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1996-4778 G I Street Address S7 s a Category Serial # ( S7 Name Description Plan ck. # Year recdescv NORTH COUNTY COMPACTION ENGINEERING, INC. February 12, 1997 Project No. CE -5307 Al Mayo 1772 Kettering Irvine, CA 92714 Subject: Partial Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling Lot #1 of Wildflower Estates Encinitas, California Dear Mr. Mayo: In response to your request, the following report has been prepared to indicate results of soil testing, observations and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 1, 1996 through February 10, 1997. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90 %). Therefore, we recommend construction continue as scheduled. SCnPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were prepared by K & S Engineering of San Diego, California. Grading operations were performed by Greg Whillock of Vista, California. Reference is made to our previously submitted report entitled, ''Preliminary Soils Investigation ", dated July 17, 1996. Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". Grading operations were performed in order to create a level building pad to accommodate the proposed single family dwelling. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. P.O. BOX 302002 • ESCONDIDO, CA 92030 (619) 480 -1116 NORTH COUNTY COMPACTION ENGINEERING, INC. February 12, 1997 Project No. CE -5307 Page 2 The site was graded in accordance with recommendations set forth in our previously submitted report. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soil samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture /Maximum Density (ASTM D -1557) 2. Expansion Potential Test 3. Direct Shear (ASTM D -3080) S OIL CONDITIONS Native soils encountered were gravelly- clays, silty- clays, and clayey- sands. Fill soils were imported and generated from the on- site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond exterior building perimeter. Hence, no consideration need be given this characteristic. Expansive soils were observed during grading and exist at finish grade. Therefore, special recommendations will be necessary to reduce the probability of structure damage. The key was approximately 25 feet wide, a minimum of 3 feet in depth and inclined into the slope. During earthwork construction, native areas to receive fill were scarafied, watered and compacted to a minimum of ninety percent (90 %) of maximum density. Subsequent fill soils were placed, watered and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction, field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, ''Test Location Sketch". A tabulation of test results and their vertical locations NORTH COUNTY COMPACTION ENGINEERING, INC. February 12, 1997 Project No. CE -5307 Page 3 are presented on the attached Plate No. Two entitled, "Tabulation of Test Results". Fill soils found to have a relative compaction of less than ninety percent (90 %) were reworked until proper compaction was achieved. RECOMME AND CONCLUSIO Continuous inspection was not requested to verify fill soils were placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as eco- nomically feasible as possible, part -time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads.. 2) Slopes may be considered stable with relation to deep seated failure, provided they are properly maintained. Slopes should be planted within 30 days of this report with light groundcover (no gorilla iceplant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade for one and two story, respectively, will have an estimated allowable bearing value of 1300 lbs. per square foot. 4) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 5) Plumbing trenches should be backfilled with non - expansive soil having a swell of less the 2% and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90 %) . NORTH COUNTY COMPACTION ENGINEERING, INC. February 12, 1997 Project No. CE -5307 Page 4 6) Unless requested, recommendations for future improvements (additions, pools, recreational slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. 7) Expansive soils were observed during grading and exist within 48 inches of finish grade. Therefore, foundations should be constructed in accordance with Recommendation 6B2 or 6B3 of our "Preliminary Soils Investigation ", dated July 17, 1996. 8) Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5%) . Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete, North County COMPACTION ENGINEERING, INC. and /or a qualified concrete inspector should be present to document construction of foundations. Q�CERTAIN�Y ANP LIMITATIONS In the event foundati excavation and steel placement inspection is required and /or requested, an additional cost of $170. 00 will be invoiced to perform the field inspection and prepare a Final Conformance Letter. If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and /or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically un- feasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the NORTH COUNTY COMPACTION ENGINEERING, INC. February 12, 1997 Project No. CE -5307 Page 5 responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL -OSHA and /or local agencies. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INC_ ®Q �QEESStOjy q G E)? F� N . GE713 xp . 9 _, 30 - 9 7 y Ronald K. Adams Dale R. R President Registere C' Qr 19393 Geotechnica ��Q 000713 RKA: kla cc: (3) Submitted (2) Filed NORTH Approx. Scale COUNTY COMPACTION ENGINEERING, INC. & —�- SOIL T 1 = 40' 2:1 Fill Slo e 13 133 134 8 146 /45 140 /C 9 7 /4 153 149 /35 130 154 157 /55 44 14114214,3 136 158 159 164 138 360 /5Z 15 0 /65 361 /56 /60 151 166 163 /6/ 173 174 Test 171 167 (LOT #1) /72 w H (LOT #2) A H 358 359 U d a H a 2:1 Cut Slope TEST LOCATION SKETCH PROJECT No. CE05307 PLATE No. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATIO OF TEST RESULTS TEST# DATE R ORZ. VERT, F-LEU DRY DENSITY SOIL PERCENT LOC. LOC, MOIST LB- /C0. FT. E C�1O (ACTION 1 10/08/96 See 226 17.3 108.8 I 92.2 2 Plate 227 17.0 107.2 I 90.8 3 10/09/96 One 229 16.2 111.1 I 94.2 4 231 18.3 109.1 I 92.5 5 229 18.8 108.0 I 91.5 6 204 17.3 108.9 I 92.2 7 206 16.7 110.9 I 93.9 8 206 19.3 112.1 I 95.0 9 208 18.1 110.1 I 93.3 10 210 16.1 114.2 I 96.8 11 212 19.3 106.4 I 90.2 12 214 16.5 112.8 I 95.6 13 10/10/96 216 17.3 109.7 I 93.0 14 217 18.2 107.8 I 91.4 15 218 17.7 109.2 I 92.5 16 220 19.6 107.0 I 90.7 17 221 17.1 110.0 I 93.2 18 10/11/96 215 19.2 108.5 I 92.0 19 217 15.9 112.2 I 95.1 20 222 17.2 109.2 I 92.5 21 10/14/96 233 14.3 117.2 II 96.4 22 235 15.9 111.8 II 92.0 23 230 18.0 112.2 II 92.3 24 232 17.1 112.6 II 92.7 25 221 15.4 114.4 II 94.2 26 223 16.2 113.7 II 93.6 27 212 14.3 112.3 I 95.2 28 214 13.8 111.2 I 94.3 29 10/15/96 234 16.3 111.5 II 91.8 30 236 16.6 112.7 II 92.8 31 237 17.2 113.4 II 93.4 32 225 15.8 117.6 II 96.8 33 226 18.1 113.1 II 93.1 34 228 17.3 111.6 II 91.8 35 10/16/96 238 17.8 111.7 11 91.9 36 240 18.0 113.3 II 93.3 37 241 15.4 109.1 I 92.4 38 243 18.3 106.9 I 90.6 39 266 18.1 109.2 I 92.5 40 268 18.5 107.0 I 90.7 PROJECT NO. CE -5307 PLATE NO. TWO (Page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABU LAT10, OX TEST RESOL TESTIt DATE HORZ, VERT. E�I2 DRY DENSITY SOIL PERCENT � LOC. MOIST LB-/CU-FT, TYPE COMPACTION 41 10/17/96 See 270 16.2 115.4 III 97.8 42 Plate 272 19.1 110.0 III 93.2 43 One 245 20.2 109.0 III 92.4 44 247 18.0 110.8 III 93.9 45 242 18.7 108.1 III 91.7 46 244 20.4 107.1 III 90.8 47 10/18/96 245 17.0 115.8 11 95.3 48 246 16.5 113.7 II 93.6 49 249 17.3 112.8 II 92.9 50 250 15.7 112.6 II 92.7 51 247 18. 