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2003-7422 G/I/PM DENK PROPERTY 7422-G/7422-1 ........... Hydrology/Hydraulic Calculations i JUL 19 2OW02 L R G Prepared By: San Dieguito Engineering, Inc. 4407 Manchester Ave., Suite 105 Encinitas, CA 92024 Date of Preparation: July 2, 2002 HYDROLOGY M , O C3 w ti U T r t ti 0 ti N M O CN O iN0 O L= J to M N r N O 01 U 0 O J MO 't O N �- nj Q O OD N M O M O N o N - N M Q IL MO r- .-- c- c- a- .-- F, LL) — c- a- e-- .-- .-- .-- Zn - L ti ti ti ti ti H CL J O F- LO 0 0 0 0 0 0 0 LO Ln In 0 In 0 U') W ~ E = z Q t0 � fn (n 0 � M = N N N N � o CN y » p z >- ' 000 Op z 00 W J O W w w O J O O O O 0 N a j = z W r 0 Ur _ d } co W � 0 0 0 = 0 _ N O w (j �- Cl LO N d O a } I- 'd 9 D N h N N N �- L1� Q Z r- Q O 0 0 0 0 0 0 0 z 0 � N LO I,- U U QU Ln } 04 W p o o 0 0 >- M 0 w 0 O O Q 00 Q r-- 00• MLLO - N 0W- J `1 q W U LO w U 0000 O vi JD w � 3 a Q Q Q 00 LL = M QC) M � � � � O LAOOOOLnO = z M W N � W wWw Q M Q �* WMMM - t } (n M } 2222 w Ln LLo 2 rn co 04 -- NMQ) Z Oo w d d w Q N Q Z U 0000 0 °6 Wwww o O000000 U �p WW W W z O Z - 0 0 0 0 0 0 - ri 0000 0) °o > y A W W 0 � aan. a � _ W U U U U Z EL- z > � � � LWiLwiLwL. 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I ♦ , 1 ` _ ' _ Ld,8.0 , Q r ---- - 6.0_"_ Leucada 1 •� 1 • �i' Endnitas Cards ` i 1 I.�e 6 0 mond , `•��`` y§''/% Solana -4.5 1 Del r q It - r ,5.5'-� 0 7.5 La Jolla PILES Pacific Beach _ ` ♦ 'u 4 5 -- u fi.0 .0 - _ ♦ w i Mission Beach °tt_c�>�: ler£1Rand . , .5 _ - 8.0 Ocean Beach '----------- "I ' 1 �i rllaClla County of San Diego Point Loma CO( , ♦ / i' i A Hydrology Manual -- 4.5'SOO ---------- / v 1 i / , lz/;,fantsopumkrs --- '.1---------%''"'"' Estacky c A 100 Year Rainfall Event-24 Harr Tguana Isopl M(inches) Q 0 o `- tn N t` O M O\ ON N to W) > v) �o \o t- t- t- 00 00 00 c O O O O O O O O O O O O O O r E c v 3 O I'D N Wn 00 O ON o0 00 ? u U M M � 'cr •cr h � � � � [� 00 00 00 p, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y U N U to Q O N N M M ct Ct to 00 00 00 'o0 U O O O O O O O O O O O O O O c o o ' O [i 00 00 N h �o I'D %0 O M M H v N N M M vl \o t- t- 00 00 00 O O O O O O O O O O O O O O C y ►�- w o a +� O O. to O O v) O O O O O o N M 't 't N 'o 00 00 00 0, 0., � 2 a .-i a � Iv�l y y y y H y H y y •N r� y .ai .� .� .� � H i••i Lr i•n f3 �i � •� . 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IMrAM1 r/�r����NEW���_1fill 111■■■■■■■■■■ /I/I//■II M IN ME 1111111111■■1■■■■■■■ rAMW,M I����KA� NEW mmmm�11111111111111 loom■■ //I/mI.�I�W.M mmmmmm -11111■■■m■■ plate] ri,-1716jor Q E EQUATION Tc _ 11.903 0.385 Feet DE I 5000 Tc = Time of concentration(hours) L = Watercourse Distance(m iies) 4000 AE = Change in elevation along effective slope line(See Figure 3-4)(feet) 3000 Tc Hours:Minutes 2000 4 240 3 180 1000 900 800 2 120 'ao 100 ♦ 90 500♦♦ 80 400 ♦\� 70 1 60 300 \owe ♦ 5o 200 ♦ 40 ♦ L ♦ Miles Feet 30 \ ♦1 100 \ 4000 ♦ 18 3000 16 SO 0S \♦ 14 40 2000 \♦ 12 1800 30 1600 \ 10 1400 \ g 1200 8 20 1000 T 900 800 6 700 600 5 10 500 4 400 [7200 3 5 E L Tc SOURCE:Califomia Division of Highways(1941)and Kirpich(1940) F I G U R E Nomograph for Determination of Time of Concentration(Tc)for Natural Watersheds E 3=3 HazMat/County Hydrogeology ManuaMatershed Nomograph.FH8 500 70 C O Q, D q off° h h O 1y y� ni �. `� p• 0. 400 H w W LL U 300 a 50 0 G �o c 1 V O w H 0 200 1 �Oti _z cr e50 40 ►w- �O� ? W G� G oho p J 100 04 co 30 Z z Cr P - G w 1 O 1 G,o�o 0 20 G�OBo 1 �-- -- - C:p,9 10 0 EXAMPLE: Given: Watercourse Distance(D)=250 Feet Slope(s)=0.5% =1.8(1.1-C) Runoff Coefficient(C)=0.70 T Overland Flow Time m=14.3 Minutes s� SOURCE:Airport Drainage,Federal Aviation Administration,1965 F I G U R E Rational Formula-Overland Time of Flow Nomograph 3-5 HazMat/County Hydrogedogy ManuaUOverland FIow.FH8 HYDRAULICS NE>I" C h LC rOV- 1A `fDVOCil2/Ph /NFI-C>v !pU'f Low 1 ,ti t=. S,7'� t2,2Al M ?6 rte). P Cl\Y Z- 27 x}•1 ..0 t 1 4 o , 21 -e -1 7- . c (-(sw 0, -- Z. 4u cps 6'' P vc- n - 0100 0 1 tm/C Gr- F cow Q 2�I Cd 2 2A ' � C.d: O� G 2 ( Sc r0el e ) , ',k = O , 55 ZG sr. AREA A DETENTION°-IND P6(in) 2.70 WEIGHTED C 0.55241 WATERSHED A •(sf.) 66455 WATERSHED A •(Ac.) 1.53 WATERSHED A Tc(min)raw 5 Tc(min)adj 5 N 72 ELEV BASIN FL 44 Ke 0.5 INC.VOL STARTING AVG VOL ENDING SLICE Time N Pn Q IN IN VOL DEPTH DEPTH Q OUT OUT VOL (min) (in) (cfs) (cf) (ft) (ft) (cfs) (cf) 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.0 1 5 71 0.01 0.14 20.51 20.51 0.02 0.01 0.01 1.52 19.0 2 10 69 0.01 0.14 41.41 60.40 0.06 0.04 0.04 7.52 52.9 3 15 67 0.01 0.14 42.20 95.08 0.10 0.08 0.08 17.53 77.6 4 20 65 0.01 0.14 43.03 120.59 0.13 0.11 0.11 27.51 93.1 5 25 63 0.01 0.15 43.90 136.97 0.14 0.13 0.13 35.08 101.9 6 30 61 0.01 0.15 44.81 146.70 0.15 0.15 0.14 40.12 106.6 7 35 59 0.02 0.15 45.78 152.36 0.16 0.16 0.15 43.20 109.2 8 40 57 0.02 0.16 46.80 155.96 0.16 0.16 0.15 45.02 110.9 9 45 55 0.02 0.16 47.88 158.81 0.17 0.16 0.16 46.19 112.6 10 50 53 0.02 0.17 49.03 161.65 0.17 0.17 0.16 47.09 114.6 11 55 51 0.02 0.17 50.25 164.81 0.17 0.17 0.16 47.96 116.9 12 60 49 0.02 0.17 51.55 168.40 0.17 0.17 0.16 48.90 119.5 13 65 47 0.02 0.18 52.94 172.44 0.18 0.18 0.17 49.97 122.5 14 70 45 0.02 0.18 54.43 176.91 0.18 0.18 0.17 51.16 125.7 15 75 43 0.02 0.19 56.03 181.78 0.19 0.19 0.18 52.49 129.3 16 80 41 0.02 0.20 57.76 187.05 0.19 0.19 0.18 53.93 133.1 17 85 39 0.02 0.20 59.64 192.76 0.20 0.20 0.19 55.50 137.3 18 90 37 0.02 0.21 61.67 198.93 0.21 0.20 0.19 57.19 141.7 19 95 35 0.02 0.22 63.89 205.63 0.21 0.21 0.20 59.03 146.6 20 100 33 0.02 0.23 66.33 212.94 0.22 0.22 0.21 61.02 151.9 21 105 31 0.02 0.23 69.02 220.94 0.23 0.23 0.21 63.19 157.7 22 110 29 0.02 0.25 72.01 229.76 0.24 0.23 0.22 65.57 164.2 23 115 27 0.03 0.26 75.36 239.54 0.25 0.24 0.23 68.20 171.3 24 120 25 0.03 0.27 79.13 250.46 0.26 0.25 0.24 71.11 179.4 25 125 23 0.03 0.29 83.42 262.77 0.27 0.27 0.25 74.37 188.4 26 130 21 0.03 0.30 88.36 276.76 0.29 0.28 0.27 78.04 198.7 27 135 19 0.03 0.32 94.13 292.85 0.30 0.30 0.28 82.22 210.6 28 140 17 0.03 0.35 100.97 311.60 0.32 0.31 0.30 87.03 224.6 29 145 15 0.04 0.38 109.25 333.82 0.35 0.34 0.32 92.65 241.2 30 150 13 0.04 0.42 119.53 360.69 0.37 0.36 0.34 99.33 261.4 31 155 11 0.05 0.47 132.71 394.07 0.41 0.39 0.37 107.44 286.6 32 160 9 0.05 0.54 150.42 437.06 0.45 0.43 0.41 117.56 319.5 33 165 7 0.06 0.64 175.89 495.38 