections. j. Sheet C515 – Show extension of swales 20.2-A&B into Basin 20.2. 3. ONSITE RETENTION a. Typical – All Basins with Bleed-Offs – Add the requirement for orifices on the basin bleed-off pipes. Add orifice size requirements Basin table(s). Add bleed-off pipes to basin cross sections for basins in series. b. Typical – All Basins - Add the requirement to stabilize basin overflow spillways. Provide a typical spillway detail (east/west and north/south) – See Comment 5.c below. 4. RETENTION DISPOSAL a. Cover Sheet - Add a note to the plan indicating that retention basins must drain within 36 hours. See conditions below. b. Drainage Report – Appendix G – Basin drain down via bleed-offs must be between 24-36 hours. The Modified Puls method (starting with the basin full and no inflow) must be used. c. Provide profiles of basin bleed-off pipes to ensure positive outflow. Indicate proposed grading at downstream ends as required (ref. Sheet C510 for Basin 14.4). Bleed-off pipes should be nominally sloped. Bleed-offs for basins in series should be lowered to the basin bottom. See comments 4.e- i and k-m below. d. For basin using a water quality device, the invert of the basin outlet must be at the basin bottom. See comments 4.e-i and k-m below. Page 3 of 5 e. Sheet C505 – Basin 12 series – Provide drywells to drain the first flush volume of runoff (or lower outflow inverts to the bottom of basin elevation). Note basin data is placed in the As-Built table. f. Sheet C507 – Basin 13 series - Provide drywells to drain the first flush volume of runoff (or lower outflow inverts to the bottom of basin elevation). The bleed off from Basin 13.4 must be nominally sloped given its length. g. Sheet C509 – Basin 14 series - Provide drywells to drain the first flush volume of runoff (or lower outflow inverts to the bottom of basin elevation). h. Sheet C510 – Add proposed contours at west side of Basin 14.4.Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). i. Sheet C511 – Basin 15.1 - Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). j. Sheet C512 – Basin 16.1 - Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). k. Sheet C513 – Basin 18.2 Show drywells to drain the 100 yr., 2hr. volume. l. Sheet C514 – Basin 19.3 - Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). m. Sheet C515 – Basin 20.2 - Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). n. Sheet C516 – Basins 21.1 & 22.1 - Lower the bleed-off elevation to the basin bottom or provide drywells to drain the first flush volume (and remove the storm water quality device). o. Construction of basin bleed-off and spillways to and within the AVSE channel south of the site will require written permission from the adjacent owner. This applies to Basins 6.1, 9.1, 10.1 11.1, 14.1-14.3 and 16.1. See conditions below. 5. CROSS SECTIONS a. Sheet C306 – Provide a typical section of the berm configuration in the area west of SF 35. b. Sheet C517 – Add conduit outlet protection at downstream end of the triple 30” culverts. Page 4 of 5 c. Sheet C601 – Add storm water quality device to typical basin profile. Add orifice plate requirement (table form OK) and add requirement for minimum 8’ wide berm top width. d. Sheet 601 – Add trash rack requirement/detail to Orifice Plate Detail. Trash rack bar spacing must be less than the calculated orifice diameter. e. Provide a typical section for the rip rap armored berms north of SFs 1, 2, 7 and un-numbered SF north of SF35. f. Table H1 in the Drainage Report indicates rip rap stabilization requirements for basin inflow chutes. This information must be added to the plans. 6. FINISHED FLOORS (PADS) a. This item does not apply 7. TOPOGRAPHY a. Sheets C500-C515 – Annotate existing and proposed contour lines. 8. FLOODPLAINS a. The site contains regulatory floodplains (FEMA Zone A – BFE not determined). See comments below. 9. EROSION SETBACKS a. This item does not apply to this application. FLOOD CONTROL DISTRICT REVIEW 1. Cover Sheet - Add a note requiring that any electrical equipment, including inverters within the floodplain must be elevated to be at or above the regulatory flood elevation; or otherwise floodproofed. 2. Detail Sheets – Add a Tracker Rack and Foundation Detail to indicate the location of a typical panel electrical connection location (near the top of the bearing column) and a graphic showing it to be 2 feet above the base flood elevation (BFE) (Zone A). 3. Work with the floodplains will require a floodplain use permit issued concurrent with the building permits. If the project is determined to be building permit exempt, Floodplain Use permitting shall be processed by the Flood Control District of Maricopa County. See conditions below. Page 5 of 5 PND TRANSPORTATION PLAN REVIEW 1. R/W dedication and preservation may be required as a condition of the zone change. R/W dedication must occur prior to issuance of building permits or within 6 months of Board approval, whichever occurs first. The required dedications and preservations must be depicted on the site plan. R/W dedication and/or preservation requirements will be provided separately. NONE REQUIRED. STORM WATER QUALITY REVIEW/INFORMATION 1. The subject site is not located within the County’s Urbanized Area. A Storm Water Pollution Prevention Permit (SWPPP) from the County will not be required. This does NOT preclude the requirement to obtain a Notice of Intent to Discharge (NOID) from the State (ADEQ), as may be required. The following conditions will apply: 1. Work with the floodplains will require a floodplain use permit issued concurrent with the building permits. If the project is determined to be building permit exempt, Floodplain Use permitting shall be processed by the Flood Control District of Maricopa County. 2. Prior to the start of work, the owner/applicant must obtain written permission from the owner of adjoining parcel(s) on which work is proposed, including, but not limited to, construction of bypass swale 2; and basin bleed-offs and spillways to and within the AVSE channel south of the site for Basins 6.1, 9.1, 10.1, 11.1, 14.1-14.3 and 16.1. 