1 114.3 II 94.1 52 274 18.2 109.1 III 92.4 53 276 17.0 109.5 III 92.8 54 10/21 /96 246 18.1 111.6 II 91.9 55 247 17.0 111.1 II 91.4 56 249 16.2 112.5 III 95.3 57 251 15.7 113.6 III 96.3 58 252 15.3 116.4 II 95.8 59 10/23/96 253 18.3 112.4 IV 91.5 60 255 17.1 111.0 IV 90.4 61 255 15.4 113.9 IV 92.8 62 256 16.2 113.1 IV 92.1 63 10/24/96 255 18.2 116.3 IV 94.7 64 256 16.5 110.9 IV 90.3 65 254 17.4 112.7 IV 91.8 66 255 15.7 112.1 IV 91.3 67 10/25/96 255 17.3 110.9 IV 90.3 68 256 16.6 111.9 IV 91.1 69 233 19.5 112.0 IV 91.2 70 235 16.1 112.4 IV 91.5 71 238 15.0 114.2 IV 93.0 72 240 20.1 111.4 IV 90.7 73 10/28/96 240 17.8 112.1 I 95.0 74 242 19.3 109.4 I 92.7 75 243 19.6 110.7 I 93.8 76 242 18.0 109.6 I 92.9 77 244 20.1 108.8 I 92.2 78 245 19.6 108.6 I 92.0 79 10/29/96 268 18.6 110.5 I 93.6 80 270 19.4 109.0 I 92.4 PROJECT NO. CE -5307 PLATE NO_ TWO (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE MRZ,- VERT. FIELD DRY DENSITY SOIL PERCENT LQc._ LOS MQ IST LB. /CU. FT. TYPE COMPACTIO 81 10/29/96 See 272 18.5 109.8 III 93.1 82 Plate 244 19.2 111.4 III 94.4 83 One 245 18.6 109.9 III 93.1 84 246 17.8 112.2 III 95.1 85 10/30/96 274 19.3 108.0 I 91.5 86 276 18.3 110.0 I 93.2 87 245 16.2 112.1 III 95.0 88 247 17.6 109.7 III 93.0 89 10/31/96 247 16.4 111.7 IV 91.0 90 247 19.6 113.2 IV 92.2 91 247 17.0 113.4 IV 92.3 92 11/01/96 278 18.8 110.7 IV 90.1 93 246 15.7 113.6 IV 92.5 94 247 16.3 112.4 IV 91.5 95 254 15.0 111.7 IV 91.0 96 255 18.6 112.8 IV 91.9 97 11/04/96 282 18.3 109.2 III 92.6 98 284 18.8 111.8 III 94.7 99 288 16.4 113.2 III 95.9 100 11/05/96 293 15.3 115.3 IV 93.9 101 295 16.4 114.6 IV 93.3 102 11/06/96 292 16.7 112.7 IV 91.7 103 294 17.6 114.9 IV 93.5 104 297 16.6 113.4 IV 92.3 105 299 .18.8 112.2 IV 91.4 106 11/08/96 218 19.7 112.5 IV 91.6 107 220 17.3 114.0 IV 92.8 108 11/07/96 215 19.6 112.2 IV 91.4 109 217 16.8 114.6 IV 93.3 110 222 19.7 110.9 IV 90.3 111 11/11/96 219 14.6 115.4 IV 94.0 112 224 15.7 116.6 IV 95.0 113 11/12/96 201 18.6 106.0 V 91.6 114 203 16.5 110.8 V 95.8 115 204 14.6 111.7 V 96.5 116 206 17.7 107.3 V 92.7 117 208 18.6 110.7 III 93.8 118 210 17.6 109.4 III 92.7 119 211 18.0 108.0 III 91.5 120 11/12/96 205 15.1 112.6 III 95.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 3) NORTH COUNTY COMPACTION ENGINEERING, INC. ATIO OF TEST RESULTS TEST# DA-TK HORZ. yERT• M-LD DRY DENSITY SOIL PERCENT LOC. LOC. d o= LB-/CU-FT, TM COMPACTION 121 11/12/96 See 207 19.6 108.0 III 91.5 122 Plate 208 18.3 110.7 III 93.8 123 One 209 19.8 107.5 III 90.9 124 218 16.8 115.7 IV 94.2 125 220 18.2 113.3 IV 92.3 126 221 15.0 116.2 IV 94.6 127 11/15/96 203 17.2 114.7 VI 93.9 128 205 15.8 114.3 VI 93.6 130 206 14.7 116.1 VI 95.1 131 213 16.6 114.7 IV 93.4 132 214 15.0 113.3 IV 92.3 133 11/18/96 208 17.8 110.1 VI 90.2 134 210 16.6 111.9 VI 91.7 135 211 16.8 110.5 VI 90.5 136 207 17.7 112.6 VI 92.3 137 209 15.4 111.4 VI 91.2 138 210 16.6 111.7 VI 91.5 139 11/19/96 213 16.8 112.3. 'VI 92.0 140 215 17.4 113.5 VI 93.0 141 214 15.1 111.6 VI 91.4 142 216 14.7 114.5 VI 93.8 143 11/20/96 215 17.7 110.5 VI 90.5 144 216 17.3 112.7 VI 92.3 145 217 15.6 112.9 VI 92.5 146 219 17.8 110.8 VI 90.8 147 11/26/96 220 14.9 118.4 VI 97.0 148 222 17.6 115.7 VI 94.8 149 221 18.9 111.1 VI 91.0 150 223 17.5 113.4 VI 92.9 151 11/27/96 225 17.5 113.2 VI 92.7 152 227 15.3 115.6 IV 94.7 153 226 17.8 110.2 VI 90.3 154 228 19.1 110.1 VI 90.2 155 12/02/96 223 17.3 112.7 VI 92.3 156 225 15.2 114.4 VI 93.7 157 227 18.1 111.7 VI 91.5 158 12/03/96 228 15.9 113.4 VI 92.9 159 229 16.4 112.2 VI 91.9 160 225 14.7 116.1 VI 95.1 161 227 18.3 112.8 VI 92.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 4) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST DATY VERT, F IELD DRY DENSITY SOIL PERCENT LOC. LOC. MOIST _ /CQ. FT. TYPE COMPACTIO 162 12/04/96 See 229 16.3 110.4 VI 90.4 163 Plate 231 17.8 111.7 VI 91.5 164 One 233 14.5 113.7 VI 93.1 165 12/05/96 231 17.4 112.2 VI 91.9 166 230 18.0 113.4 VI 92.9 167 232 16.6 115.4 VI 94.5 168 12/09/96 257RFG 11.3 114.3 VII 97.9 169 257RFG 11.4 110.4 VII 94.5 170 257RFG 13.6 112.7 VII 96.5 171 12/13/96 233 17.7 116.1 VIII 91.7 172 234 18.2 118.0 VIII 92.2 173 232 17.4 117.8 VIII 92.0 174 233 16.2 123.7 VIII 96.6 175 199 18.2 112.3 VI 92.0 176 201 16.2 113.6 VI 93.0 177 12/16/96 202 18.3 109.0 VI 90.8 178 204 17.6 111.3 VI 91.5 179 206 16.5 114.6 VI 93.8 180 208 17.0 112.1 VI 91.8 181 204 16.8 116.0 VI 95.0 182 12/17/96 208 15. 1 113. 1 VI 92.6 183 210 18.0 114.7 VI 93.9 184 212 18. 1 112.3 VI 91.9 185 207 16.9 115.6 VI 94.6 186 214 16.7 113.5 VI 92.9 187 209 15.0 114.0 VI 93.3 188 12/18/96 216 15.1 116.3 VI 95.2 189 218 16.7 112.1 VI 91.8 190 220 15.1 113.1 VI 92.6 191 12/19/96 222 14.9 113.0 VI 92.5 192 12/23/96 207 17.3 110.7 III 93.8 193 209 15.9 111.4 III 94.4 194 211 16.1 112.7 III 95.5 195 213 18.6 115.0 IV 93.6 196 215 19.2 114.1 IV 92.8 197 273 16.3 115.7 IX 95.2 198 275 17.4 114.0 IX 93.8 199 270 15.7 113.5 IX 93.4 200 12/26/96 216 18.2 111.6 IV 90.9 201 218 17.2 113.6 IV 92.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 5) NORTH COUNTY COMPACTION ENGINEERING, INC. �r ATTON OF TEST RESULTS 'ES_# DATE Ij Dn VEST - FJ ELD DRY DENSITY SOIL MCM LOC. Loc. MOIST j, B /C0. T. Tm COMPA TI 202 12/"6/96 See 215 16.3 115.4 IV 94.0 203 Plate 217 19.3 107.7 III 91.3 204 One 277 17.2 113.3 IX 93.3 205 279 16.1 115.0 IX 94.7 206 280 15.4 114.4 IX 94.2 207 271 15.0 116.3 IX 95.7 208 273 17.7 112.7 IX 92.8 209 12/27/96 230 15.7 114.9 IV 93.6 210 232 15.3 113.6 IV 92.5 211 218 17.0 109.4 III 92.7 212 220 18.3 110.2 III 93.3 213 210 16.2 109.0 III 92.3 214 212 17.7 108.7 III 92.1 215 12/30/96 281 17.7 111.4 IX 91.7 216 283 16.6 112.9 IX 92.9 217 282 15.7 112.7 IX 92.8 218 284 16.9 113.4 IX 93.3 219 285 15.3 114.0 IX 93.8 220 217 16.2 114.8 VI 94.0 221 219 16.7 112.9 VI 92.4 222 213 17.2 113.4 VI 92.6 223 215 16.3 115.6 VI 94.6 224 12/31/96 217 16.7 115.6 VI 94.7 225 219 17.7 113.1 VI 92.6 226 222 17.5 113.4 VI 92.9 227 224 14.7 118.4 VI 97.0 228 318 15.7 113.0 IX 93.0 229 320 15.4 111.4 IX 91.7 230 322 16.3 112.6 IX 92.7 231 288 19.3 112.6 IX 92.7 232 291 19.7 110.9 IX 91.3 233 01/02/97 217 18.6 111.2 III 94.2 234 219 19.2 113.3 III 96.0 235 221 17.5 111.0 III 94.1 236 227 16.2 110.7 III 93.8 237 229 16.6 112.4 VI 92.1 238 230 15.3 113.6 VI 93.0 239 223 15.0 112.2 2 VI 91.9 240 225 14.9 115.2 VI 94.3 241 293 15.2 113.7 IX 93.6 PROJECT NO. CE -5307 PLATE NO. TWO (page 6 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF T1ST RESULTS TES DATE HORZ, yXgRT. E IKU DRY DENSITY SOIL LOC. LOC. d.OIST LB 1cjL_IT� TYPE COMPACTION ION 242 01/02/97 See 295 14.3 115.4 IX 95.0 243 Plate 297 14.7 114.7 IX 94.4 244 01/06/97 One 223 16.7 112.3 VI 92.0 245 225 15.8 113.0 VI 92.5 246 227 17.7 111.4 VI 91.2 247 294 16.8 114.1 X 90. 2 48 296 14.1 116.3 X 91.7 249 287 15.7 114.5 X 90.2 250 289 14.6 115.7 X 91.2 251 01/07/97 226 15.3 118.2 VI 96.8 252 228 16.8 115.7 VI 94.7 253 229 15.4 111.0 VI 90.9 254 230 17.3 112.6 VI 92.3 255 " 232 18.6 111.4 VI 91.2 256 290 17.0 114.7 X 90.4 257 292 15.2 114.5 X 90.2 258 298 16.4 116.0 X 91.4 259 299 13.2 117.3 X 92 260 01/08/97 234 14.7 112.3 VI 92.0 261 236 17.4 110.7 VI 90.7 262 238 14.5 114.4 VI 93.7 263 240 18.3 111.4 VI 91.2 264 242 17.0 113.7 VI 93.1 265 01/09/97 233 12.8 117.7 VIII 92.0 266 234 13.6 118.5 VIII 92.8 267 278 18.3 110.4 III 93.6 268 280 16.2 112.7 III 95.5 269 288 15.3 113.1 III 95.8 270 290 15.9 110.7 III 93.8 271 302 17.8 114.7 X 90.4 272 303 17.4 115.0 X 90.6 273 324 15.4 109.3 III 92.6 274 01/10/97 304 13.7 114.5 X 90.3 275 301 14.6 116.3 X 91.7 276 302 15.2 115.3 X 90.9 277 292 16.7 112.6 III 95.4 278 294 17.3 111.4 III 94.4 7 VI 93.1 01/15/97 270 16.2 113. 279 280 272 14.3 114.5 VI 9 3.8 281 273 14.4 115.9 VI 94.9 PROJECT NO. CE -5307 PLATE NO. TWO (page 7) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TES DATE HORZ, VERT, FIELD DRY DENSITY SOIL PERCENT LOC_ LOC. NOIST LB./CU-FT. TYPE COMPACTIO 282 01/16/97 See 275 16.3 111.7 VI 91.5 283 Plate 277 15.9 113.0 VI 92.5 284 One 252 17.3 114.0 IX 93.8 285 254 18.2 110.7 IX 91.1 286 01/17/97 244 16.4 113.7 IX 93.6 287 246 17.3 115.4 IX 95.0 288 245 18.1 111.7 IX 91.9 289 247 18.4 110.4 IX 90.9 290 01/21/97 246 16.1 112.5 IX 92.6 291 01/22/97 230 18.4 116.5 IX 95.8 292 238 15.9 109.7 IX 90.2 293 235 18.1 114.6 IX 94.3 294 248 18.7 110.2 IX 90.6 295 232 18.1 112.5 IX 92.5 296 01/24/97 220 19.5 110.2 IX 90.6 297 234 18.1 111.1 IX 91.4 298 224 17.6 113.7 IX 93.6 299 226 15.4 112.4 IX 92.5 300 01/29/97 250 17.6 113.8 IX 93.7 301 337 15.4 115.0 IX 94.7 302 336 17.7 112.4 IX 92.5 303 01/30/97 338 14.7 117.1 VI 95.9 304 336 16.2 115.3 VI 94.9 305 338 13.6 120.1 IX 98.8 306 336 16.5 114.0 IX 93.8 307 02/01/97 228 14.7 113.7 VI 93.1 308 229 16.2 112.0 VI 91.7 309 234 17.3 111.4 VI 91.2 310 236 13.4 115.3 VI 94.4 311 340 13.3 116.2 VI 95.2 312 342 13.8 115.7 VI 94.8 313 02/04/97 229 15.9 118.2 XI 95.7 314 228 16. 