0.51 0.48 0.46 130.73 364.6 34 170 5 0.08 0.81 216.82 581.47 0.60 0.56 0.56 153.23 428.2 35 175 3 0.12 1.19 299.33 727.57 0.76 0.68 0.78 200.68 526.9 36 180 1 0.59 6.00 1077.34 1604.23 1.67 1.21 1.72 374.33 1229.9 37 185 2 0.17 1.67 1150.16 2380.07 2.27 1.97 2.31 604.76 1775.3 P(V 38 190 4 0.09 0.95 393.70 2169.01 2.15 2.21 2.40 706.44 1462.6 F 39 195 6 0.07 0.71 249.29 1711.85 1.78 1.96 2.31 705.45 1006.4 40 200 8 0.06 0.58 193.58 1199.98 1.25 1.51 1.89 629.82 570.2 41 205 10 0.05 0.50 161.87 732.02 0.76 1.00 1.35 486.59 245.4 42 210 12 0.04 0.44 140.85 386.28 0.40 0.58 0.60 292.69 93.6 43 215 14 O.0 0.40 125.68 219.27 0.23 0.31 0.30 134.79 84.5 44 220 16 0.04 0.36 114.09 198.57 0.21 0.22 0.21 75.87 122.7 45 225 18 0.03 0.34 104.90 227.61 0.24 0.22 0.21 62.57 165.0 46 230 230 0.01 0.06 59.98 225.02 0.23 0.24 0.22 65.15 159.9 47 235 235 0.01 0.06 19.03 178.90 0.19 0.21 0.20 63.50 115.4 48 240 240 0.01 0.06 18.77 134.18 0.14 0.16 0.15 53.15 81.0 49 245 245 0.01 0.06 18.52 99.54 0.10 0.12 0.12 40.54 59.0 50 250 250 0.01 0.06 18.28 77.28 0.08 0.09 0.09 30.43 46.9 51 255 255 0.01 0.06 18.04 64.89 0.07 0.07 0.07 23.65 41.2 52 260 260 0.01 0.06 17.81 59.06 0.06 0.06 0.06 19.73 39.3 53 265 265 0.01 0.06 17.59 56.92 0.06 0.06 0.06 17.79 39.1 54 270 270 0.01 0.06 17.38 56.52 0.06 0.06 0.06 17.01 39.5 55 275 275 0.01 0.06 17.17 56.68 0.06 0.06 0.06 16.80 39.9 56 280 280 0.01 0.06 16.97 56.86 0.06 0.06 0.06 16.81 40.0 57 285 285 0.01 0.06 16.78 56.83 0.06 0.06 0.06 16.84 40.0 58 290 290 0.01 0.05 16.59 56.57 0.06 0.06 0.06 16.83 39.7 59 295 295 0.01 0.05 16.41 56.14 0.06 0.06 0.06 16.76 39.4 60 300 300 0.01 0.05 16.23 55.61 0.06 0.06 0.06 16.64 39.0 61 305 305 0.01 0.05 16.05 55.02 0.06 0.06 0.05 16.49 38.5 62 310 310 0.01 0.05 15.88 54.42 0.06 0.06 0.05 16.31 38.1 63 315 315 0.01 0.05 15.72 53.83 0.06 0.06 0.05 16.14 37.7 64 320 320 0.01 0.05 15.56 53.25 0.06 0.06 0.05 15.96 37.3 65 325 325 0.01 0.05 15.40 52.69 0.05 0.06 0.05 15.79 36.9 66 330 330 0.01 0.05 15.25 52.15 0.05 0.05 0.05 15.62 36.5 67 335 335 0.00 0.05 15.10 51.63 0.05 0.05 0.05 15.46 36.2 68 340 340 0.00 0.05 14.96 51.12 0.05 0.05 0.05 15.31 35.8 69 345 345 0.00 0.05 14.82 50.62 0.05 0.05 0.05 15.16 35.5 70 350 350 0.00 0.05 14.68 50.14 0.05 0.05 0.05 15.01 35.1 71 355 355 0.00 0.05 14.54 49.67 0.05 0.05 0.05 14.87 34.8 72 360 360 0.00 0.05 14.41 49.21 0.05 0.05 0.05 14.73 34.5 AREA A DL. FENTION POND BASIN VOLUME ELEV AREA TOT VOL dVOL ELEV dELEV (ft) (sf) (cf) (ft) 44.0 650 0.0 1925.0 44.0 2 46.0 1275 1925.0 3345.0 46.0 2 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 48.0 8" PVC OUTLET PIPE PARAMET ERS Q(cfs) Vn(f/s) Dc(ft) Vc(f/s) HW(ft) dHW Q dQ 0.0 0.0 0.0 0.0 0.00 0.53 0.00 0.5 0.5 4.2501 0.33 2.89 0.53 0.28 0.50 0.5 1.0 5.0869 0.47 3.76 0.80 0.28 1.00 0.5 1.5 5.5218 0.57 4.70 1.09 0.54 1.50 0.5 2.0 1.63 0.73 2.00 0.5 2.5 2.36 0.89 2.50 0.5 3.0 3.25 1.06 3.00 0.5 3.5 4.31 1.22 3.50 0.5 4.0 5.53 1.38 4.00 0.5 4.5 6.91 1.54 4.50 0.5 5.0 8.45 1.71 5.00 0.5 5.5 10.16 1.87 5.50 0.5 6.0 12.03 6.00 BIOSWALE.txt WATERSHED Al, TRAP CHANNEL/BIOSWALE NORMAL DEPTH CALCULATION channel Calculator Given Input Data: shape . . . . . . . . . . . . . . . . . . . . . . . . Trapezoidal solving for . . . . . . . . . . . . . . . . . . . . . Depth of Flow Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 3.7300 cfs Slope 0.0533 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0300 Height . . . . . . . . . . . . . . . . . . . . . 1.0000 ft Bottom width . . . . . . . . . . . . . . . . . . . . 2.0000 ft Left slope . . . . . . . . . . . . . . . . . . . . . . 3.0000 ft/ft (V/H) Right slope . . . . . . . . . . . . . . . . . . . . . 3.0000 ft/ft (V/H) Computed Results: De th . . . . . . . . . . . . . . . . . . . . . . . . . . 0.3615 ft -am— 01G. � •C� Velocity . . . . . . . . . . . . . . . . . . . . . . . . 4.8657 fps Full Flowrate . . . . . . . . . . . . . . . . . . . 18.3002 cfs Flow area . . . . . . . . . . . . . . . . . . . . . . . 0.7666 ft2 Flow perimeter . . . . . . . . . . . . . . . . . . 2.7621 ft Hydraulic radius . . . . . . . . . . . . . . . . 0.2775 ft Top width . . . . . . . . . . . . . . . . . . . . . . . 2.2410 ft Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.3333 ft2 Perimeter . . . . . . . . . . . . . . . . . . . . 4.1082 ft Percent full . . . . . . . . . . . . . . . . . . . . 36.1516 % Critical Information Critical depth . . . . . . . . . . . . . . . . . . 0.4639 ft Critical slope . . . . . . . . . . . . . . . . . . 0.0243 ft/ft Critical velocity . . . . . . . . . . . . . . . 3.7318 fps Critical area . . . . . . . . . . . . . . . . . . . 0.9995 ft2 critical perimeter . . . . . . . . . . . . . . 2.9780 ft Critical hydraulic radius . . . . . . . 0.3356 ft Critical top width . . . . . . . . . . . . . . 2.3093 ft specific energy . . . . . . . . . . . . . . . . . 0.7294 ft Minimum energy . . . . . . . . . . . . . . . . . . 0.6958 ft Froude number . . . . . . . . . . . . . . . . . . . 1.4667 Flow condition . . . . . . . . . . . . . . . . . . Supercritical Page 1 culvert l.txt 12 PVC FROM GRATE/BROOKS BOX TO DETENTION BASIN Culvert Calculator Entered Data: shape Circular Number of Barrels . . . . . . . . . . . . . . . 1 solvingfor . . . . . . . . . . . . . . . . . . . . . Headwater Chart Number . . . . . . . . . . . . . . . . . . . . 1 scale Number 1 Chart Description . . . . . . . . . . . . . . . CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE scale Description . . . . . . . . . . . . . . . SQUARE EDGE ENTRANCE WITH HEADWALL Overtopping . . . . . . . . . . . . . . . . . . . . . off Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 3.7300 cfs manning's n . . . . . . . . . . . . . . . . . 0.0110 Roadway Elevation . . . . . . . . . . . . . . . 48.0000 ft Inlet Elevation . . . . . . . . . . . . . . . . . 45.0000 ft Outlet Elevation . . . . . . . . . . . . . . . . 44.0000 ft Diameter . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 ft Length . . . . . . . . . . . . . . . . . . . . . . . . . . 68.0000 ft Entrance Loss . . . . . . . . . . . . . . . . . . . 0.5000 Tailwater . . . . . . . . . . . . . . . . . . . . . . . 1.4500 ft Computed Results: Headwater . . . . . . . . . . . . . . . . . . . . . . . 46.5603 ft Inlet Control 04 C Co. $ Co- IIJ Ley' slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0147 ft/ft vV1A4Y� velocity . . . . . . . . . . . . . . . . . . . . . . . . 