3. Retention basins must drain within 36 hours. Owner shall be responsible for maintaining basins, drywells and basin storm water quality devices in good working order. 4. Utilities for solar facilities that will occupy County R/W (i.e. gen-ties or other offsite electric utility extensions) require a license in addition to any construction related permits. The first step in the licensing process is to complete the MCDOT Solar License Application Form and email it to: MCDOTsolarlicense@maricopa.gov. 5. Engineering review of planning and/or zoning cases is for conceptual design only. All development and engineering design shall be in conformance with Section 1205 of the Maricopa County Zoning Ordinance; Drainage Policies and Standards; Floodplain Regulations for Maricopa County; MCDOT Roadway Design Manual; and current engineering policies, standards and best practices at the time of application for construction. 6. Based on the conceptual design nature of the information submitted, changes to the site layout may be necessitated by the final engineering design of the site’s drainage infrastructure. Please contact me with any questions. Subdivision, Infrastructure & Planning Program 1001 N. Central Avenue #150 Phoenix, Arizona 85004 Phone: (602) 506-1058 Fax: (602) 506-5813 TDD 602 506 6704 Maricopa County Environmental Services Department Water and Waste Management Division DATE: April 15, 2022 TO : Ray Banker, Planning & Development Dept. Planner FROM: Souren Naradikian, P.E. Senior Civil Engineer SUBJECT: Rezoning from Rural-190 to IND-2 IUPD to allow a solar voltaic power plant. Z2021160 The Maricopa County Environmental Services Department (MCESD) has reviewed documents received from the Maricopa County Planning and Development Department for the above referenced project. This project is a Rezoning of the subject property from Rural-190 to IND-2 IUPD to allow a utility scale solar voltaic power plant at 505- 03-025D. According to the submitted documents, water and sewer services will be provided by privet well and septic system, therefore MCESD has concerns, NOID must be obtained prior to construction permit approval. Based on the above, MCESD raised no objection to this project to the Planning & Development Department in Accela Automation on April 15, 2022 and the project may proceed at this time subject to the following stipulations: Condition: None. It should be noted that this document does not approve the referenced project. Comments are provided only as advisory to Maricopa County Planning and Development Department to assist staff to prepare a staff report. Other Maricopa County agencies may have additional requirements. Final review and approval will be made through Planning and Development Department procedures. Applicant may need to submit separate applications to the Maricopa County Environmental Services Department for approval of proposed facilities regulated by the Department. Review of any such application will be based on regulations in force at the time of application. From: Richard Peel (EMG) To: Ray Banker (PND) Subject: RE: New Case: Z2021160 - APS Redhawk Date: Wednesday, January 12, 2022 8:24:10 AM Attachments: image003.png image004.png image005.png image006.png image007.png image008.png image009.png Ray, Thank you. Emergency Management has read the case and has no concerns as it pertains to any Palo Verde emergency response. Rich Peel Operations Supervisor Maricopa County Emergency Management 5630 E. McDowell Rd Phoenix, AZ 85008 richard.peel@maricopa.gov O: 602.273.1411 | C: 602.725.6879 From: Ray Banker (PND) <Ray.Banker@Maricopa.Gov> Sent: Tuesday, January 11, 2022 5:06 PM Subject: New Case: Z2021160 - APS Redhawk Good afternoon, You are receiving this email as the above mentioned case is in an area which you are considered an “Area of Interest”. Attached are documents relating to the subject case and upcoming TAC Meeting. Please let me know if you if have any questions. Thank you, Ray Banker Senior Planner Maricopa County Planning & Development Department 301 W. Jefferson Street, Suite 170 Phoenix, AZ 85003 602-506-2364 Ray.Banker@maricopa.gov From: Caroline Klebacha To: Ray Banker (PND) Subject: Re: New Case: Z2021160 - APS Redhawk Date: Wednesday, January 12, 2022 2:11:22 PM Attachments: image001.png image002.png SHPO recommends that a Class I (literature review) and possibly Class III (intensive, pedestrian) survey of the property should be conducted to determine if historic properties are present. The County or Applicant can use this link https://statemuseum.arizona.edu/crm to obtain a list of qualified consultants or request a records search. If the project has a federal or state nexus, consultation with SHPO is required. If there is no state or federal nexus, we are happy to conducted a non-mandated (voluntary) review. Thank you, ---------- Forwarded message --------- From: Ray Banker (PND) <Ray.Banker@maricopa.gov> Date: Tue, Jan 11, 2022 at 5:18 PM Subject: New Case: Z2021160 - APS Redhawk To: Good afternoon, You are receiving this email as the above mentioned case is in an area which you are considered an “Area of Interest”. Attached are documents relating to the subject case and upcoming TAC Meeting. Please let me know if you if have any questions. Thank you, Ray Banker Senior Planner Maricopa County Planning & Development Department 301 W. Jefferson Street, Suite 170 Phoenix, AZ 85003 602-506-2364 Ray.Banker@maricopa.gov -- Caroline Klebacha, M.A. Archaeological Compliance Specialist State Historic Preservation Office A Division of Arizona State Parks & Trails Please use azshpo@azstateparks.gov for all consultation! 1110 West Washington Street, Suite 100 Phoenix, AZ 85007-2957 Phone: 480-714-6843 Email: cklebacha@azstateparks.gov Web: http://AZStateParks.com/SHPO