1 117.0 XI 94.7 315 229 16.6 115.0 XI 93.1 316 228 17.4 114.6 XI 92.8 317 228 13.7 119.5 XI 96.8 318 223 18.6 112.3 XI 90.9 319 225 17.9 113.7 XI 92.1 320 227 15.6 115.2 XI 93.3 321 244 16.0 116.4 XI 94.3 PROJECT NO. CE -5307 PLATE NO. TWO (page 8 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF EST RESULTS SST# DATE HORZ. VERT. FIELD DRY DENSITY SOIL EERCENT L4C, LOC. N IST L, _ / U_ FT TM A ION 322 02/04/97 See 242 16.7 113.9 XI 92.2 323 Plate 244 17.6 113.0 XI 91.5 324 One 252 16.2 110.7 VI 90.7 325 254 17.3 112.0 VI 91.7 326 02/05/97 302 20.9 108.2 XIII 94.4 327 304 18.8 110.4 XIII 96.3 328 306 17.3 105.6 XIII 92.1 329 294 15.9 118.0 XII 90.1 330 296 17.3 119.2 XII 91.1 331 305 12.1 119.4 XII 91.2 332 306 13.8 120.3 XII 91.9 333 308 14.9 119.6 XII 91.6 334 02/06/97 329 14.3 110.2 XIII 96.2 335 331 19.6 105.7 XIII 92.2 336 333 20.4 104.9 XIII 91.5 337 308 13.8 119.7 XII 91.4 338 310 12.7 122.3 XII 93.4 339 312 11.9 124.3 -XII 95.0 340 302 15.6' 121.7 XII 93.0 341 296 14.4 120.8 XII 92.3 342 298 16.6 119.9 XII 91.6 343 02/07/97 332 19.7 111.3 XIII 97.1 344 334 15.6 112.4 XIII 98.1 345 336 17.6 106.7 XIII 93.1 346 335 20.7 103.3 XIII 90.1 347 336 15.6 108.2 XIII 94.4 348 333 20.4 104.6 XIII 91.3 349 335 19.7 107.4 XIII 93.7 350 02/10/97 335 16.8 118.7 XII 90.7 351 336 17.3 119.6 XII 91.4 352 335 19.4 106.5 XIII 93.0 353 336 15.3 119.0 XII 90.9 354 334 15.7 122.6 XII 93.7 355 294 16.7 116.7 XIV 96.0 356 296 13.7 118.2 XIV 97.3 357 304 14.9 117.8 XIV 97.0 358 233 14.2 117.9 VIII 92.1 359 235RFG 12.9 107.7 VII 92.2 360 233 13.2 118.6 VIII 92.7 361 235RFG 13.8 106.0 VII 90.8 PROJECT NO. CE -5307 PLATE NO TWO (page 9) NORTH COUNTY COMPACTION ENGINEERING, INC. � U AL TTON OF TEST RESULTS REMARKS: Test tabulated and not shown on Plate No. One were taken on other lots in the subdivision. This is a partial report for Lot #1 only for the purpose of obtaining a building permit. RFG = Rough Finish Grade PROJECT NO. CE -5307 PLATE NO. TWO (page 10) NORTH COUNTY COMPACTION ENGINEERING, INC. TA ULAT ION of TEST RESULT OPTIMUM MOISTURE /MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) Red Brown Clay I 118.0 14.7 Red Brown Gravelly - Clay II 121.5 14.5 Orange -Brown Clayey - Gravel III 118.0 15.0 Orange- Red -Brown Silty- Gravelly -Clay IV 122.8 13.5 Yellow -Tan Fine Clayey -Sand V 115.7 14.6 Yellow Brown Clayey - Gravel VI 122.1 13.6 Light White -Beige Silty Sand VII 116.8 13.2 Light Orange Brown Silty Gravelly Clayey Sand VIII 128.0 11.2 Brown Red Silty Gravelly Clay IX 121.5 13.7 Orange Brown Silty Gravelly Clay X 126.8 11.5 Brown Orange Silty Gravelly Clay XI 123.5 13.3 Gray Brown Gravelly Clay XII 130.9 10.6 Brown Sandy Clay XIII 114.6 15.1 Yellow Beige Clayey Gravel XIV 121.5 13.8 PROJECT NO. CE -5307 PLATE NO_ THREE (Page 1) r / NORTH COUNTY COMPACTION ENGINEERING, INC. Q I,ATION�_TEST RESl7r,TS EXPANSION POTENTIAL SAMPLE CND VIII CONDITION Remold 90% INITIAL MOISTURE M 10.7 AIR DRY MOISTURE M 8.3 FINAL MOISTURE ( %) 21.8 FINAL DRY DENSITY (pcf) 115.3 LOAD (psf) 150 SWELL ( %) 6.3 EXPANSION INDEX 63 DIRECT SHEAR SAMPLE N O. VIII CONDITION Remold 90% ANGLE INTERNAL FRICTION 23 COHESION INTERCEPT (PCF) 280 PROJECT NO. CE -5307 PLATE NO. THREE (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. L~ '( March 27, 1997 Project No. CE -5307 Al Mayo �'�' Q►Q : EP� 1772 Kettering Irvine, CA 92714 Lei G�� 0 " Subject: Partial Report of Certification of Compacted Fill Ground Proposed Single Family Dwellings Lot #'s 2, 3, 4, 10 & 12 of Wildflower Estates Encinitas, a i ornia Dear Mr. Mayo. In response to your request, the following report has been prepared to indicate results of soil testing, observations and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 1, 1996 through March 27, 1997. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were prepared by K & S Engineering of San Diego, California. Grading operations were performed by Greg Whillock of Vista, California. Reference is made to the following previously submitted soils reports prepared by our firm. 1). "Preliminary Soils Investigation ", Lot #2, dated July 24, 1996 (CE- 5246). 2). Preliminary Soils Investigation ", Lot #3, dated July 18, 1996 (CE- 5247). 3). "Preliminary Soils Investigation ", Lot #4, dated July 12, 1996 (CE- 5248). P.O. BOX 302002 • ESCONDIDO, CA 92030 (619) 480 -1116 NORTH COUNTY COMPACTION ENGINEERING, INC. March 27, 1997 Project No. CE -5307 Page 2 4). "Preliminary Soils Investigation ", Lot #10, dated June 26, 1996(CE- 5254). 5). "Preliminary Soils Investigation ", Lot 12, dated March 5, 1996 (CE- 5230). Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". Grading operations were performed in order to create level building pads to accommodate the proposed single family dwellings. Should the finished pads be altered in any way, we should be contacted to provide additional recommendations. The sites were graded in accordance with recommendations set forth in our previously submitted reports. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soil samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture /Maximum Density (ASTM D -1557) 2. Expansion Potential Test 3. Direct Shear (ASTM D -3080) SOIL CONDITIONS Native soils encountered were gravelly- clays, silty - clays, and clayey- sands. Fill soils were imported and generated from the on- site excavation. The building sites contained a transition from cut to fill. However, cut areas located within the building areas were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond exterior building perimeter. Hence, no consideration need be given this characteristic. NORTH COUNTY COMPACTION ENGINEERING, INC. March 27, 1997 Project No. CE -5307 Page 3 Expansive soils were observed during grading and exist at finish grade. Therefore, special recommendations will be necessary to reduce the probability of structure damage. The keys were approximately 25 feet wide, a minimum of 3 feet in depth and inclined into the slope. During earthwork construction, native areas to receive fill were scarafied, watered and compacted to a minimum of ninety percent (90 %) of maximum density. Subsequent fill soils were placed, watered and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction, field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch ". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled, "Tabulation of Test Results ". Fill soils found to have a relative compaction of less than ninety percent (90 %) were reworked until proper compaction achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils were placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as eco- nomically feasible as possible, part -time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2) Slopes may be considered stable with relation to deep seated failure, provided they are properly maintained. Slopes should be planted within 30 days of this report with light groundcover (no gorilla iceplant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. NORTH COUNTY COMPACTION ENGINEERING, INC. s March 27, 1997 Project No. CE -5307 Page 4 3) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade for one and two story, respectively, will have an estimated allowable bearing value of 1500 lbs. per square foot. 4) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 5) Plumbing trenches should be backfilled with non - expansive soil having a swell of less the 2% and a minimum sand equivalent of 30. Backf ill soils should be inspected and compacted to a minimum of ninety percent (90 %) . 6) Unless requested, recommendations for future improvements (additions, pools, recreational slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. 