7.0998 fps Messages: Inlet head > Outlet head. Computing Inlet Control headwater. solving Inlet Equation 26. solving Inlet Equation 28. Headwater: 46.5603 ft DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH cfs ft ft ft ft ft fps ft fps ft 0.60 45.48 0.44 0.48 NA 0.23 0.82 0.76 0.63 0.00 1.45 1.20 45.66 0.66 0.56 NA 0.33 0.46 5.31 0.33 0.00 1.45 1.80 45.85 0.85 0.70 NA 0.41 0.57 5.94 0.41 0.00 1.45 2.40 46.04 1.04 0.89 NA 0.48 0.66 6.40 0.48 0.00 1.45 3.00 46.27 1.27 1.13 NA 0.55 0.74 6.76 0.55 0.00 1.45 3.60 46.50 1.50 1.43 NA 0.62 0.81 7.05 0.62 0.00 1.45 4.20 46.80 1.80 1.79 NA 0.69 0.86 7.26 0.69 0.00 1.45 4.80 47.20 2.15 2.20 NA 0.77 0.86 6.11 0.69 0.00 1.45 5.40 47.66 2.54 2.66 NA 1.00 0.86 6.88 0.69 0.00 1.45 6.00 48.00 2.99 3.00 NA 1.00 0.86 7.64 0.69 0.00 1.45 6.60 48.00 3.00 0.00 NA 1.00 1.00 8.40 1.00 0.00 1.45 Page 1 GRATE CALCULATIC"'; 1 'Y_.,, I N 1 0 5 tnJ -M.(S PROJECT NAME: DENK PROJECT NUMBER: SIDE 4649 REFERENCE: DWG 7422-G GRATE LENGTH (ft) 1.92 GRATE WIDTH (ft): 1.92 PERIMETER (ft): 7.67 P/2(ft): 3.83 TOTAL AREA A(sf): 3.67 A/4 (ft): 0.92 HEAD INCREMENT(ft): 0.01 STARTING HEAD(ft): 0.20 ENDING HEAD(FT): 1.00 TOP OF GRATE: 47.30 GRATE HEAD HEAD WEIR ORIFICE VALUE OVER WATER FLOW FLOW USED GRATE ELEV Q Q Q ft cfs) (cfs) (cfs 0.20 47.50 1.03 1.03 0.21 47.51 1.11 1.11 0.22 47.52 1.19 1.19 0.23 47.53 1.27 1.27 0.24 47.54 1.35 LF 0.25 47.55 1.44 1.44 0.26 47.56 1.52 1.52 0.27 47.57 1.61 1.61 f -� ��, ��' g Lfi�L 0.28 47.58 1.70 1.70 &L Cr 0.29 47.59 1.80 1.80 0.30 47.60 1.89 1.89 0.31 47.61 1.98 1.98 0.32 47.62 2.08 2.08 0.33 47.63 2.18 2.18 0.34 47.64 2.28 2.28 0.35 47.65 2.38 2.38 Table Rating Table for Generic Orifice Project Description Worksheet BROOKS BOX C e-1 F<CC Type Generic Orifice Solve For Headwater Elev; Input Data Centroid Elevatior 36.97 ft Tailwater Elevatio$6.56 ft Discharge Coeffic 0.60 Opening Area 0.63 ftz Attribute Minimum Maximum Increment Discharge(cfs) 2.30 2.50 0.01 Discharge eadwate Velocity (cfs) Elevation (ft/s) (ft) 2.30 47.54 3.6364 2.31 47.55 3.6522 2.32 47.55 3.6680 + r- s 2.33 47.56 3.6838 2.34 47.56 3.6996 2.35 47.57 3.7154 2.36 47.57 3.7312 2.37 47.58 3.7470 2.38 47.58 3.7628 2.39 47.59 3.7787 2.40 47.59 3.7945 2.41 47.60 3.8103 2.42 47.60 3.8261 2.43 47.61 3.8419 2.44 47.61 3.8577 2.45 47.62 3.8735 2.46 47.62 3.8893 2.47 47.63 3.9051 2.48 47.63 3.9209 2.49 47.64 3.9368 2.501 47.641 3.9526 Project Engineer:San Dieguito Engineering,Inc u:\1data\engineering\4649\drainage\4649.fm2 San Dieguito Engineering,Inc FlowMaster v6.0[614ej 07/09/02 05:46:58 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 AREA B, C & D D-75 SWAL r Worksheet for Circular Chani.el Project Description Worksheet BROW DITCH ARE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.016 Slope 0,061000 ft/ft Diameter 24 in Discharge 12.66 cfs Results Depth 0.7223 ft Flow Area 1.0 ftz Wetted Perime 2.58 ft Top Width 1.92 ft Critical Depth 1.28 ft Percent Full 36.1 % Critical Slope 0.008673 ft/ft Velocity 12.3808 ft/s Velocity Head 2.38 ft Specific Energ: 3.1044 ft Froude Numbe 2.99 Maximum Disc 48.83 cfs Discharge Full 45.39 cfs Slope Full 0.004745 ft/ft Flow Type supercritical Project Engineer:San Dieguito Engineering,Inc u:\1 data\engineering\4649\drainage\4649.fm2 San Dieguito Engineering,Inc FlowMaster v6.0[614e] 02/26/02 03:09:48 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 GRASS SWP @ WLY SIDE OF PROPERTY-W ERSHED B, C & D Worksheet for Triangular Channel Project Description Worksheet GRASS/GRAVEL DITCH, Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 0,061000 ft/ft Left Side Slope 1.25 H:V Right Side Slope 1.25 H :V Discharge 12.66 cfs Results Depth 1.1786 ft Flow Area 1.74 ft2 Wetted Perim4 3.77 ft Top Width 2.95 ft Critical Depth 1.45 ft Critical Slope 0.020309 ft/ft Velocity 7.2914 ft/s Velocity Head 0.83 ft Specific Enerf 2.0048 ft Froude Numb, 1.67 Flow Type supercritical Project Engineer:San Dieguito Engineering,Inc u:\1data\engineering\4649\drainage\4649.fm2 San Dieguito Engineering,Inc FlowMaster v6.0[614e] 07/09/02 05:59:46 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 DENK PROPERTY G- Hydrology/Hydraulic Calculations Prepared By: San Dieguito Engineering, Inc. 4407 Manchester Ave., Suite 105 Encinitas, CA 92024 Date of Preparation: February 26, 2002 : 51 95 Y Cl) O 04 o U r r L � LO J 00 LO Cl) O Cl) O C w N M - N O 6 U 0 O) J O) N 00 O It N N Q Cl) "': In Cl) O M Q d = O - - - - � LO - Ih r ti ti � Q Z F- W O � LO 0 0 0 0 0 0 _ In In In In In U') FE Q w Z) = z Q (O f� U) �- M = N N N LO N CD 04 � � � Z � > cn0 o0 zF- O o CC J W W O O o 0 0 0 N a 2 ~ w D � w O = 0- H M = d c NI- NNN - JZ Q V) 00 to to U tt :D O O T Q U o U o 0 0 0 0 o Z U X 't LQ 2 Li } X W D o o } M 0 X Q C~O Q M Cl) 0) M M - 0 O O � W Y o z w U U') w U o o o o o m J � o w � O QQ QQ OCR p O c 0 LL = M Of CD I- I- I� OOONO0 = Z M W N 4 ww w M w Mo - MM - } U) O } 2i 2 y � O O N M H Z o O O Q N Q D U J J 006 W W o H o0 00 00 Co 00 c) 0 m w w Z Z - ri Q 00 > ac0i o> a) co w w w w W D arf 0- d D _ w z z > w uim 0LL L w0 w w0 n zQ o00 ~ 0 ~ >> > � Q U) www >> > Z Z 0 U) U U of z w w z 0 0 0 W w w 0 > F- z ww W OU �c ofLL � Qcn Qcn c~ncgcj � 00 w0 -) -) 2 c � p00 w Q w OOOU00 0 - 002 } Z Z 0 �- 0 0- a CL 0 0 0 0 (O N = » 0 - r d a w � 0 a a 0 a s v of of Q Q m 0 0 d a ,6" � 'tr,•. a- - +^.. rt' nom.. ,�.. O� �. +;m.. r+�i �'''� ,i FZ ., '�� .�' � � �� ,.� Q-4 #q ,\ IFA Al is °�. m d. to Is- Wit, �PT hWil MINDs a ». t J': ^'a Y+ > '-f;j t y; F;, �„•Ylt" y n,. ;* ...:$ xa„ V r m t .0 I c O a I 4 �� 4 1 II I 1 — I !1 � v County of San Diego Orange Hyd `-� 4.5 rology Manual CoLfty � e I De LUL' � I I -------- , r i 13.0 ;2.5' S c `p��•� 3.0 Rainfalllsopluvials 100 Year Rainfall Event-6 Hows Isopluvial (inches) a • 1� 0 Leucadia m Encinitas ; Cardiff by the Sea 2.5 _ Solana Beach Del Mar 1 La Jolla 20 1. Pacific Beads Mission Beads Ocean Beach; i Point Loma Cor Map Notes Statoane Projection,Zone6,NAD83 Creation Date-June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS N 0 7.5 MILES amec /gisllrnryJYdm/pbt/figanis/aNy.anl County of San Diego of 'I "12.b Hydrology Manual Cotrriy .. _ „ 10.0 ; ;;/ ; ;Luz /;`-• Fob�s r I 0. Rainfall Isopluvials \ '5.0 4. 