GRADING NOTES: 1. LOT GRADING SHALL BE COMPLETED TO PROVE SUFFICIENT DIRT ON EACH PAD TO ACHIEVE THE CRITICAL PAD GRADES AND SPOT GRADES ON EACH LOT. AFTER ACHIEVING CRITICAL PAD GRADES INDICATED ON THIS PLAN. THE CONTRACTOR IS TO UNIFORMLY FILL ALL PADS UNTIL THE PREFERRED PAD GRADE IS MET OR FILL PAD GRADES IN PRIORITY LOCATIONS AS INDICATED BY THE OWNER'S REPRESENTATIVE. 2. COMPACTION PERFORMED IN STREETS SPECIFICATIONS. SHALL BE PER CITY STANDARD 3. REMOVE TOPSOIL IN STREET RIGHT-OF-WAYS AND PAD AREAS TO A DEPTH OF 4". PLACE TOPSOIL IN FRONT AND BACKYARD AREAS AT THE DIRECTION OF THE OWNER'S REPRESENTATIVE. 4. FINISHED FLOOR ELEVATIONS ARE ASSUMED TO BE 8.5" ABOVE FINISHED PAD ELEVATIONS. 5. THE GRADING CONTRACTOR IS TO PROVE PAD COMPACTION TESTING FOR EACH 8" LIFTS AT THE RATE OF ONE RANDOM TEST AT THE DIRECTION OF THE OWNER'S REPRESENTATIVE FOR EVERY FOUR PADS. 6. TOLERANCES FOR GRADING ARE: FINAL GRADING STREETS ±0.1' PADS ±0.1' 7. GRADING CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OFF-SITE OF ALL EXCAVATED AND CLEARED MATERIAL WHICH SOILS LAB DECLARES UNSUITABLE FOR USE ON-SITE. 8. CONTRACTOR TO SLOPE THE ADJACENT GROUND AWAY FROM BUILDING PAD TO ACHIEVE POSITIVE SURFACE DRAINAGE. 9. CONTRACTOR SHALL REPLACE ANDY EROSION CONTROL MATERIALS AT THE END OF EACH WORK DAY IF SA MATERIALS WERE REMOVED DURING THE DAY FOR EASE OF CONSTRUCTION OR ACCESS. 10. IF ROCK IS ENCOUNTERED IN THE STREET SUB-GRADE, THE ROCK SHALL BE EXCAVATED TO A DEPTH OF SIX INCHES, REMOVED FOR THE STREET, AND NON-ROCK MATERIAL SHALL BE REPLACED FOR THE STREET SUB-GRADE, ROCK IN STREET PARKWAYS SHALL BE REMOVED AND REPLACED WITH SIX INCHES OF TOP SOIL. THIS SHALL BE ACCOMPLISHED BY THE EXCAVATION CONTRACTOR, SUBSIARY TO THE CONTRACT. 11. ALL EXCAVATED SWALES (EXCEPT BETWEEN PAD SWALES), DITCHES, AND GRADE TO DRAIN AREAS ARE TO BE HYDROMULCHED IN ORDER TO ESTABLISH VEGETATION. THE COST OF PERFORMING THIS WORK IS SUBSIARY TO THE COST OF THE EXCAVATION. \\vaultserver\ldc2009\jobs\201340\ds\sh\grpl01.dwg, 9/26/2016 8:27:45 AM, rkh 12. LOTS WHICH HAVE NOT BEEN DESIGNATED WITH PAD ELEVATIONS WILL BE GRADED BY THE FUTURE HOME BUILDER. THE HOME BUILDER SHALL PROVE POSITIVE DRAINAGE AWAY FROM THE FOUNDATION AND THE DRAINAGE SHALL BE DIRECTED TO AND ALONG PROPERTY LINES AT A MINIMUM OF 1.0%. -16 6 2 9