7) Expansive soils were observed during grading and exist within 48 inches of finish grade. Therefore, foundations should be constructed in accordance with Recommendation 6B2 or 6B3 of our "Preliminary Soils Investigation reports. 8) Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5 %) . Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete, North County COMPACTION ENGINEERING, INC. and /or a qualified concrete inspector should be present to document construction of foundations. NORTH COUNTY COMPACTION ENGINEERING, INC. March 27, 1997 Project No. CE -5307 Page 5 UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and /or requested, an additional cost of $170.00 will be invoiced to perform the field inspection and prepare a Final Conformance Letter. If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and /or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically un- feasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL -OSHA and /or local agencies. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, FESS1 Q A ., North County �� tj,0 V EQ l e,, COMPACTION ENGINEERING, INC. CID GE71 N x� 9 ....:.... 30 - 97 ' v onald K. Adams Dale R �G President Registe r 19393 Geotechn 000713 RKA: kla cc: (3) Submitted (2) Filed NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TEST114G -. Approx. Scale ti 1 = 50' DRW 5% 1 , 8, PVC / .E {� p j pST 4, VC , j G3 gr I- Boa T"_ PAQ8 518 VC 3-15 TEST 2 ^ }^ Z 1E 254 TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No ONE NORTH COUNTY COMPACTION ENGINEERING, INC. 40 SOIL TESTING - = :_ - - ►. _ =*- - Approx. Scal NI11QfZ0 . R - O lC!L` 1 11 = 501 OLrpvc --� J 0. ` :1 Awl rpm. PVC - 252_ - i 233 6 �.• ,- -291 .29'f - G i 50a T_ 06`� _ a 510 - a�Y"' .309 - - /o/ IE 2 - o_ 0— -42L -TE_ ST- IE 264. . TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —A NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING Approx. Scale 1" = 40' 116 � L 2 _b� _ 2 . 8: 4TH 2 T 24 240 42- JE ??47. _ 1T� 47.0 305 292 ` o `31i.. 302'. 304 321 4 03 3l,2 404 260 25 , � 32? F 248.o 3 • �93 r f 4054 301` 455 TEST 261 `DP 7 ?47 p 456 � S� ?s • . mo tip,• - N 1 TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE -B NORTH COUMN COMPACTION ENGINEERING, INC. SOIL TESTING Approx. Scale ® 1 = 40' ,t35 »t VC TG / _- s 365 zW - /;36 1 / / 3 j P0 340.01- -- - 3 / 373 X391. -4EST 361/ �,� j 1 / 38 6 i� ;' / ;•� TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —C NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING Approx . Scal ® 1 = 40' V Y ,�. /, :'i� � � • ! /r r � % i � 399 Oa , r 310. OV j' goo; ,•'°s�, 406 414 .. o . TEST , 3(�6 ► ,� `, 413 415 ' ` 4.. Z ID o � WP's •', �. • , �� . _ __ 2� TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —D N ORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESOLES TEST# DOTE HORZ. VERT, FIELD DRY DENSITY SOIL PERCENT LOC- j�OC. HOIST LB. /CU. FT. TYPE COMPACTION 1 10/08/96 See 226 17.3 108.8 I 92.2 2 Plate 227 17.0 107.2 I 90.8 3 10/09/96 One 229 16.2 111.1 I 94.2 .4 231 18.3 109.1 I 92.5 5 229 18.8 108.0 I 91.5 6 204 17.3 108.9 I 92.2 7 206 16.7 110.9 I 93.9 8 206 19.3 112.1 I 95.0 9 208 18.1 110.1 I 93.3 10 210 16.1 114.2 I 96.8 11 212 19.3 106.4 I 90.2 12 214 16.5 112.8 I 95.6 13 10/10/96 216 17.3 109.7 I 93.0 14 217 18.2 107.8 I 91.4 15 218 17.7 109.2 I 92.5 16 220 19.6 107.0 I 90.7 17 221 17.1 110.0 I 93.2 18 10/11/96 215 19.2 108.5 I 92.0 19 217 15.9 112.2 I. 95.1 20 222 17.2 109.2 I 92.5 21 10/14/96 233 14.3 117.2 11 96.4 22 235 15.9 111.8 II 92.0 23 230 18.0 112.2 II 92.3 24 232 17.1 112.6 II 92.7 25 221 15.4 114.4 II 94.2 26 223 16.2 113.7 II 93.6 27 212 14.3 112.3 I 95.2 28 214 13.8 111.2 I 94.3 29 10/15/96 234 16.3 111.5 II 91.8 30 236 16.6 112.7 II 92.8 31 237 17.2 113.4 II 93.4 32 225 15.8 117.6 II 96.8 33 226 18.1 113.1 II 93.1 34 228 17.3 111.6 II 91.8 35 10/16/96 238 17.8 111.7 II 91.9 36 240 18.0 113.3 II 93.3 37 241 15.4 109.1 I 92.4 38 243 18.3 106.9 I 90.6 39 266 18.1 109.2 I 92.5 40 268 18.5 107.0 I 90.7 PROJECT NO. CE -5307 PLATE NO. TWO (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# D= HORZ. y$$T FTELD DRY DENSITY SOIL F ERCENT LOC. r oC. MUST i.R. /CU. FT. TYPE_ COMPACTION 41 10/17/96 See 270 16.2 115.4 III 97.8 42 Plate 272 19.1 110.0 III 93.2 43 One 245 20.2 109.0 III 92.4 44 247 18.0 110.8 III 93.9 45 242 18.7 108.1 III 91.7 46 244 20.4 107.1 III 90.8 47 10/18/96 245 17.0 115.8 II 95.3 48 246 16.5 113.7 II 93.6 49 249 17.3 112.8 II 92.9 50 250 15.7 112.6 II 92.7 51 247 18.1 114.3 II 94.1 52 274 18.2 109.1 III 92.4 53 276 17.0 109.5 III 92.8 54 10/21/96 246 18.1 111.6 II 91.9 55 247 17.0 111.1 II 91.4 56 249 16.2 112.5 III 95.3 57 251 15.7 113.6 III 96.3 58 252 15.3 116.4 II 95.8 59 10/23/96 253 18.3 112.4 IV 91.5 60 255 17.1 111.0 IV 90.4 61 255 15.4 113.9 IV 92.8 62 256 16.2 113.1 IV 92.1 63 10/24/96 255 18.2 116.3 IV 94.7 64 256 16.5 110.9 IV 90.3 65 254 17.4 112.7 IV 91.8 66 255 15.7 112.1 IV 91.3 67 10/25/96 255 17.3 110.9 IV 90.3 68 256 16.6 111.9 IV 91.1 69 233 19.5 112.0 IV 91.2 70 235 16.1 112.4 IV 91.5 71 238 15.0 114.2 IV 93.0 72 240 20.1 111.4 IV 90.7 73 10/28/96 240 17.8 112.1 I 95.0 74 242 19.3 109.4 I 92.7 ?5 243 19.6 110.7 I 93.8 76 242 18.0 109.6 I 92.9 77 244 20.1 108.8 I 92.2 78 245 19.6 108.6 I 92.0 79 10/29/96 268 18.6 110.5 I 93.6 80 270 19.4 109.0 I 92.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 2 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ_ VERT_ FTRL) DRY DENSITY SOIL PERCENT j s}� LOC _ NOIST LB-/CU-FT- T.y.PE, CONFACT ION 81 10/29/96 See 272 18.5 109.8 III 93.1 82 Plate 244 19.2 111.4 III 94.4 83 One 245 18.6 109.9 III 93.1 84 246 17.8 112.2 III 95.1 85 10/30/96 274 19.3 108.0 I 91.5 86 276 18.3 110.0 I 93.2 87 245 16.2 112.1 III 95.0 88 247 17.6 109.7 III 93.0 89 10/31/96 247 16.4 111.7 IV 91.0 90 247 19.6 113.2 IV 92.2 91 247 17.0 113.4 IV 92.3 92 11/01/96 278 18.8 110.7 IV 90.1 93 246 15.7 113.6 IV 92.5 94 247 16.3 112.4 IV 91.5 95 254 15.0 111.7 IV 91.0 96 255 18.6 112.8 IV 91.9 97 11/04/96 282 18.3 109.2 III 92.6 98 284 18.8 111.8. III 94.7 99 288 16.4 113.2 III 95.9 100 11/05/96 293 15.3 115.3 IV 93.9 101 295 16.4 114.6 IV 93.3 102 11/06/96 292 16.7 112.7 IV 91.7 103 294 17.6 114.9 IV 93.5 104 297 16.6 113.4 IV 92.3 105 299 18.8 112.2 IV 91.4 106 11/08/96 218 19.7 112.5 IV 91.6 107 220 17.3 114.0 IV 92.8 108 11/07/96 215 19.6 112.2 IV 91.4 109 217 16.8 114.6 IV 93.3 110 222 19.7 110.9 IV 90.3 111 11/11/96 219 14.6 115.4 IV 94.0 112 1. 224 15.7 116.6 IV 95.0 113 11/12/96 201 18.6 106.0 V 91.6 114 203 16.5 110.8 V 95.8 115 204 14.6 111.7 V 96.5 116 206 17.7 107.3 V 92.7 117 208 18.6 110.7 III 93.8 118 210 17.6 109.4 III 92.7 119 211 18.0 108.0 III 91.5 120 11/12/96 205 15.1 112.6 III 95.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 3) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DM HORZ_ VERT. FIELD DRY DENSITY SQ L. PERCENT LOC_ Of,, MOIST LB-/CU-FT. Tom& COMPACTION 121 11/12/96 See 207 19.6 108.0 III 91.5 122 Plate 208 18.3 110.7 III 93.8 123 One 209 19.8 107.5 III 90.9 124 218 16.8 115.7 IV 94.2 125 220 18.2 113.3 IV 92.3 126 221 15.0 116.2 IV 94.6 127 11/15/96 203 17.2 114.7 VI 93.9 128 205 15.8 114.3 VI 93.6 129 204 15.3 115.5 VI 94.6 130 206 14.7 116.1 VI 95.1 131 213 16.6 114.7 IV 93.4 132 214 15.0 113.3 IV 92.3 133 11/18/96 208 17.8 110.1 VI 90.2 134 210 16.6 111.9 VI 91.7 135 211 16.8 110.5 VI 90.5 136 207 17.7 112.6 VI 92.3 137 209 15.4 111.4 VI 91.2 138 210 16.6 111.7 VI 91.5 139 11/19/96 213 16.8 112.3 VI 92.0 140 215 17.4 113.5 VI 93.0 141 214 15. 1 111.6 VI 91.4 142 216 14.7 114.5 VI 93.8 143 11/20/96 215 17.7 110.5 VI 90.5 144 216 17.3 112.7 VI 92.3 145 217 15.6 112.9 VI 92.5 146 219 17.8 110.8 VI 90.8 147 11/26/96 220 14.9 118.4 VI 97.0 148 222 17.6 115.7 VI 94.8 149 221 18.9 111.1 VI 91.0 150 223 17.5 113.4 VI 92.9 151 11/27/96 225 17.5 113.2 VI 92.7 152 227 15.3 115.6 IV 94.7 153 226 17.8 110.2 VI 90.3 154 228 19.1 110.1 VI 90.2 155 12/02/96 223 17.3 112.7 VI 92.3 156 225 15.2 114.4 VI 93.7 157 227 18.1 111.7 VI 91.5 158 12/03/96 228 15.9 113.4 VI 92.9 159 229 16.4 112.2 VI 91.9 160 225 14.7 116.1 VI 95.1 161 227 18.3 112.8 VI 92.