100 Year Rainfall Event-24 Hors Isopluvial (inches) -� a h \ \ Leucada � Encinitas 5 7 Cardiff by the Sea \ E \ Solana Beach Del Mar 4.0 La Jolla Pacific Beach 1 Mission Beach z \K" Ocean Beach i Point Loma Cor Map Notes SWplane Projection,Zone6,NAD83 Creation Date:June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS N o 7.5 WES amec /gist/rnty�ydm/pbWfigamis/rnry.vol O C4 o `- v1 N t- O M -+ QN C� > ca IIO IO OO O0 00 y C O O C 0 0 0 C O C O 0 0 C) O a C N e3 y � 1°` ago 3 O I'D N V1 OO [- O (ON 00 OO — It U M M �o I'D r- r- w 00 00 ci O O O O O 4, v) oo [- t- t- O It "t �N M M "t 1-t � � N [ � O0 OO OO 'O0 0 O O O O O O O O O O O O O O O 0 „ o O l- It W -. 00 N 'n b "O "D O M M cd Q N N M M ,t h n \p t� [- OR 00 O0 v Q O O O O O O O O O O O O O O C y � w w � w � a +� o O o o to O to o O to o o Un g O O N N M t7 'n �o Oo OO Oo O� ON ON , p .-� N OJ� co a y M V1 M W M VI Vl W V] 75 c VI V1 Vl V} Vf N Qy N N W O O O O O O O O O cUi E G °' Q d Q Q Q Q Q Q Q N O L �' U A A A U � _ A A A O U � c °O ON M M p h 3� O N N T l- . N O CA 0 ins = U 0 �c .a 2 0 Q A Q+ b O E o N U N u ti Vb i U) v; • C om = :3 o c v o C .-1 8 — U +- ; cd o 'vOi .- r- O v iA iA �A v� �• c� ,-V cp 0 cC 3 0 o 0 � N rA C6 0 cn CA i G h W 03 ate+ b b b '� b •V U@ 7 Cr 0 to ZA A Q A CA w s c c v 'v 'U 'v 'i ou 3 a a A A co Q 3 3 3 a�i a�i o j V A a a a x x U U U U U 2w oz ■■�@_ �- �e: e::o - -/11=0 ®— ----- FA FA K�111milingg■■:s� �C��r�CC3I.C■®��.®■1131111111111►■=me■am== FAIr IM < co 0- C EM EFAF— -• -- mo!soms,111,11 11..111..■■■■■■■■■. ff ■■■ /REKAWA511 /I■AW, ME /1111111111■1■■■■■■■ EEO —-- . • ���. �����■���1�ME 11111111111111■■■■■ - -° a. - t.t■tt■tt�ttt■tttt■I//I I--�I—/WA=/I E tt■�I�ttt■■ttt�t..tttttt■tl■Itl■■.■�t■ttl t-t-t�tt�ttt■tttttl'//��—��——I tttl�I/t�tt■■7/ tttt■ttttt�■r.tttttt■■tltl■■■■mt■Ittl WA t■t�t�tt�ttt-ttt�tr_��Attt�.ttttt�t��.■t■t���tt�ttt�tt�tnttttt■■■■■■■■■��� ■ ������-�—�1 ����������.�ttt-�t♦tttt.t..tt..tt-■tl■--■■t-t.� - t��3ii3C7Ci3C--33C■■�—� NINE WIN t.t■■�t�.tt■Itt■■I.■■tt�,tt■■ttt■t►�—�t■■�tt■ttt■W■tt■■l t■tttt■■■■■■■■■. ■2 t.■■t�ttll l�It�I■�'I tt■.tt■t/I tt�.—�t. Novel ■�fluff■t..tttttt■■■Itl■■■. ■m t.t■fit►/��I—�/—�tt►I tt�/—I—/t■t��tt■ttt.tttt■tttttt■t..tttttt■titltl■■.. ■ttl - Awl, t����tttttttl�Ellow MENO�tttttl tttttt■t..ttttttt■■■■-■■ ■� �1•�%I//I//.MI■I������������=�■11■.■■■■■■■■■■■1 ■■ �I//I./II/II t■II�I�I�■������IIIIIIIII■■■■■■■■■■■ ■iI/L/S1III 1 t%i■�/�■■�����IIIIIIIIIIIIII■■■■■■ II1!%II/!I/� I�I�■!1•��■������IIIIIIIII■111■■■■■■■ drArAFMVArAW /,■ /��I�■������111111111■■■■■■■■MEN - IVA IMEWAN 0 m i�11111111111111■■■mom . ■I/r/�rI/■r�/'��■■��1•��11111111111111■■■■■■ .. W7APaAN ■ NO 1111111111 M11111010101 r/I/I I/I WAE►Fd=Wi��■■ M ��11111111111111■■■■■■ WANIFE1i�WA ■MIEI��■■■■���11111111111111■■■■■■ II■�-� M=■MI ��■■����i11111111111111■■■■■■ ■IIII/.�I/■����■■���i�11111111111111■■■■■■ EQUATION AE _ 11.9L3\0.385 Feet Tc ( AE ) 5000 Tc = Time of concentration(hours) L = Watercourse Distance(miles) 4000 AE = Change in elevation along effective slope line(See Figure 3-4)(feet) 3000 Tc Hours Minutes 2000 4 240 3 180 1000 Sao 800 2 120 xoo 100 \ 90 500♦ 60 400 \\� 70 1 60 300 \��e \ 50 200 \ \ 40 ♦ L \ Miles Feet \1 100 \ 4000 \ 18 3006 16 50 0.5-- \ \ 14 2000 \\ 12 1800 \ 1600 ♦ 10 1400 \ 9 1200 8 20 1000 7 900 800 6 700 600 5 10 500 4 400 [7200 3 5 AE L Tc SOURCE:Califomia Division of Highways(1941)and Kirpich(1940) F I G U R E Nomograph for Determination of Time of Concentration(Tc)for Natural Watersheds 3.3 HazMat/County Hydrogeology ManuaMatershed Nomograph.FH8 500 70 oQ � a, y `0 y o �o 400 60 w w w LL z U 300 50 z � o cn G ^O mom O' u) vi 1 V' w O � 1 Doti z 200 ,50 40 z w O _ ' w oe O a G� G p y0 U- 100 G'O 30 of G w 0 1 G, 00 0 20 OOOF G�OgO 1 C°pg0 C::p•9 10 0 EXAMPLE: Given: Watercourse Distance(D)=250 Feet Slope(s)=0.5% 1.8(1.1-C) Runoff Coefficient(C)=0.70 T= Overland Flow Time(T)=14.3 Minutes 3 S SOURCE:Airport Drainage, Federal Aviation Administration, 1965 F I G U R E Rational Formula-Overland Time of Flow Nomograph 3-5 HazMat/County Hydrogeology ManuaVOverland Flow.FH8 BAsim <---fttc's S LAF Nizi.-P ON ^D TD e- C-` 'IF-CV- ti bed VNP t4 N F LCA&j 'L 'llf- Az_ 1(0 IS 1-0-1 fNL� Q 7� 0),,TP ur Pse CA k = �cut o o - t>ipr- kv 0 ;AJ il 2-1c� L , 7 A 0, 6 2 C sq e-06 c NZ 0, J�w S AREA A DETENTION POMD P6(in) 2.70 WEIGHTED C 0.5711 A(sf.) 68510 A(Ac.) 1.57 Tc(min)raw 5 Tc(min)adj 5 N 72 ELEV BASIN FL 44 Ke 0.5 INC.VOL STARTING AVG VOL ENDING SLICE Time N Pn Q IN IN VOL DEPTH DEPTH Q OUT OUT VOL (min) (in) (cfs) (cf) (ft) (ft) (cfs) (cf) 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.0 1 5 71 0.01 0.15 21.86 21.86 0.02 0.01 0.01 1.62 20.2 2 10 69 0.01 0.15 44.14 64.38 0.07 0.04 0.04 8.01 56.4 3 15 67 0.01 0.15 44.98 101.34 0.11 0.09 0.08 18.68 82.7 4 20 65 0.01 0.15 45.86 128.52 0.13 0.12 0.11 29.33 99.2 5 25 63 0.01 0.16 46.78 145.98 0.15 0.14 0.14 37.39 108.6 6 30 61 0.01 0.16 47.76 156.35 0.16 0.16 0.15 42.76 113.6 7 35 59 0.02 0.16 48.79 162.38 0.17 0.17 0.16 46.04 116.3 8 40 57 0.02 0.17 49.88 166.22 0.17 0.17 0.16 47.99 118.2 9 45 55 0.02 0.17 51.03 169.26 0.18 0.17 0.17 49.23 120.0 10 50 53 0.02 0.18 52.26 172.29 0.18 0.18 0.17 50.19 122.1 11 55 51 0.02 0.18 53.56 175.66 0.18 0.18 0.17 51.11 124.5 12 60 49 0.02 0.19 54.94 179.49 0.19 0.18 0.18 52.12 127.4 13 65 47 0.02 0.19 56.43 183.79 0.19 0.19 0.18 53.26 130.5 14 70 45 0.02 0.20 58.01 188.55 0.20 0.19 0.18 54.53 134.0 15 75 43 0.02 0.20 59.72 193.74 0.20 0.20 0.19 55.94 137.8 16 80 41 0.02 0.21 61.56 199.36 0.21 0.20 0.19 57.48 141.9 17 85 39 0.02 0.22 63.56 205.44 0.21 0.21 0.20 59.15 146.3 18 90 37 0.02 0.22 65.73 212.02 0.22 0.22 0.21 60.96 151.1 19 95 35 0.02 0.23 68.10 219.16 0.23 0.22 0.21 62.91 156.3 20 100 33 0.02 0.24 70.70 226.95 0.24 0.23 0.22 65.03 161.9 21 105 31 0.02 0.25 73.56 235.48 0.24 0.24 0.23 67.35 168.1 22 110 29 0.02 0.26 76.75 244.88 0.25 0.25 0.24 69.89 175.0 23 115 27 0.03 0.27 80.31 255.30 0.27 0.26 0.25 72.69 182.6 24 120 25 0.03 0.29 84.33 266.95 0.28 0.27 0.26 75.79 191.2 25 125 23 0.03 0.30 88.91 280.06 0.29 0.28 0.27 79.27 200.8 26 130 21 0.03 0.32 94.18 294.97 0.31 0.30 0.28 83.18 211.8 27 135 19 0.03 0.35 100.33 312.12 0.32 0.32 0.30 87.63 224.5 28 140 17 0.03 0.37 107.62 332.11 0.35 0.33 0.32 92.76 239.3 29 145 15 0.04 0.40 116.44 355.79 0.37 0.36 0.34 98.75 257.0 30 150 13 0.04 0.44 127.39 384.43 0.40 0.38 0.37 105.87 278.6 31 155 11 0.05 0.50 141.44 420.00 0.44 0.42 0.40 