NOTES: 1. ALL SEWALKS CONSTRUCTED ALONG ALL OPEN AREAS AND ALL ADA RAMPS WILL BE AT DEVELOPERS EXPENSE AND CONSTRUCTED WITH THESE PLANS. 2. ALL SEWALKS CONSTRUCTED ALONG SINGLE FAMILY LOTS WILL BE AT BUILDERS EXPENSE. 3. THE PROPOSED UNDERGROUND UTILITIES AS SHOWN IN THE PAVING PLAN-PROFILE REPRESENTS A GRAPHICAL REPRESENTATION. ALL UTILITIES SHALL BE CONSTRUCTED AS REFLECTED ON APPROPRIATE DESIGNED SHEETS. 4. PARKWAYS TO BE GRADED AT 1/4"/FOOT TOWARD STREET FROM BACK OF CURB TO RIGHT-OF-WAY LINE. \\vaultserver\ldc2009\jobs\201340\ds\sh\pvppwl01.dwg, 9/26/2016 8:28:15 AM, rkh
NOTES: 1. ALL SEWALKS CONSTRUCTED ALONG ALL OPEN AREAS AND ALL ADA RAMPS WILL BE AT DEVELOPERS EXPENSE AND CONSTRUCTED WITH THESE PLANS. 2. ALL SEWALKS CONSTRUCTED ALONG SINGLE FAMILY LOTS WILL BE AT BUILDERS EXPENSE. 3. THE PROPOSED UNDERGROUND UTILITIES AS SHOWN IN THE PAVING PLAN-PROFILE REPRESENTS A GRAPHICAL REPRESENTATION. ALL UTILITIES SHALL BE CONSTRUCTED AS REFLECTED ON APPROPRIATE DESIGNED SHEETS. 4. PARKWAYS TO BE GRADED AT 1/4"/FOOT TOWARD STREET FROM BACK OF CURB TO RIGHT-OF-WAY LINE. \\vaultserver\ldc2009\jobs\201340\ds\sh\pvpptc01.dwg, 9/26/2016 8:28:41 AM, rkh
NOTES: 1. ALL SEWALKS CONSTRUCTED ALONG ALL OPEN AREAS AND ALL ADA RAMPS WILL BE AT DEVELOPERS EXPENSE AND CONSTRUCTED WITH THESE PLANS. 2. ALL SEWALKS CONSTRUCTED ALONG SINGLE FAMILY LOTS WILL BE AT BUILDERS EXPENSE. 3. THE PROPOSED UNDERGROUND UTILITIES AS SHOWN IN THE PAVING PLAN-PROFILE REPRESENTS A GRAPHICAL REPRESENTATION. ALL UTILITIES SHALL BE CONSTRUCTED AS REFLECTED ON APPROPRIATE DESIGNED SHEETS. 4. PARKWAYS TO BE GRADED AT 1/4"/FOOT TOWARD STREET FROM BACK OF CURB TO RIGHT-OF-WAY LINE. \\vaultserver\ldc2009\jobs\201340\ds\sh\pvpptc02.dwg, 9/26/2016 8:29:15 AM, rkh
\\vaultserver\ldc2009\jobs\201340\ds\sh\damp01.dwg, 9/26/2016 8:29:46 AM, rkh
From Line A To From Station Pipe Reach To Station Distance Between s No. Incr. Drainage Data Incr. "CA" CA Time of Concentration Inlet Time Travel Time Time Freq. Rainfall STORM DRAIN HYDRAULICS Selected Size of Pipe Upstream Downstrm Velocity In Velocity Out Velocity Head In Velocity Head Out Headloss Kj * V(in)^2 / 2g (ft.) (ac.) (ac.) (min) (min) (min) (in./hr.) (in.) (ft./ft.) (MSL) (MSL) (fps) (fps) (ft.) (ft.) Kj (ft.) (ft.) (MSL) 3 4 6+15.76 5+34.31 81.45 -- 0.00 12.17 0.00 0.00 6.08 8.97 0.03 9.00 100 9.57 