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 4) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# ]2ATB. HORZ. VERT. F.TELD DRY DENSITY SOIL PERCENT LOG_ LOC_ MOIST LB-/CU-FT, TM COMPACTION 162 12/04/96 See 229 16.3 110.4 VI 90.4 163 Plate 231 17.8 111.7 VI 91.5 164 One 233 14.5 113.7 VI 93.1 165 12/05/96 231 17.4 112.2 VI 91.9 166 230 18.0 113.4 VI 92.9 167 232 16.6 115.4 VI 94.5 168 12/09/96 257RFG 11.3 114.3 VII 97.9 169 257RFG 11.4 110.4 VII 94.5 170 257RFG 13.6 112.7 VII 96.5 171 12/13/96 233 17.7 116.1 VIII 91.7 172 234 18.2 118.0 VIII 92.2 173 232 17.4 117.8 VIII 92.0 174 233 16.2 123.7 VIII 96.6 175 199 18.2 112.3 VI 92.0 176 201 16.2 113.6 VI 93.0 177 12/16/96 202 18.3 109.0 VI 90.8 178 204 17.6 111.3 VI 91.5 179 206 16.5 114.6 VI 93.8 180 208 17.0 112.1 VI 91.8 181 204 16.8 116.0 VI 95.0 182 12/17/96 208 15.1 113.1 VI 92.6 183 210 18.0 114.7 VI 93.9 184 212 18.1 112.3 VI 91.9 185 207 16.9 115.6 VI 94.6 186 214 16.7 113.5 VI 92.9 187 209 15.0 114.0 VI 93.3 188 12/18/96 216 15.1 116.3 VI 95.2 189 218 16.7 112.1 VI 91.8 190 220 15.1 113.1 VI 92.6 191 12/19/96 222 14.9 113.0 VI 92.5 192 12/23/96 207 17.3 110.7 III 93.8 193 209 15.9 111.4 III 94.4 194 211 16.1 112.7 III 95.5 195 213 18.6 115.0 IV 93.6 196 215 19.2 114.1 IV 92.8 197 273 16.3 115.7 IX 95.2 198 275 17.4 114.0 IX 93.8 199 270 15.7 113.5 IX 93.4 200 12/26/96 216 18.2 111.6 IV 90.9 201 218 17.2 113.6 IV 92.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 5) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ_ VERT. FTEjD DRY DENSITY SOIL PERCENT Lx- Lx- MOIST LB-/CU-FT, Tye$. COMPACTION 202 12/26/96 See 215 16.3 115.4 IV 94.0 203 Plate 217 19.3 107.7 III 91.3 204 One 277 17.2 113.3 IX 93.3 205 279 16.1 115.0 IX 94.7 206 280 15.4 114.4 IX 94.2 207 271 15.0 116.3 IX 95.7 208 273 17.7 112.7 IX 92.8 209 12/27/96 230 15.7 114.9 IV 93.6 210 232 15.3 113.6 IV 92.5 211 218 17.0 109.4 III 92.7 212 220 18.3 110.2 III 93.3 213 210 16.2 109.0 III 92.3 214 212 17.7 108.7 III 92.1 215 12/30/96 281 17.7 111.4 IX 91.7 216 283 16.6 112.9 IX 92.9 217 282 15.7 112.7 IX 92.8 218 284 16.9 113.4 IX 93.3 219 285 15.3 114.0 IX 93.8 220 217 16.2 114.8 VT 94.0 221 219 16.7 112.9 VI 92.4 222 213 17.2 113.4 VI 92.6 223 215 16.3 115.6 VI 94.6 224 12/31/96 217 16.7 115.6 VI 94.7 225 219 17.7 113.1 VI 92.6 226 222 17.5 113.4 VI 92.9 227 224 14.7 118.4 VI 97.0 228 318 15.7 113.0 IX 93.0 229 320 15.4 111.4 IX 91.7 230 322 16.3 112.6 IX 92.7 231 288 19.3 112.6 IX 92.7 232 291 19.7 110.9 IX 91.3 233 01/02/97 217 18.6 111.2 III 94.2 234 219 19.2 113.3 III 96.0 235 221 17.5 111.0 III 94.1 236 227 16.2 110.7 III 93.8 237 229 16.6 112.4 VI 92.1 238 230 15.3 113.6 VI 93.0 239 223 15.0 112.2 VI 91.9 240 225 14.9 115.2 VI 94.3 241 293 15.2 113.7 IX 93.6 PROJECT NO. CE -5307 PLATE NO. TWO (page 6 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DM BORZ, VERT, FTEyjZ DRY DENSITY SOIL PERCENT LW,- LOC. MOIST LB. /C0.FT, TYPE COMPACTION 242 01/02/97 See 295 14.3 115.4 IX 95.0 243 Plate 297 14.7 114.7 IX 94.4 244 01/06/97 One 223 16.7 112.3 VI 92.0 245 225 15.8 113.0 VI 92.5 246 227 17.7 111.4 VI 91.2 247 294 16.8 114.1 X 90.0 248 296 14.1 116.3 X 91.7 249 287 15.7 114.5 X 90.2 250 289 14.6 115.7 X 91.2 251 01/07/97 226 15.3 118.2 VI 96.8 252 228 16.8 115.7 VI 94.7 253 229 15.4 111.0 VI 90.9 254 230 17.3 112.6 VI 92.3 255 232 18.6 111.4 VI 91.2 256 290 17.0 114.7 X 90.4 257 292 15.2 114.5 X 90.2 258 298 16.4 116.0 X 91.4 259 299 13.2 117.3 X 92.5 260 01/08/97 234 14.7 112.3 VI 92.0 261 236 17.4 110.7 VI 90.7 262 238 14.5 114.4 VI 93.7 263 240 18.3 111.4 VI 91.2 264 242 17.0 113.7 VI 93.1 265 01/09/97 233 12.8 117.7 VIII 92.0 266 234 13.6 118.5 VIII 92.8 267 278 18.3 110.4 III 93.6 268 280 16.2 112.7 III 95.5 269 288 15.3 113.1 III 95.8 270 290 15.9 110.7 III' 93.8 271 302 17.8 114.7 X 90.4 272 303 17.4 115.0 X 90.6 273 324 15.4 109.3 III 92.6 274 01/10/97 304 13.7 114.5 X 90.3 275 301 14.6 116.3 X 91.7 276 302 15.2 115.3 X 90.9 277 292 16.7 112.6 III 95.4 278 294 17.3 111.4 III 94.4 279 01/15/97 270 16.2 113.7 VI 93.1 280 272 14.3 114.5 VI 93.8 281 273 14.4 115.9 VI 94.9 PROJECT NO. CE -5307 PLATE NO. TWO (Page 7) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE $ORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LOC_ LOC_ MOIST I,f3_ /CO_ FT. TYPg COMPACTION 282 01/16/97 See 275 16.3 111.7 VI 91.5 283 Plate 277 15.9 113.0 VI 92.5 284 One 252 17.3 114.0 IX 93.8 285 " 254 18.2 110.7 IX 91.1 286 01/17/97 244 16.4 113.7 IX 93.6 287 246 17.3 115.4 IX 95.0 288 245 18.1 111.7 IX 91.9 289 " 247 18.4 110.4 IX 90.9 290 01/21/97 246 16.1 112.5 IX 92.6 291 01/22/97 230 18.4 116.5 IX 95.8 292 238 15.9 109.7 IX 90.2 293 " 235 18.1 114.6 IX 94.3 294 248 18.7 110.2 IX 90.6 295 232 18.1 112.5 IX 92.5 296 01/24/97 220 19.5 110.2 IX 90.6 297 234 18.1 111.1 IX 91.4 298 224 17.6 113.7 IX 93.6 299 226 15.4 112.4 IX 92.5 300 01/29 /97 250 17.6' 113.8 IX 93.7 301 337 15.4 115.0 IX 94.7 302 336 17.7 112.4 IX 92.5 303 01/30/97 338 14.7 117.1 VI 95.9 304 336 16.2 115.3 VI 94.9 305 338 13.6 120.1 IX 98.8 306 336 16.5 114.0 IX 93.8 307 02/01/97 228 14.7 113.7 VI 93.1 308 229 16.2 112.0 VI 91.7 309 234 17.3 111.4 VI 91.2 310 236 13.4 115.3 VI 94.4 311 340 13.3 116.2 VI 95.2 312 342 13.8 115.7 VI 94.8 313 02/04/97 229 15.9 118.2 XI 95.7 314 228 16.1 117.0 XI 94.7 315 229 16.6 115.0 XI 93.1 316 228 17.4 114.6 XI 92.8 317 228 13.7 119.5 XI 96.8 318 223 18.6 112.3 XI 90.9 319 225 17.9 113.7 XI 92.1 320 227 15.6 115.2 XI 93.3 321 244 16.0 116.4 XI 94.3 PROJECT NO. CE -5307 PLATE NO. TWO (Page 8) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TESTA DAM $ORZ. VERT. gyp DRY DENSITY SOIL PERCENT LS2- LOC. MOIST LB. /CU. FT. TYPE COMPACTION 322 02/04/97 See 242 16.7 113.9 XI 92.2 323 Plate 244 17.6 113.0 XI 91.5 324 One 252 16.2 110.7 VI 90.7 325 254 17.3 112.0 VI 91.7 326 02/05/97 302 20.9 108.2 XIII 94.4 327 304 18.8 110.4 XIII 96.3 328 306 17.3 105.6 XIII 92.1 329 294 15.9 118.0 XII 90.1 330 296 17.3 119.2 XII 91.1 331 - 305 12.1 119.4 XII 91.2 332 306 13.8 120.3 XII 91.9 333 308 14.9 119.6 XII 91.6 334 02/06/97 329 14.3 110.2 XIII 96.2 335 331 19.6 105.7 XIII 92.2 336 333 20.4 104.9 XIII 91.5 337 308 13.8 119.7 XII 91.4 338 310 12.7 122.3 XII 93.4 339 312 11.9 124.3 .XII 95.0 340 302 15.6* 121.7 XII 93.0 341 296 14.4 120.8 XII 92.3 342 298 16.6 119.9 XII 91.6 343 02/07/97 332 19.7 111.3 XIII 97.1 344 334 15.6 112.4 XIII 98.1 345 336 17.6 106.7 XIII 93.1 346 335 20.7 103.3 XIII 90.1 347 336 15.6 108.2 XIII 94.4 348 333 20.4 104.6 XIII 91.3 349 335 19.7 107.4 XIII 93.7 350 02/10/97 335 16.8 118.7 XII 90.7 351 336 17.3 119.6 XII 91.4 352 335 19.4 106.5 XIII 93.0 353 336 15.3 119.0 XII 90.9 354 334 15.7 122.6 XII 93.7 355 294 16.7 116.7 XIV 96.0 356 296 13.7 118.2 XIV 97.3 357 304 14.9 117.8 XIV 97.0 358 233 14.2 117.9 VIII 92.1 359 235RFG 12.9 107.7 VII 92.2 360 233 13.2 118.6 VIII 92.7 361 235RFG 13.8 106.0 VII 90.8 PROJECT NO. CE -5307 PLATE NO TWO (page 9) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TAT# DATK $ORZ_ VERT. FTRLD DRY DENSITY SOIL PERCENT LOG, Loc_ MOIST LB-/CU-FT, TUK COMPACTION 362 02/11/97 See 337 15.6 117.9 XII 90.1 363 Plate 338 14.7 118.3 XII 90.4 364 One 337 15.3 118.7 XII 90.7 365 337 14.4 119.7 XII 91.4 366 307 16.9 114.9 X 90.6 367 308 17.4 114.5 X 90.3 368 310 18.2 114.4 X 90.2 369 290 17.3 112.2 XIV 92.3 370 292 16.6 113.6 XIV 93.5 371 02/12/97 335 12.2 118.4 X 93.4 372 336 13.8 114.7 X 90.5 373 `' 338 14.6 118.9 X 93.8 374 280 14.0 118.8 X 93.7 37 02/13/97 299 11.9 126.5 XII 96.7 376 298 12.6 124.0 XII 94.7 377 302 11.4 123.2 XII 94.1 378 301 11.9 121.1 XII 95.2 379 308 13.4 122.6 XII 93.7 380 310 15.0 121.7 XII 93.0 381 311 12.0 124.9 XII 95.4 383 288 15.3 116.5 X 91.1 384 290 14.0 123.1 XII 94.0 385 292 13.7 122.6 XII 93.7 386 338 14.7 127.8 XII 97.6 387 338 13.8 120.0 XII 91.7 388 335 12.2 123.7 XII 94.5 389 337 15.8 115.7 X 91.2 390 02/14/97 338 12.6 123.7 XII 94.5 391 338 13.4 112.2 XI 90.8 392 282 13.2 120.7 X 95.2 393 282 14.8 124.0 XII 96.0 394 02/18/97 294 20.5 110.3 XIV 90.8 395 1. 