114.51 305.5 32 160 9 0.05 0.57 160.32 465.82 0.48 0.46 0.44 125.30 340.5 33 165 7 0.06 0.68 187.46 527.98 0.55 0.52 0.48 138.16 389.8 34 170 5 0.08 0.86 231.09 620.91 0.65 0.60 0.63 166.67 454.2 35 175 3 0.12 1.27 319.03 773.27 0.80 0.72 0.86 222.66 550.6 36 180 1 0.59 6.39 1148.23 1698.84 1.77 1.28 1.85 405.52 1293.3 37 185 2 0.17 1.78 1225.85 2519.17 2.36 2.06 2.29 621.21 1898.0 38 190 4 0.09 1.01 419.61 2317.57 2.23 2.29 2.46 712.42 1605.1 �- 39 195 6 0.07 0.76 265.69 1870.83 1.94 209 2.31 715.41 1155.4 40 200 8 0.06 ).62 206.31 1361.74 1.41 3 2.05 654.01 707.7 41 205 10 0.05 0.53 172.52 880.25 0.91 1.16 1.64 552.27 328.0 42 210 12 0.04 0.47 150.12 478.11 0.50 0.71 0.82 368.87 109.2 43 215 14 0.04 0.42 133.95 243.18 0.25 0.37 0.36 176.94 66.2 44 220 16 0.04 0.39 121.60 187.84 0.20 0.22 0.21 85.42 102.4 45 225 18 0.03 0.36 111.81 214.23 0.22 0.21 0.20 61.76 152.5 46 230 230 0.01 0.07 63.93 216.40 0.22 0.22 0.21 61.73 154.7 47 235 235 0.01 0.07 20.28 174.95 0.18 0.20 0.19 60.93 114.0 48 240 240 0.01 0.07 20.01 134.02 0.14 0.16 0.15 51.92 82.1 49 245 245 0.01 0.07 19.74 101.84 0.11 0.12 0.12 40.39 61.5 50 250 250 0.01 0.06 19.48 80.93 0.08 0.09 0.09 31.03 49.9 51 255 255 0.01 0.06 19.23 69.13 0.07 0.08 0.07 24.67 44.5 52 260 260 0.01 0.06 18.99 63.44 0.07 0.07 0.07 20.95 42.5 53 265 265 0.01 0.06 18.75 61.24 0.06 0.06 0.06 19.07 42.2 54 270 270 0.01 0.06 18.52 60.70 0.06 0.06 0.06 18.28 42.4 55 275 275 0.01 0.06 18.30 60.72 0.06 0.06 0.06 18.04 42.7 56 280 280 0.01 0.06 18.09 60.77 0.06 0.06 0.06 18.01 42.8 57 285 285 0.01 0.06 17.88 60.64 0.06 0.06 0.06 18.01 42.6 58 290 290 0.01 0.06 17.68 60.32 0.06 0.06 0.06 17.97 42.4 59 295 295 0.01 0.06 17.49 59.84 0.06 0.06 0.06 17.87 42.0 60 300 300 0.01 0.06 17.29 59.26 0.06 0.06 0.06 17.74 41.5 61 305 305 0.01 0.06 17.11 58.63 0.06 0.06 0.06 17.57 41.1 62 310 310 0.01 0.06 16.93 57.99 0.06 0.06 0.06 17.38 40.6 63 315 315 0.01 0.06 16.75 57.36 0.06 0.06 0.06 17.20 40.2 64 320 320 0.01 0.05 16.58 56.75 0.06 0.06 0.06 17.01 39.7 65 325 325 0.01 0.05 16.42 56.15 0.06 0.06 0.06 16.83 39.3 66 330 330 0.01 0.05 16.25 55.58 0.06 0.06 0.06 16.65 38.9 67 335 335 0.00 0.05 16.10 55.02 0.06 0.06 0.05 16.48 38.5 68 340 340 0.00 0.05 15.94 54.48 0.06 0.06 0.05 16.32 38.2 69 345 345 0.00 0.05 15.79 53.96 0.06 0.06 0.05 16.16 37.8 70 350 350 0.00 0.05 15.64 53.44 0.06 0.06 0.05 16.00 37.4 71 355 355 0.00 0.05 15.50 52.94 0.06 0.06 0.05 15.85 37.1 72 360 360 0.00 0.05 15.36 52.45 0.05 0.05 0.05 15.70 36.8 BASIN VP" UME ELEV AREA TOT VOL dVOL ELEV dELEV (ft) (sf) (cf) (ft) 44.0 650 0.0 1925.0 44.0 2 46.0 1275 1925.0 3345.0 46.0 2 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 0.0 48.0 0 48 2070 5270.0 48.0 8" PVC OUTLET PIPE PARAMETERS Q(cfs) Vn(f/s) Dc(ft) Vc(f/s) HW(ft) dHW Q dQ 0.0 0.0 0.0 0.0 0.00 0.53 0.00 0.5 0.5 4.2501 0.33 2.89 0.53 0.28 0.50 0.5 1.0 5.0869 0.47 3.76 0.80 0.28 1.00 0.5 1.5 5.5218 0.57 4.70 1.09 0.54 1.50 0.5 2.0 1.63 0.73 2.00 0.5 2.5 2.36 0.89 2.50 0.5 3.0 3.25 1.06 3.00 0.5 3.5 4.31 1.22 3.50 0.5 4.0 5.53 1.38 4.00 0.5 4.5 6.91 1.54 4.50 0.5 5.0 8.45 1.71 5.00 0.5 5.5 10.16 1.87 5.50 0.5 6.0 12.03 6.00 AREA Al, STREET SECTION Worksheet for Triangular Channel Project Description Worksheet ROAD SECTIO Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.016 i! Slope 0,057000 ft/ft Left Side Slope 50.00 H :V Right Side Slope 0.50 H :V Discharge 2.81 cfs Results Depth 0.1638 ft Flow Area 0.7 ftz Wetted Perimi 8.38 ft 2 � Top Width 8.27 ft .,! Critical Depth 0.24 ftE , Critical Slope 0.007706 ft/ft Velocity 4.1472 ft/s Velocity Head 0.27 ft Specific Enerc 0.4311 ft Froude Numb. 2.55 Flow Type supercritical Project Engineer: San Dieguito Engineering,Inc u:\ldata\engineering\4649\drainage\4649.fm2 San Dieguito Engineering,Inc FlowMaster v6.0[614e] 02127/02 09:08:46 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 CHART 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN . Q = 0.7L (A+Y)3/2 *A = 0.33 Y = HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A=0 when the inlet is adjacent to traffic; i .e. , for a Type "J" median inlet or where the parking lane is removed. (A 3/2 RUIV -NEV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. CAPACITY OF CURB OPENING INLETS 13 AREA B, C & D D-75 SWALE Worksheet for Circular Channel Project Description Worksheet BROW DITCH ARE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.016 Slope D,061000 ft/ft Diameter 24 in Discharge 12.66 cfs Results Depth 0.7223 ft Flow Area 1.0 ft' Wetted Perime 2.58 ft Top Width 1.92 ft Critical Depth 1.28 ft Percent Full 36.1 % Critical Slope 0.008673 fUft Velocity 12.3808 ft/s Velocity Head 2.38 ft Specific Energ: 3.1044 ft Froude Numbe 2.99 Maximum Disc 48.83 cfs Discharge Full 45.39 cfs Slope Full 0.004745 ft/ft Flow Type supercritical Project Engineer:San Dieguito Engineering,Inc u:\ldata\engineering\4649\drainage\4649.fm2 San Dieguito Engineering,Inc FlowMaster v6.0[614e] 02/26/02 03:09:48 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1I 1 PRELIMINARY GEOTECHNICAL INVESTIGATION 1 Proposed Driveway and Manchester Avenue Widening 4329 Manchester Avenue 1 Encinitas, California J 1 HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 18, 2001 Project No. 3920.1 Log No. 7431 Mr. Harley L. Denk 1� 4329 Manchester Avenue 1 Encinitas, California 92024 1 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Driveway and Manchester Avenue Widening 4329 Manchester Avenue Encinitas, California References: Attached Dear Mrt'Denk: In accordance with your request, we have performed a preliminary geotechnical investigation for the proposed driveway and widening of Manchester Avenue at the subject 7 site. Our work was performed in June and July 2001. The purpose of our investigation was to evaluate soil and geologic conditions and to provide grading and pavement recommendations. A "Tentative Parcel Map" prepared by San Deguito Engineering 7 (Reference 2) showing the proposed improvements has been provided to our office. With the above in mind, our scope of work included the following: 7 • Research and review of available pertinent geologic literature, maps, and plans for the site and immediate vicinity(see References). • Subsurface exploration consisting of three test pits to obtain soil samples and evaluate 1 subsurface conditions. 0 Laboratory testing. 