58.21 36 0.012 0.016 694.44 693.50 n/a 8.23 n/a 1.05 0.50 n/a 0.53 694.97 690.50 689.97 4 5 5+34.31 4+60.34 73.97 -- 0.00 12.17 0.00 0.00 6.08 9.00 0.16 9.16 100 9.57 58.21 36 0.012 0.016 692.97 691.84 8.23 8.23 1.05 1.05 0.50 0.53 0.53 693.50 689.97 689.48 5 6 4+60.34 2+49.79 210.55 -- 0.00 12.17 0.00 0.00 6.08 9.16 0.15 9.31 100 9.57 58.21 42 0.005 0.016 691.53 689.58 8.23 6.05 1.05 0.57 0.25 0.26 0.31 691.84 688.98 687.62 6 7 2+49.79 0+35.00 214.79 -- 0.00 12.17 0.00 0.00 6.08 9.31 0.58 9.89 100 9.57 58.21 42 0.005 0.016 689.30 686.03 6.05 6.05 0.57 0.57 0.50 0.28 0.28 689.58 687.62 682.68 7 8 0+35.00 0+00.00 35 -- 0.00 12.17 0.00 0.00 6.08 9.89 0.59 10.48 100 9.57 58.21 60 0.001 0.016 686.03 686.00 6.05 2.96 0.57 0.14 0.25 0.14 0.00 686.03 681.18 681.00 Slope of Friction Gradient Manning's n-value Hydraulic Gradient Elevations Head Loss At Change In Section Headloss H.G. Elev. At Invert Elevations Incoming Pipe Outgoing Pipe Lat A1 1 3 0+15.01 0+00.00 15.01 1/2 D1 6.08 6.08 0.50 3.04 3.04 8.97 -- 8.97 100 9.57 29.10 24 0.025 0.016 695.35 694.97 n/a 9.26 n/a 1.33 1.25 n/a 1.67 697.02 691.90 690.50 Lat A2 2 3 0+15.01 0+00.00 15.01 1/2 D1 6.08 6.08 0.50 3.04 3.04 8.97 -- 8.97 100 9.57 29.10 24 0.025 0.016 695.35 694.97 n/a 9.26 n/a 1.33 1.25 n/a 1.67 697.02 691.90 690.50 Station Type Flood (Yrs) DA "I" "A" Street Flow per Side Q S Carryover Q CO INLET CALCULATIONS - ON GRADE CURB INLETS (100-YEAR) per Side Q T Street Capacity per Side Section Width (F-F) Crown Height Section Parabolic (P) Straight (S) Crown Slope S X (ft/ft) Reciprocal of Crown Slope S x Street Slope S O (ft/ft) Width of Spread S P Depth of Flow Y O Q/L O (cfs/ft) L O = Q O Q/L O L L/L O Q/Q O Q O x Q = 1 2 2 3 4 5 6 7 8 9 10 7 9 11 10 16 17 18 19 20 21 22 23 1 0+15.01 20' Curb Inlet 100 1/2 D1 0.50 9.57 6.08 29.10 0.00 29.10 45.6 30 0.30 S 0.0200 50 0.023 15.00 0.46 1.00 29.23 20.0 0.68 0.78 22.70 6.40 Bypass to Sump Inlet 2 0+15.01 20' Curb Inlet 100 1/2 D1 0.50 9.57 6.08 29.10 0.00 29.10 45.6 30 0.30 S 0.0200 50 0.023 15.00 0.46 1.00 29.23 20.0 0.68 0.78 22.70 6.40 Bypass to Sump Inlet 1 0+15.01 20' Curb Inlet 10 1/2 D1 0.50 6.77 6.08 20.59 0.00 20.59 22.9 30 0.30 S 0.0200 50 0.023 15.00 0.40 0.99 20.72 20.0 0.97 0.98 20.18 0.41 Bypass to Sump Inlet 2 0+15.01 20' Curb Inlet 10 1/2 D1 0.50 6.77 6.08 20.59 0.00 20.59 22.9 