276 16.6 116.3 XI 94.2 396 02/19/97 296 17.7 110.7 XIV 91.1 397 264 18.1 113.8 XI 92.1 398 247 17.3 114.2 XI 92.5 399 02/20/97 298 18.6 110.6 IX 91.0 400 301 17.4 112.5 IX 92.4 401 302 19.0 112.9 IX 92.9 402 242 18.3 111.7 VI 91.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 10) • NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESOLIS TEST# RATE HORZ. y$$T F TRT,p DRY DENSITY SOIL PERCENT LOC, Loc� MOIST LB_ /CQ. FT_ TYPE COMPACTION 403 02/20/97 See 243 17.6 112.2 VI 91.9 404 Plate 242 16.3 118.7 VI 97.2 405 02/21/97 One 304 17.3 118.6 IX 97.6 406 306 16.6 115.4 IX 95.0 407 307 18.5 112.7 IX 92.8 408 268 17.7 108.3 II 91.8 409 270 16.9 109.6 II 92.9 410 02/24/97 258 18.9 112.0 XV 93.3 411 308 17.9 115.2 XI 93.3 412 260 17.6 110.8 XV 92.3 413 309 18.0 115.2 XI 93.3 414 310 17.2 116.1 XI 94.0 415 310 15.1 115.4 XI 93.4 416 02/25/97 308 14.4 116.1 XI 94.0 417 309 14.7 119.7 XI 97.0 418 307 16.3 114.6 XI 92.8 419 262 17.7 109.6 XV 91.3 420 263 17.3 108.2 XV 90.2 421 239 14.4 112.7 XI 91.3 422 239 13.7 114.4 XI 92.6 423 02/26/97 251 11.8 123. 3 XI I 94.2 424 256 13.4 122.2 XII 93.4 425 253 11.1 129.0 XII 98.6 426 264 15.4 111.6 XV 93.0 427 262 16.2 112.0 XV 93.3 428 264 14.3 109.6 XV 91.3 429 02/28/97 268 17.2 113.4 XV 94.5 430 270 17.4 112.2 XV 93.5 431 272 18.2 110.7 XV 92.3 432 266 17.7 112.3 XV 93.6 433 268 18.6 110.1 XV 91.8 434 267 19.3 109.6 XV 91.3 435 274 19.5 117.2 XV 97.6 436 275 14.1 109.2 XV 91.0 437 272 16.1 117.0 XV 97.5 438 03/03/97 273 15.7 114.2 XV 95.2 439 272 17.2 113.6 XV 94.7 440 272 12.6 114.9 XV 95.8 441 274 15.7 113.0 XV 94.2 442 270 17.2 114.0 XV 95.0 PROJECT NO. CE -5307 PLATE NO TWO (page 11) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATR HORZ. VERT_ FTRLD DRY DENSITY SOIL PERCENT LOC. LOC_ MOIST LB. /C0. FT. TM COMPACTION 443 03/03/97 See 272 18.2 112.4 XV 93.7 444 Plate 276 20.0 109.3 XV 91.1 445 One 274 18.8 110.1 XV 91.8 446 276 18.5 111.0 XV 92.5 447 03/04/97 281 18.2 110.2 XV 91.8 448 275 19.6 109.3 XV 91.1 449 277 18.4 110.7 XV 92.3 450 282 17.1 111.1 XV 92.6 451 284 19.4 109.0 XV 90.8 452 277 14.4 115.2 XV 96.0 453 279 15.5 113.9 XV 94.9 454 03/05/97 245 13.7 120.9 XI 97.9 455 245 14.4 121.7 XI 98.5 456 246 15.6 119.2 XI 96.5 457 251 16.7 108.0 III 91.5 458 253 17.7 109.3 III 92.6 459 254 16.2 110.7 III 93.6 460 244 17.0 115.9 XI 93.8 461 03/06/97 221 18.2 109.4 XV 91.2 462 224 16.4 106.6 III 90.4 463 222 15.9 113.5 XV 94.5 464 03/07/97 220 19.0 112.9 XVI 90.0 465 222 20.2 113.8 XVI 90.7 466 222 13.8 120.4 XVI 95.9 467 220 18.0 114.5 XVI 91.2 468 221 20.1 113.3 XVI 90.3 469 03/10/97 226 16.9 118.5 XVI 94.7 470 226 17.9 113.8 XVI 90.7 471 223 17.6 120.2 XVI 95.8 472 223 17.5 114.6 XVI 91.3 473 03/11/97 293 18.1 110.7 XVII 92.6 474 295 16.4 112.6 XVII 94.2 475 295 15.5 113.4 XVII 94.9 476 297 15.0 115.4 XVII 96.6 477 216 20.7 111.0 I 94.1 478 216 17.7 112.2 I 95.1 479 217 21.6 110.7 XV 92.3 480 03/12/97 217 15.1 112.7 XV 93.9 481 219 15.4 114.9 XV 95.8 482 214 14.0 113.0 XV 94.1 PROJECT NO. CE -5307 PLATE NO. TWO (page 12) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# RATE HORZ. VERT- Fj$yp DRY DENSITY SOIL PERCENT LOC_ LOC. MOIST LB. /CU.FT_ TYPg COMPACTION 483 03/12/97 See 222 15.3 113.1 XV 94.3 484 11 Plate 223 17.1 106.2 III 90.0 485 03/13/97 One 250 16.5 113.9 XI 92.2 486 252 18.2 111.7 XI 90.4 487 253 17.3 115.4 XI 93.4 488 254 14.4 116.2 XI 94.1 489 220 16.7 109.2 XV 91.0 490 222 19.4 106.2 III 90.1 491 221 21.8 108.6 XV 90.5 492 03/14/97 232 15.7 115.4 XV 96.2 493 225 16.9 111.6 XV 93.0 494 232 14.5 114.0 XV 95.1 495 03/17/97 293 18.4 108.7 XVII 91.7 496 299 20.3 110.6 XVII 92.6 497 03/18/97 282 16.9 123.7 XVI 98.6 498 281 14.8 121.5 XVI 96.8 499 282 16.6 122,2 XVI 97.4 500 274 15.1 119.6 XVI 95.3 501 274 15.4 115.4 XVI 92.0 502 260 17.5 110.9 XVII 92.7 503 258 19.9 111.4 XVII 93.2 504 03/19/97 303 15.1 112.3 XVII 93.9 505 03/20/97 306 17.6 111.7 XVII 93.5 506 305 14.3 114.1 XVII 95.4 507 302 16.0 108.5 XVII 90.8 508 03/21/97 241 RFG 16.1 110.6 VII 94.6 509 241 RFG 12.1 108.6 VII 92.9 510 241 RFG 11.3 110.1 VII 94.3 511 03/24/97 305 16.4 112.7 XVII 94.3 512 303 17.9 108.8 XVII 91.0 513 303 15.3 110.4 XVII 92.3 514 03/26/97 306 15.0 117.4 XVII 98.7 515 308 14.7 116.3 XVII 97.1 516 308 15.3 115.1 XVII 96.3 517 306 14.1 116.5 XVII 97.5 518 03/27/97 230 RFG 12.2 118.7 XVIII 97.5 519 248 RFG 09.6 111.4 XVIII 91.6 520 340 RFG 10.2 110.5 XVIII 90.9 521 308 23.6 109.3 XVII 91.5 522 312 RFG 12.2 109.4 XVIII 90.0 PROJECT NO. CE -5307 PLATE NO TWO (page 13) NORTH COUNTY COMPACTION ENGINEERING, INC. TARUL.ATTON OF TEST RESULTS REMARKS: Tests tabulated and not shown on Plate No. One were taken on other lots in the subdivision. This is a partial report for Lot Vs 2, 3, 4, 10, & 12 only for the purpose of obtaining a building permit. Test No. 382 not available due to a field report numbering error. RFG = Rough Finish Grade PROJECT NO. CE -5307 PLATE NO. TWO (page 14) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) Red Brown Clay I 118.0 14.7 Red Brown Gravelly - Clay II 121.5 14.5 Orange -Brown Clayey - Gravel III 118.0 15.0 Orange- Red -Brown Silty- Gravelly -Clay IV 122.8 13.5 Yellow -Tan Fine Clayey -Sand V 115.7 14.6 Yellow Brown Clayey- Gravel VI 122.1 13.6 Light White -Beige Silty Sand (Import) VII 116.8 13.2 Light Orange Brown Silty Gravelly Clayey Sand VIII 128.0 11.2 Brown Red Silty Gravelly Clay IX 121.5 13.7 Orange Brown Silty Gravelly Clay X 126.8 11.5 Brown Orange Silty Gravelly Clay XI 123.5 13.3 Gray Brown Gravelly Clay XII 130.9 10.6 Brown Sandy Clay XIII 114.6 15.1 Yellow Beige Clayey Gravel XIV 121.5 13.8 PROJECT NO. CE -5307 PLATE NO. THREE (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESDL.TS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) .Orange Brown Silty - Clay XV 120.0 15.5 Orange Brown Silty - Clayey Gravel XVI 125.5 12.0 Yellow Red Gravelly - Clay XVII 119.5 14.0 Yellow Tan Silty - Sand ( Import) XVIII 121.5 11.7 EXPANSION POTENTIAL SAMPLE NO, XI XVI XVII CONDITION Remold 90% Remold 90% Remold 90% INITIAL MOISTURE ( %) 13.8 11.5 13.5 AIR DRY MOISTURE ( %) 10.5 7.7 6.8 FINAL MOISTURE ( %) 24.3 23.1 25.0 FINAL DRY DENSITY (pcf) 111.2 113.0 107.6 LOAD (psf ) 150 150 150 SWELL ( %) 7.7 7.2 7.5 EXPANSION INDEX 77 72 75 DIRECT SHEAR SAMPLE N0, XI XVI XVII CONDITION Remold 90% Remold 90% Remold 90% ANGLE INTERNAL FRICTION 15 22 17 COHESION INTERCEPT (PCF) 320 200 290 PROJECT NO. CE -5307 PLATE NO. THREE (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. May 6 1997 Project No. CE-5307 Al Mayo 1772 Kettering MAY 121997 Irvine, CA 92714 ""GI SERVICES Subject: Partial Report of Certification of Compacted Fill Ground Proposed Single Family Dwellings Lot #'s 7, 8, 9, 20, & 21 of Wildflower Estates Encinitas, California Dear Mr. 1 , 1 1 3yo: In response to Your request, the following report has been prepared to indicate results of soil testing, observations and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 1, 1996 through April 22, 1997. Briefly, our f indings reveal filled ground has been compacted to a L minimum Of ninety inety Percent (90%). Therefore, we recommend construction continue as scheduled. S-C-QEX Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading Plans were prepared by K & S Engineering of San Diego, California. Grading operations were Performed by Greg Whillock of Vista, California. Reference is made to the following Previously submitted soils reports Prepared by our firm. 1). "Preliminary Soils Investigation ", Lot #7, dated July 8, 1996 (CE-5251). 2). Preliminary Soils Investigation", Lot #8, dated July 8, 1996 (CE-5252). 3) . "Preliminary Soils Investigation", Lot A9, dated July 12, 1996 (CE-5253). P.O. BOX 302002 * ESCONDIDO, CA 92030 (619) 480-1116 NORTH COUNTY COMPACTION ENGINEERING, INC. May 6, 1997 Project No. CE -5307 Page 2 4). "Preliminary Soils Investigation ", Lot #13, dated February 22, 1996 (CE- 5221). 5). "Preliminary Soils Investigation ", Lot #20, dated May 3, 1996 (CE- 5260). 