1 • Engineering and geologic analyses. • Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. SITE DESCRIPTION The subject site, identified as Assessor's Parcel No. 259-192-14, consists of an approximately 3.7 acre parcel located at 4329 Manchester Avenue, Encinitas, California 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 GEOTECHNICAL INVESTIGATION Project 3920.1 July 18, 2001 Page 2 (see Location Map, Figure 1). The site is proposed to be subdivided into four parcels. An existing single-family residence presently occupies proposed Parcel No. 4,which is situated at the western most portion of the site. The area of the proposed driveway slopes gently to the east at approximately 10:1 (horizontal to vertical). The area of the proposed Manchester Avenue widening is relatively level. PROPOSED CONSTRUCTION Proposed construction presently consists of an additional approximately 16 feet wide roadway and sidewalk along the western side of Manchester Avenue and a 16 feet wide private driveway along a portion of the southern property line(see Reference 2). SUBSURFACE EXPLORATION Subsurface exploration consisted of hand excavating three test pits to a maximum depth of 5 feet below existing site grades. The approximate locations of the test pits are indicated on the Plot Plan,Figure 2. The subsurface exploration was supervised by an engineer from this office, who visually classified the soils, performed in-place density tests in accordance with ASTM: D 1556 (Sand-Cone Method) and obtained bulk samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the Test Pit Logs,Figures 3 and 4. LABORATORY TESTING 1 Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: 7 • Maximum Dry Density/Optimum Moisture Content(ASTM: D 1557-91A) 7 • Moisture Content(ASTM: D 2216) • R-Value(Calif. Method 301-F) • Sieve Analysis (ASTM: D 1140). 7 Results of the in-place density and moisture content determinations are presented on the Test Pit Logs, Figures 3 and 4. The remaining laboratory test results are presented on Figures 5 through 7. SUBSURFACE CONDITIONS The subsurface soils encountered in the test pits consisted of a relatively thin layer of fill/ topsoil overlying alluvium. The fill/topsoil was generally comprised of dry to damp, loose to medium dense, brown and gray brown silty, fine to medium sand. The underlying HETHERINGTON ENGINEERING, INC. T � ^ III WA TER f) kpI iWi MACK I I+-SANT LE P ACIAMI) OR SITE DR U 1571 SAMMASTLE DR TENNIS C HOLSEY _TM.KILL EWMA W JUDY lig �p 1k A S43 4 �CREST 1 Pt L IAI�',�j ,A, AI f SIT tick'rr TO CHEST ORW soll STI CT ADAPTED FROM: The Thomas Guide,San Diego County,2000 Edition N LOCATION MAP Denk Parcel HETHERINGTON ENGINEERING, INC. 4325 Manchester Ave., Encinitas, CA GEOTECHNICAL CONSULTANTS PROJECT NO. 3920.1 1 FIGURE NO. 1 GEOTECHNICAL INVESTIUATION Project 3920.1 July 18, 2001 Page 3 alluvium, which was encountered at depths ranging from 1.5 to 3.5 feet below existing grade, was generally comprised of moist, loose to medium dense, light brown to olive brown silty fine to medium sand. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed construction is feasible from a geotechnical standpoint. Grading and pavement design should take into account the appropriate geotechnical features of the site. 2. Site Grading Prior to grading, the site should be cleared of obstructions and debris and stripped of vegetation. Holes resulting from the removal of buried obstructions, which extend below finished site grades, should be backfilled with compacted fill. In the event that abandoned cesspools, septic tanks or storage tanks are discovered during demolition or excavation of the site, they should be removed and backfilled in accordance with local regulations. Existing utility lines to be abondoned should be removed and capped in accordance with the local requirements. Existing fill/topsoil materials should be removed down to undisturbed alluvium beneath proposed improvements and to 3 feet beyond. Fill/topsoil removal depths for the site will likely be on the order of 1.5 to 3.5 feet . Final removal depths should be determined and verified by the Geotechnical Engineer during grading. Following the removal of unsuitable soils, all areas to receive fill should be scarified to a depth of 6 to 8 inches, brought to near optimum moisture conditions and compacted to at least 90 percent relative compaction. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8 inches in thickness. All fill should be compacted to a minimum relative compaction of 90 percent based upon ASTM: D 1557-91A. The on-site materials are suitable for use as compacted fill. Rock fragments over 6 inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested, as necessary, by the Geotechnical Engineer. 3. Pavements The final pavement sections should be provided at the completion of grading based on R-Value testing of the soils exposed at finish grade and traffic indexes provided by the Civil Engineer or the City of Encinitas Engineering Department. For HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIUATION Project 3920.1 July 18, 2001 Page 4 preliminary design purposes,the following pavement sections are provided based on R-Value testing of the existing near surface soils, and a traffic index of 9.0 for the widening of Manchester Avenue provided by the City of Encinitas Engineering Department and an assumed traffic index of 5.0 for the driveway. Driveway: 3"Asphalt Concrete over 4" Class 2 Aggregate Base Manchester Avenue: 5-1/2"Asphalt Concrete over 6"Class 2 Aggregate Base Prior to placement of Class 2 aggregate base, the exposed subgrade should be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 95 percent relative compaction based on ASTM: D 1557-91. Class 2 aggregate base should also be compacted to at least 95 percent relative compaction based on ASTM: D1557-91. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Engineer should be promptly notified for review and reconsideration of recommendations. This opportunity to be of service is sincerely appreciated. If you have any questions,please call our Carlsbad office. Very truly yours, HETHERINGT , INC. Mark D. Hetherington pR anny Cohen Qaa 5S10 q Civil Engineer 30488 �, Q �F + Civil Engine 'O,y�yc Geotechnical Engine 3 , Geotechnica ` g�nee rr 2 e6 (expires 3/31/04) N 'S4� A� (expires 3/3 � ) Ev.Date Distribution: Addre '�ORNIA f r a I 1 HETHERINGTON ENGINEERING, INC. 3 REFERENCES 1. California Division of Mines and Geology, "DMG Open — File Report 96-02, 1, Geologic Maps of the Northwestern Part of San Diego County, California," dated ,) 1996. 