30 0.30 S 0.0200 50 0.023 15.00 0.40 0.99 20.72 20.0 0.97 0.98 20.18 0.41 Bypass to Sump Inlet Q/Q O Carryover Station Type Flood (Yrs) DA INLET CALCUATIONS - SUMP INLETS (100-YEAR) "I" "A" Street Flow Q S Carryover 1 2 2 3 4 5 6 7 8 9 10 Q CO Flow Q T Street Capacity per Side L Weir (W) Orifice (O) Flow Weir Flow Head Orifice Flow Head 5 4+60.34 10' Curb Inlet 100 -- -- -- -- 0.00 12.81 12.81 45.6 10.00 W 0.57 0.28 0.57 Sag Depth ation ULTIMATE DEVELOPMENT DRAINAGE AREA COMPUTATIONS "A" "CA" Time of Conc. (min) "I" 10yr Q 10yr "I" 25yr Q 25yr "I" 100yr Q 100yr 1 2 3 4 5 6 7 8 9 10 11 12 A 0.50 25.68 12.84 13.5 5.78 74.3 6.74 86.6 8.31 106.7 B1 0.50 17.52 8.76 9.2 6.70 58.7 7.76 68.0 9.48 83.1 B2 0.50 19.73 9.86 13.2 5.84 57.6 6.81 67.2 8.38 82.7 C1 0.61 18.77 11.54 15.6 5.43 62.7 6.35 73.3 7.84 90.6 C2 0.64 21.18 13.54 18.6 5.00 67.7 5.87 79.4 7.28 98.5 D1 1, 2 0.50 12.17 6.08 9.0 6.77 41.2 7.83 47.6 9.57 58.2 D2 0.50 4.56 2.28 10.8 6.33 14.4 7.35 16.7 9.01 20.5 Comments ation "A" PRE-PROJECT DRAINAGE AREA COMPUTATIONS "CA" Time of Conc. (min) "I" 10yr Q 10yr "I" 25yr Q 25yr "I" 100yr Q 100yr 1 2 3 4 5 6 7 8 9 10 11 12 A 0.45 25.68 11.56 13.5 5.78 67.4 6.74 78.6 8.31 96.8 B1 0.46 17.52 8.06 10.7 6.36 51.7 7.38 60.0 9.05 73.5 B2 0.37 26.00 9.62 13.2 5.84 56.7 6.81 66.0 8.38 81.3 C1 0.30 18.77 5.63 15.6 5.43 30.8 6.35 36.0 7.84 44.5 C2 0.37 20.27 7.50 18.6 5.00 37.8 5.87 44.4 7.28 55.0 D 0.35 11.48 4.02 11.1 6.26 25.4 7.27 29.5 8.92 36.2 Comments ation "A" POST-PROJECT DRAINAGE AREA COMPUTATIONS "CA" Time of Conc. (min) "I" 10yr Q 10yr "I" 25yr Q 25yr "I" 100yr Q 100yr 1 2 3 4 5 6 7 8 9 10 11 12 A 0.45 25.68 11.56 13.5 5.78 67.4 6.74 78.6 8.31 96.8 B1 0.46 17.52 8.06 9.2 6.70 54.5 7.76 63.0 9.48 77.1 B2 0.39 19.73 7.69 13.2 5.84 45.3 6.81 52.8 8.38 65.0 C1 0.30 18.77 5.63 15.6 5.43 30.8 6.35 36.0 7.84 44.5 C2 0.38 21.18 8.05 18.6 5.00 40.6 5.87 47.6 7.28 59.1 D1 0.46 12.17 5.60 9.0 6.77 38.2 7.83 44.2 9.57 54.0 D2 0.48 4.56 2.19 10.8 6.33 14.0 7.35 16.2 9.01 19.9 Comments \\vaultserver\ldc2009\jobs\201340\ds\sh\hcsh01.dwg, 9/26/2016 8:30:22 AM, rkh
\\vaultserver\ldc2009\jobs\201340\ds\sh\sdppma01.dwg, 9/26/2016 8:30:45 AM, rkh -16 6 2 9
\\Vaultserver\LDC2009\JOBS\201340\DS\SH\SDPPMB01.dwg, 9/27/2016 8:20:29 AM, rkh
\\vaultserver\ldc2009\jobs\201340\ds\sh\sdpr01.dwg, 9/26/2016 8:31:51 AM, rkh