6). "Preliminary Soils Investigation" Lot #21, dated May 14, 1996. (CE- 5261). Approximate locations and depth of fi11_ed ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". Grading operations were performed in order to create level building pads to accommodate the proposed single family dwellings. Should the finished pads be altered in any way, we should be contacted to .provide additional recommendations. The sites were graded in accordance with recommendations set forth in our previously submitted reports. The site was graded to approximately conform to project plans. Actual pad sine and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soil samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture /Maximum Density (ASTM D -1557) 2. Expansion Potential Test 3. Direct Shear (ASTM D -3080) $OIL CONDITIONS Native soils encountered were gravelly- clays, silty - clays, and clayey- sands. Fill soils were imported and generated from the on- site excavation. The building sites contained a transition from cut to fill. However, cut areas located within the building areas were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond ,NORTH COUNTY COMPACTION ENGINEERING, INC. May 6, 1997 Project No. CE -5307 Page 3 exterior building perimeter. Hence, no consideration need be given this characteristic. Expansive soils were observed during grading and exist within 4 feet of finish grade. Therefore, special recommendations will be necessary to reduce the probability of structure damage. The keys were approximately 25 feet wide, a minimum of 3 feet in depth and inclined into the slope. During earthwork construction, native areas to receive fill were scarafied, watered and compacted to a minimum of ninety percent (90 %) of maximum density. Subsequent fill soils were placed, watered and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction, field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch ". -A tabulation of test results and their vertical locations are Fresented.on the attached Plate No. Two entitled, "Tabulation of Test Results ". Fill soils found to have a relative compaction of less than ninety percent (90 %) were reworked until proper compaction was achieved. R£COMIONS AND CONCLDSIONS Continuous inspection was not requested to verify fill soils were placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as eco- nomically feasible as possible, part -time inspection. was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2) Slopes may be considered stable with relation to deep seated failure, provided they are properly maintained. Slopes should be planted within 30 days of this report with light groundcover (no gorilla iceplant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. NORTH COUNTY COMPACTION ENGINEERING, INC. May 6, 1997 Project No. CE -5307 Page 4 3) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade for one and two story, respectively, will have an estimated allowable bearing value of 1500 lbs. per square foot. 4) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 5) Plumbing trenches should be backfilled with non - expansive soil having a swell of less the 2% and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90 %). 6) Unless requested, recommendations •for future improvements (additions, 'pools, recreational slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. 7) Expansive soils were observed during grading and exist within 48 inches of finish grade. Therefore, foundations should be constructed in accordance with Recommendation 6B2 or 6B3 of our "Preliminary Soils Investigation" reports. 8) Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5%) . Prior to of concrete, North County COMPACTION ENGINEERING, INC_ should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete, North County COMPACTION ENGINEERING, INC. and /or a qualified concrete inspector should be present to document construction of foundations. NORTH COUNTY COMPACTION ENGINEERING, INC. May 6, 1997 Project Mo. CE -5307 Page 5 UN CERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and /or requested, an additional cost of $170. 00 will be invoiced to perform the field inspection and prepare a Final Conformance Letter. If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and /or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically un- feasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner* and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations.governed by CAL- OSHA.and /or local agencies.- If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, OQ[ SJ �;y G FIQ North County COMPACTION ENGINEERING, INC. r No, GE713 CC x 9 -30.97 onald K. Adams Dale R. FO P nt istered reside TE N� Registered 19393 Geotechnical n 000713 RKA: kla cc: (3) Submitted (2 ) Filed NORTH COUNTY COMPACTION ENGINEERING, INC. ' soy. TESTING PROPOSED SINGLE FAMILY DWELLING LOT V , WILDFLOWER ESTATES ENCINITAS , CALIFORNIA No Scale 35 .� 3 6 0 ' rte: -- " ,% �•- �,- TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No ONE NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #8, WILDFLOWER ESTATES ENCINITAS, CALIFORNIA _ f j No Scale != u . / 9 / ��-6 '' � 300 � �= 27 , 29 " g+ = 30-99 - 5 ST - - - 575 - 5, Rio 310 i �1/ T •- ' /f -t�" ?Z 32 rte - - 2 'x TEST LOCATION SKETCH 'PROJECT No CE -5307 PLATE No . ONE —A t NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #9, WILDFLOWER ESTATES ENCINITAS, CALIFORNIA No Scale VC 7 , �• 9 %3 g / $� TE T r o jz 313.0/' / 389 TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —B NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #13, WILDFLOWER ESTATES ENCINITAS, CALIFORNIA No Scale i lk 'A 539 - OT f� AE 271. 5 35 - \w\ �......_ e 21 • ° \o � AD 2770 5 BEST C ` zz 1E .4,7 7 � 0 21 -''E • �� • .74 ...- • `\* • :moo .. ; .. \ _ `` TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —C a NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #20, WILDFLOWER ESTATES ENCINITAS, CALIFORNIA No Scale wr .57 �, / 469 ••-- �.._.� °��,�. wo 4 r �~e• � Ito --� TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE -D NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #21, WILDFLOWER ESTATES ENCINITAS, CALIFORNIA No Scale i 71 °-- �489,j - - - - -r - - F ---- -- 1' 226 No 490 ~T BST .¢ _48,3 _ 84 �UCr sRO - 477 TYPr EX�•tP� o— w arcx� L - 491 - - �s O -: T 2 21 1� 1 PAp -ft 478 113 I /3 IE 215 Q 156'4 PVC 9y 288.16' RECREATI p RAP Fe,•.... CaNNfCT tC PU8tJC SER �' ER — TypF A , n T0 EX �,.. • -- TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE —E NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS VEST# DATE HORZ, VERT,_ FIELD DRY DENSITY SOIL PERCENT LOC. LOC. MOIST LB. /CU. FT. TYPE COMPAC TION 1 10/08/96 See 226 17.3 108.8 I 92.2 2 11 Plate 227 17.0 107.2 I 90.8 3 10/09/96 Orie 229 16.2 111.1 I 94.2 4 231 18.3 109.1 I 92.5 5 229 18.8 108.0 I 91.5 6 204 17.3 108.9 I 92.2 7 206 16.7 110.9 I 93.9 8 " 206 19.3 112.1 I 95. 0 9 208 18.1 110.1 I 93.3 10 210 16.1 114.2 I 96.8 li 212 19.3 106.4 I 90.2 12 214 16.5 112.8 I 95.6 13 10/10/96 216 17.3 109.7 I 93.0 14 217 18.2 107.8 I 91.4 15 218 17.7 109.2 I 92.5 16 220 19.6 107.0 I 90.7 17 221 17. 1 110.0 I 93.2 18 10/11/96 215 19.2 108.5 I 92.0 19 1. 217 15.9 112. 2 I. 95. 