2. San Deguito Engineering,Inc, "Tentative Parcel Map,"dated July 31,2000. J J J J J J J J 3 HETHERINGTON ENGINEERING, INC. Log No.7431 LEGEND FP-3k] APPROXIMATE LOCATION OF TEST EST PR Tit } t s No 0 30 60 90 120 LAN Denk Parcel 4325 Manchester Ave., Encinitas CA BASE MAP: "City of Encinitas Tentative Parcel Map",by San Dieguito�ROJECT N0. 3920.1 I FIGURE N0. 2 la N a. 04 �5 < w LL 0 z z 0 0 LLJ C) gG 2 W (r 0 w cu > LL Z < W W r- C%4 CL CU M m U-) CN CY) z '41' F- C) CY) Si w - p --�l CL 0 Z IL F Z Z < LLJ D LIJ Z z -4, -F— z Lu 0 z F- -r p (D c) z F L.0 W LU A 0, CY) 44 104 Nut If, -14 -Oo 4 44'1 Al v rL V- a. LLI 0 jr LLJ < m -w-; F-I W-1 r--3 q BACKHOE COMPANY: Mansolf BUCKET SIZE: Hand Pit DATE: 06113/01 Cn H D z cv SOIL DESCRIPTION E- w o w w w a w o. 00 op o TEST PIT NO.TP-1 ELEVATION: 1: W (n ❑ El 121 - E U " U) 0.0 FILUTOPSOIL: Brown to gray brown silty fine to medium sand, 109 10.3 dry to damp, medium dense, some roots, porous, scattered asphalt -WA fragments, few gravel 0.5': Becomes moist ALLUVIUM: Light brown to olive brown silty fine sand, moist, 100 11.1 loose to medium dense, few roots, porous 5.0 Total depth: 5 feet No water No caving 10.0 15.0 TEST PIT NO.TP-2 ELEVATION: 0.0 15 M FILL/TOPSOIL: Brown to dark gray brown silty fine to medium 103 4.6 sand with scattered rounded gravel, dry to damp, loose to medium dense, scattered marine shells and shell fragments, roots and rootlets porous ALLUVIUM: Light brown slightly silty fine to medium sand, damp 98 4.4 to moist, medium dense, porous 5.0 Total depth: 5 feet No water No caving 10.0 15.0 LOG OF TEST PITS Denk Parcel HETHERINGTON ENGINEERING, INC. 4329 Manchester Ave., Encinitas, CA GEOTECHNICAL CONSULTANTS PROJECT NO. 3920.1 I FIGURE NO. 3 BACKHOE COMPANY: Mansolf BUCKET SIZE: Hand Pit DATE: 06/13/01 w vi W H F � z v ci SOIL DESCRIPTION El aH H � E• w F w x a4 M El cn w EO H a vi o w w w a w a. o o � o TEST PIT NO.TP-3 ELEVATION: ± W to E� D - U 0.0 FILUTOPSOIL: Brown to dark gray brown silty fine to medium 102 5.1 sand with scattered rounded gravel, damp, medium dense, scattered marine shells and shell fragments, roots and rootlets, porous 98 5.2 ALLUVIUM: Light brown slightly silty fine to medium sand, damp to moist, medium dense, porous 5.0 Total depth: 5.5 feet No water No caving 10.0 15.0 LOG OF TEST PITS Denk Parcel HETHERINGTON ENGINEERING, INC. 4329 Manchester Ave., Encinitas, CA GEOTECHNICAL CONSULTANTS PROJECT NO. 3920.1 FIGURE NO. 4 _di LABORATORY TEST DATA LJ 1 SUMMARY OF MAXIMUM DRY DENSITY/OPTIMUM MOISTURE L CONTENT DETERMINATIONS . (ASTM 1557-91A) 1 Sample Description Maximum aximum Dry Optimum rr � Density(pc f) Moisture Content L. ., TP-2 @ 1' Gray brown silty fine to medium N sand 119.5 11.0 TP-2 @ 3' Light brown silty fine to 120.5 medium sand 10.0 I ,l R-VALUE TEST RESULTS �j (Test Method No. Calif. 301-F; ASTM: D2844-94) Sample Description -E-��Location R-VALUE TP-1 1' Gra brown sil fine to medium sand TP-2 1' Gra brown sil fine to medium sand 75 67 1 1 IL FIGURE 5 Project No.3920.1 Log No.7431 U.S. STANDARD SIEVE SIZES HYDROMETER 3 1-1/2 3/4 3/8 4 8 1620 3040 50 100 200 100 100 I � I 1 I I I 1 1 I 1 I I I I I I I I I i t I I I I I I I . I I I I I I I I I I go - -- - - - -- - - - - - -- - -- --- --- 90 - - - 1 I I I I I 80 ' - -- - - - - - - T T -r - - - ------T-r- r- -- 80 70 _ _ _ _ _ __ __ _ _ _ _ _ _ _ _I_ _�_ 1i A _ 1_-_L__LL l_1L __- 70 I I I I I I I I I I I I I I I I I I a 60 W - - - - —-- - - - - � Try- r - I - - r--rrT-r - r--- 60 c� 2 W I I I 2 50 _ _ _ _ _ _, ,- _ _._-_ _ _ I_ __ - _J_ 11. J_ L _ .. _ _ _1-_LLl-I- L _-- 50_I W I 1 I I 1 I I I I I 1 I 1 1 1 I I I I I I I I W U I I I I I I I I I I I I 1 I I I I I I 1 I I I I I UGC' I I ; a � I I •, I I I I I I I 1 I I I I I I 1 I I I I I 40 - - - - -- -I- --- - - - - ----- -- - - - p I I I I I 1 1 I 1 I I I I I 30 - -- - - -- - -- - 30 I I I I 1 I I I I I 20 -- 1- - -'- -'--- - -- '---'-'-'-'--- 0 - - - -- -- - -- - - - -- - II - -- 2 I I I 1 I I I I I I I I I 10 r 10 0 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) GRAVEL SAND COBBLES SILT and CLAY Coarse Fine Coarse I Medium Fine SYMBOL SAMPLE LOCATION %PASSING %PASSING %FINER UNIFIED SOIL NO.4 SIEVE NO.200 SIEVE 2 MICRONS CLASSIFICATION O TP-1 at 1.0 100 22 GRADATION TEST RESULTS Denk Parcel HETHERINGTON ENGINEERING, INC. 4329 Manchester Ave., Encinitas, CA GEOTECHNICAL CONSULTANTS PROJECT NO. 3920,1 FIGURE NO. 6 U.S. STANDARD SIEVE SIZES HYDROMETER 3 1-1/2 3/4 3/8 4 8 1620 30 40 50 100 200 100 100 I 1 90 - - - - -= - - - - - - ------ - - - --- - go 80 T - - - TT7-r- '---r--rrT-I--r-- - 60 70 1 _ _ - - _ _ _ _ ' _ _ _ _ _ _ _ _ . _ I1 __ --LL _ 1l_1--L _ __ 70 I I I 1 1 I I I I I 1 I I I I I I I , I I a 60 - - - r - -rr -' - - - -I - - - r- --r- --I - - - - - -� - TT -T r' -- r--- 60 w W I I I I I I I I I I 1 1 1 I I I I 1 I I I I I I I W 2 I I I I I i I I I I I I 1 I 11 1 I 1 I I I I I I Z H H 1 1 1 1 1 ! I 1 1 I 1 1 1 N4 h 50 - - - L- - - -1-- - - - -1- - -1 alp-L - 1- --1--LLl-I-- --- 50 H Z 2 U j 1 1 I W P(. I i l I '. I I I 1 I I I I I I I I I I I u G] I I I I I I I I I I I 1 W w40 - - - - - - - - - -,- - - - - - - - - - - '- - - -- - ' --1-'- - - - - 40 - I -', r r I I I 1 1 1 I I I 1 I 1 ! I I I I I ! 1 I I I I 30 - -- - - - - - - - - - - -I --- - --' - - - 1 - ,,- - i ------ +--- r-- - 30 I 1 1 I i 1 I I I I I I I I I I I I I I I I I I I I I I t I I I I I ! I I I I 1 i I I - 20 20 _ _ _ _ _ _ _ -, I _ _- I I I I I I I I I 1 I I _ _ 10 t - - - - - - T -I- - 7 - -- 10 0 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) GRAVEL SAND COBBLES SILT and CLAY Coarse I Fine Coarse I Medium Fine SYMBOL SAMPLE LOCATION %PASSING %PASSING %FINER UNIFIED SOIL NO.4 SIEVE NO.200 SIEVE 2 MICRONS CLASSIFICATION O TP-1 at 3.0 100 18 GRADATION TEST RESULTS Denk Parcel HETHERINGTON ENGINEERING, INC. 4329 Manchester Ave., Encinitas, CA GEOTECHNICAL CONSULTANTS PROJECT NO. 3920,1 FIGURE NO. 7 • — - -- - ENGINEERING SERVICES DEPARTMENT _ - Capital Improvement Projects r�- (;Zty p f District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 24, 2005 Attn: American Contractors Indemnity Company 1081 Camino Del Rio South Suite 107 San Diego, California 92108 RE: Harley Denk Manchester Avenue TM 00-191 APN 259-192-14 Grading Permit 7422-G Final release of security–Monumentation bond Permit 7422-G authorized earthwork, storm drainage,ve been et per�the Parcel Map and the build the described project. The monuments ha Surveyor has submitted a letter verifying that. Therefore, release of the security deposit is merited. t of$10,000.00,is hereby fully exonerated. Performance Bond 187150, in the amoun The document original is enclosed. questions , please contact Debra Geishart at (760) 633- Should you have any 2779 or in writing, attenti or concerns on this Department. Sincerely, Q y Le back Masih Maher Finance Manager Senior Civil Engineer Financial Services Cc: Jay Lembach,FinanceManager Harley Denk Debra Geishart File Enc. ;gcycled pat=e' iii ENGINEERING SERVICES DEPARTMENT '— - Capital Improvement Projects r" District Support Services C Zty Of 2tCZS Field Operations F'YZCZYl Sand Replenishment/Stonnwater Compliance Subdivision Engineering Traffic Engineering March 24, 2005 Attn: American Contractors Rio South Indemnity Company 1081 Camino Del Suite 107 San Diego, California 92108 RE: Harley Denk Manchester Avenue TM 00-191 APN 259-192-14 Grading Permit 7422-G Final release of security Permit 7422-G authorized earthwork, storm drainage,ivisioi�l as app owedlthelgrading.to build the described project. The Field Operations Therefore, release of the remaining security deposit is merited. Performance Bond 191055, in the remaining 45 $The documenhoriginalUSly exonerated. The original bond amount was $ ,988.32. enclosed. Should you have any q uestions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, f� , CSC__ Whance 1f Len ach Masih Maher Manager Senior Civil Engineer Financial Services Cc: Jay Lembach,FinanceManager Harley Denk Debra Geishart File Eric- 60-6 NGINEERING SE VICES DEPARTMENT (Jt�1 O Capital Improvement Projects winitds District Support Sery ices Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 24, 2005 Attrn: American Contractors o South Indemnity Company 1081 Camino D l R Suite 107 San Diego, California 92108 RE: Harley Denk Manchester Avenue TM 00-191 APN 259-192-14 Improvement Permit 7422-I Partial release of security Permit 7422-I authorized earthwork, storm drainage,The1Fielld Operations Divisoion has control, all needed to build the described pro1ec approved a partial release of security. Therefore, a reduction in the security deposit is pp merited. Performance Bond 180037, in the amount of$103,055.00, may be reduced by 75% to $25,763.75. The document original will be kept until t exonerated. letionof finish grading. The retention and a separate assignment guarantee comp Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. j 7i Sincer y, Jay Lembach Masih Maher Finance Manager Senior Civil Engineer Financial Services Field Operations cc Jay Lembach,Finance Manager Harley Denk Debra Geishart File r Ai""� recycled pape% 51= `.'nlcai �nuc_ in�ini .,s_ ( alifc uis `)_n i 3G'„ .� NGINEERING SERVICES DEPARTMENT k City 0� Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 8, 2006 Attn: Downey Savings and Loan Association 7730 El Camino Real La Costa, California 92009 RE: Harley Denk Manchester Avenue Improvement plan 7422-I APN 259-192-14 Final release of security Permit 7422-I authorized earthwork, sto bed drainage, project.site The one-year inspection control, all as necessary to build the descn p j f the security deposited is merited. is complete. Therefore,release o Assignment of Account 2787071451,in the amount of$ed in its.75, has been cancelled by the Financial Services Manager and is hereby document original is enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, ay Lembach Debra Geish Finance Manager Engineering Technician Financial Services Subdivision Engineering CC Jay Lembach,Finance Manager Harley Denk Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper ENGINEERING SERVICES DEPARTMENT City Ot Capital Improvement Projects T�21 ZZt� ' District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 13, 2005 Attn: American Contractors Indemnity Company 1081 Camino Del Rio South Suite 107 San Diego, California 92108 RE: Harley Denk Manchester Avenue TM 00-191 APN 259-192-14 Improvement Permit 7422-1 Deed of Trust#2003-0342074 Final release of security-replacement with assignment of acct. Permit 7422-1 authorized earthwork, storm dralcna Thelseclun y deposit for the one-year control, all needed to build the described prole be released in warranty is now an assignment of an account therefore, the bond may entirety. Performance Bond 180037, in the original amount d$103,055-00, hre document to Per is hereby elease to $25,763.75 on March 24, 2005), y original is enclosed. q uestions or concerns, please contact Debra Geishart at (760) 633- Should you have any 2779 or in writing, attention this Department. Sincerely, � � 'x Jay L bach Debra Geishart iinance Manager Engineering Technician Financial Services Subdivision Engineering cc Jay Lernbach,Finance Manager Harley Denk Debra Geishart File recycled paper ENGINEERING SERVICES DEPARTMENT r city Capital Improvement Projects FWinitdS District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 14, 2005 Attn: American Contractors Indemnity Company 254 E. Grand Avenue Suite 100A Escondido, California 92025 RE: Harley Denk 4329 Manchester Avenue APN 259-192-14 Grading Permit 7422-G Partial release of security and rosion Permit 7422-G authorized earthwork, storm drain The Fi single d Operations D1 ision has control, all needed to build the described protect. approved the rough grading. Therefore, a reduction i >t is merited. n the security depos Performance Bond 191055, in the amount of$45,988.32, maybe reduced by 75% to $11,497.08. The document original will be kept letion of finishlgradinexonerated. The retention and a separate assignment guarantee p uestions or concerns, please contact Debra Geishart at(760) 633- Should you have any q 2779 or in writing, attention this Department. Sincerely, J ay em ch Debra Geishart Finance Manager Engineering Technician Financial Services Subdivision Engineering Cc Jay Lembach,Finance Manager Harley Denk Debra Geishart File n recycled papel