1 20 222 17.2 109.2 I 92.5 21 10/14/96 233 14.3 117.2 II 96.4 22 235 15.9 111.8 II 92.0 23 230 18.0 112.2 II 92.3 24 232 17.1 112.6 II 92.7 25 221 15.4 114.4 II 94.2 26 223 16.2 113.7 II 93.6 27 212 14.3 112.3 I 95.2 28 214 13.8 111.2 I 94.3 29 10/15/96 234 16.3 111.5 II 91.8 30 " 236 16.6 112.7 I1 92.8 31 237 17.2 113.4 II 93.4 32 225 15.8 117.6 IT 96.8 33 226 18.1 113.1 II 93.1 34 228 17.3 111.6 II 91.8 35 10/16/96 238 17.8 111.7 11 91.9 36 240 18.0 113.3 II 93.3 37 241 15.4 109.1 I 92.4 38 243 18.3 106.9 I 90.6 39 266 18.1 109.2 I 92.5 40 " " 268 18.5 107.0 i 90.7 PROJECT NO. CE -5307 PLATE NO. TWO (Page 1) . NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS T EST# DATE HORZ, VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOC, FOIST LB. /CU. FT. TYPE COMPACTION_ 41 10/17/96 See 270 16.2 115.4 III 97.8 42 Plate 272 19.1 110.0 III 93.2 43 One 245 20.2 109.0 III 92.4 44 247 18.0 110.8 III 93.9 45 242 18.7 108.1 III 91.7 46 244 20.4 107.1 III 90.8 47 10/18/96 245 17.0 115.8 II 95.3 48 246 16.5 113.7 II 93.6 49 249 17.3 112.8 II 92.9 50 250 15.7 112.6 II 92.7 51 247 18.1 114.3 II 94.1 52 274 18.2 109.1 III 92.4 53 276 17.0 109.5 III 92.8 54 10/21/96 246 18.1 111.6 II 91.9 55 247 17.0 111.1 II 91.4 56 " 249 16.2 112.5 III 95.3 57 251 15.7 113.6 III 96.3 58 252 15.3 116.4 II 95.8 59 10/23/96 253 18.3 112.4 IV 91.5 60 255 17.1 111.0 IV 90.4 61 255 15.4 113.9 IV 92.8 62 256 16.2 113.1 IV 92.1 63 10/24/96 255 18.2 116.3 IV 94.7 64 256 16.5 110.9 IV 90.3 65 254 17.4 112.7 IV 91.8 66 255 15.7 112.1 IV 91.3 67 10/25/96 255 17.3 110.9 IV 90.3 68 256 16.6 111.9 IV 91.1 69 233 19.5 112.0 IV 91.2 70 235 16.1 112.4 IV 91.5 71 238 15.0 114.2 IV 93.0 72 240 20.1 111.4 IV 90.7 73 10/28/96 240 17.8 112.1 I 95.0 74 242 19.3 109.4 I 92.7 75 243 19.6 110.7 I 93.8 76 242 18.0 109.6 I 92.9 77 244 20.1 108.8 I 92.2 78 245 19.6 108.6 I 92.0 79 10/29/96 268 18.6 110.5 I 93.6 80 270 19.4 109.0 I 92.4 PROJECT NO. CE -5307 PLATE NO. TWO (Page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TES DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOC. MOIST T.B -/CU-FT, TYPE COMPACTION 81 10/29/96 See 272 18.5 109.8 III 93.1 82 Plate 244 19.2 111.4 III 94.4 83 One 245 18.6 109.9 III 93.1 84 246 17.8 112.2 III 95.1 85 10/30/96 274 19.3 108.0 I 91.5 86 276 18.3 110.0 I 93.2 87 245 16.2 112.1 III 95.0 88 247 17.6 109.7 III 93.0 89 10/31/96 247 16.4 111.7 IV 91.0 90 247 19.6 113.2 IV 92.2 91 247 17.0 113.4 IV 92.3 92 11/01/96 278 18.8 110.7 IV 90.1 93 246 15.7 113.6 IV 92.5 94 247 16.3 112.4 IV 91.5 95 254 15.0 111.7 IV 91.0 96 255 18.6 112.8 IV 91.9 97 11/04/96 282 18.3 109.2 III 92.6 98 284 18.8 111.8. III 94.7 99 288 ' 16. 4 113.2 III 95.9 100 11/05/96 293 15.3 115.3 IV 93.9 101 295 16.4 114.6 IV 93.3 102 11/06/96 292 16.7 112.7 IV 91.7 103 294 17.6 114.9 IV 93.5 104 297 16.6 113.4 IV 92.3 105 299 18.8 112.2 IV 91.4 106 11/08/96 218 19.7 112.5 IV 91.6 107 1. 220 17.3 114.0 IV 92.8 108 11/07/96 215 19.6 112.2 IV 91.4 109 217 16.8 114.6 IV 93.3 110 222 19.7 110.9 IV 90.3 ill 11/11/96 219 14.6 115.4 IV 94.0 112 1. 224 15.7 116.6 IV 95.0 113 11/12/96 201 18.6 106.0 V 91.6 114 203 16.5 110.8 V 95.8 115 204 14.6 111.7 V 96.5 116 206 17.7 107.3 V 92.7 117 208 18.6 110.7 III 93.8 118 210 17.6 109.4 III 92.7 119 211 18.0 108.0 III 91. 5 120 11/1-2/96 205 15.1 112.6 III 95.4 PROJECT NO. CE -5307 PLATE NO. TWO (page 3) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS , TEST# RATE HORZ. VERT _ FIELD DRY DENSITY SOIL PERCENT LOC. LOC- MOIST LB. /CU. FT. TYPE COMPACTION 121 11/12/96 See 207 19.6 108.0 III 91.5 122 Plate 208 18.3 110.7 III 93.8 123 One 209 19.8 107.5 III 90.9 124 218 16.8 115.7 IV 94.2 125 220 18.2 113.3 IV 92.3 126 221 15.0 116.2 IV 94.6 127 11/15/96 203 17.2 114.7 VI 93.9 128 205 15.8 114.3 VI 93.6 129 204 15.3 115.5 VI 94.6 130 206 14.7 116.1 VI 95.1 131 213 16.6 114.7 IV 93.4 132 214 15.0 113.3 IV 92.3 133 11/18/96 208 17.8 110.1 VI 90.2 134 210 16.6 111.9 VI 91.7 135 211 16.8 110.5 VI 90.5 136 207 17.7 112.6 VI 92.3 137 209 15.4 111.4 VI 91.2 138 - 210 16.6 111.7 VI 91.5 139 11/19/96 213 16.8 112.3 VI 92.0 140 215 17.4 113.5 VI 93.0 141 214 15. 1 111.6 VI 91.4 142 216 14.7 114.5 VI 93.8 143 11/20/96 215 17.7 110.5 VI 90.5 144 216 17.3 112.7 VI 92.3 145 217 15.6 112.9 VI 92.5 146 219 17.8 110.8 Vi 90.8 147 11/26/96 220 14.9 118.4 VI 97.0 148 222 17.6 115.7 VI 94.8 149 221 18.9 111.1 VI 91.0 150 223 17.5 113.4 VI 92.9 151 11/27/96 225 17.5 113.2 VI 92.7 152 227 15.3 115.6 IV 94.7 153 226 17.8 110.2 VI 90.3 154 228 19.1 110.1 VI 90.2 155 12/02/96 223 17.3 112. 7 VI 92.3 156 225 15.2 114.4 VI 93.7 157 227 18. i 111.7 VI 91.5 158 12/03/96 228 15.9 113.4 VI 92.9 159 229 16.4 112.2 VI 91.9 160 225 14.7 116.1 VI 95.1 161 227 18.3 112.8 VI 92.4 PROJECT NO_ CE -5307 PLATE NO. TWO (page 4 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATA E ORZ_ VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOC, MOIST LB. /CQ. Tom. TYPE COACTIO 162 12/04/96 See 229 16.3 110.4 VI 90.4 163 Plate 231 17.8 111.7 VI 91.5 164 One 233 14.5 113.7 VI 93.1 165 12/05/96 231 17.4 112.2 VI 91.9 166 230 18.0 113.4 VI 92.9 167 232 16.6 115.4 VI 94.5 168 12/09/96 257RFG 11.3 114.3 VII 97.9 169 257RFG 11.4 110.4 VII 94.5 170 257RFG 13.6 112.7 VII 96.5 171 12/13/96 233 17.7 116.1 VIII 91.7 172 234 18.2 118.0 VIII 92.2 173 232 17.4 117.8 VIII 92.0 174 233 16.2 123.7 VIII 96.6 175 199 18.2 112.3 VI 92.0 176 201 16.2 113.6 VI 93.0 177 12/16/96 202 18.3 109.0 III 92.3 178 204 17.6 111.3 VI 91.5 179 206 16.5 114.6 VI 93.8 180 208 17.0 112.1 VI 9 1. 8 181 204 16.8 116.0 VI 95.0 182 12/17 /96 208 15.1 113.1 VI 92.6 183 210 18.0 114.7 VI 93.9 184 212 18. 1 112.3 VI 91.9 185 207 16.9 115.6 VI 94.6 186 214 16.7 113.5 VI 92.9 187 209 15.0 114.0 VI 93.3 188 12/18/96 216 15.1 116.3 VI 95.2 189 218 16.7 112.1 VI 91.8 190 220 15.1 113.1 VI 92.6 191 12/19/96 222 14.9 113.0 VI 92.5 192 12/23/96 207 17.3 110.7 III 93.8 193 209 15.9 111.4 III 94.4 194 211 16.1 112.7 III 95.5 195 213 18.6 115.0 IV 93.6 196 215 19.2 114.1 IV 92.8 197 273 16.3 115.7 IX 95.2 198 275 17.4 114.0 IX 93.8 199 270 15.7 113.5 IX 93.4 200 12/26/96 216 18.2 111.6 IV 90.9 201 218 17.2 113.6 IV 92.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 5) -NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESUL IS TEST DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LD-Q- LOG, MOIST LB./CU-,ET- TYPE COMPACTIO 202 12/26/96 See 215 16.3 115.4 IV 94.0 203 Plate 217 19.3 107.7 III 91.3 204 One 277 17.2 113.3 IX 93.3 .205 279 16.1 115.0 IX 94.7 206 280 15.4 114.4 IX 94.2 207 271 15.0 116.3 IX 95.7 208 273 17.7 112.7 IX 92.8 209 12/27/96 230 15.7 114.9 IV 93.6 210 232 15.3 113.6 IV 92.5 211 218 17.0 109.4 III 92.7 212 220 18.3 110.2 III 93.3 213 210 16.2 109.0 III 92.3 214 212 17.7 108.7 III 92.1 215 12/30/96 281 17.7 111.4 IX 91:7 216 283 16.6 112.9 IX 92.9 217 282 15.7 112.7 IX 92.8 218 284 16.9 113.4 IX 93.3 219 285 15.3 114.0 IX 93.8 220 217 16.2 114.8 VI 94.0 221 219 16.7 112.9 VI 92.4 222 213 17.2 113.4 VI 92.6 223 215 16.3 115.6 VI 94.6 224 12/31/96 217 16.7 115.6 VI 94.7 225 219 17.7 113.1 VI 92.6 226 222 17.5 113.4 VI 92.9 227 224 14.7 118.4 VI 97.0 228 318 15.7 113.0 IX 93.0 229 320 15.4 111.4 IX 91.7 230 322 16.3 112.6 IX 92.7 231 288 19.3 112.6 IX 92.7 232 291 19.7 110.9 IX 91.3 233 01/02/97 217 18.6 111.2 III 94.2 234 219 19.2 113.3 III 96.0 235 221 17.5 111.0 III 94.1 236 227 16.2 110.7 III 93.8 237 229 16.6 112.4 VI 92.1 238 230 15.3 113.6 VI 93.0 239 223 15.0 112.2 VI 91.9 240 225 14.9 115.2 VI 94.3 241 293 15.2 113.7 IX 93.6 PROJECT N0. CE -5307 PLATE NO. TWO (page 6 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE BORZ, VERT. FIELD DRY DENSITY SOIL PfiRCTNT LOC. LOG. MOIST LB. /CQ. FT. TYPE COMPACTIO 242 01/02/97 See 295 14.3 115.4 IX 95.0 243 Plate 297 14.7 114.7 IX 94.4 244 01/06/97 One 223 16.7 112.3 VI 92.0 245 225 15.8 113.0 VI 92.5 246 227 17.7 111.4 VI 91.2 247 294 16.8 114.1 X 90.0 248 296 14. 1 116.3 X 91.7 249 287 15.7 114.5 X 90.2 250 289 14.6 115.7 X 91.2 251 01/07/97 226 15.3 118.2 VI 96.8 252 228 16.8 115.7 VI 94.7 253 229 15.4 111.0 VI 90.9 254 230 17.3 112.6 VI 92.3 255 232 18.6 111.4 VI 91.2 256 290 17.0 114.7 X 90.4 257 292 15.2 114.5 X 90.2 258 298 16.4 116.0 X 91.4 259 299 13.2 117.3 X 92.5 260 01/08/97 234 14.7 112.3 VI 92.0 261 236 17.4 110.7 Vi 90.7 262 238 14.5 114.4 VI 93.7 263 240 18.3 111.4 VI 91.2 264 242 17.0 113.7 VI 93.1 265 01/09/97 233 12.8 117.7 VIII 92.0 266 234 13.6 118.5 VIII 92.8 267 278 18.3 110.4 III 93.6 268 280 16.2 112.7 III 95.5 269 288 15.3 113.1 III 95.8 270 290 15.9 110.7 III' 93.8 271 302 17.8 114.7 X 90.4 272 303 17.4 115.0 X 90.6 273 324 15.4 109.3 III 92.6 274 01/10/97 304 13.7 114.5 X 90.3 275 301 14.6 116.3 X 91.7 276 302 15..2 115.3 X 90.9 277 292 16.7 112.6 III 95.4 278 294 17.3 111.4 III 94.4 279 01/15/97 270 16.2 113.7 VI 93.1 280 272 14.3 114.5 VI 93.8 281 273 14.4 115.9 Vi 94.9 PROJECT NO. CE -5307 PLATE NO. TWO (Page 7) .NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TES DM H( RZ. VERT. FIELD DRY DENSITY $DM PERCENT LOC. LQ-C- MOIST LB. /CU. FT. = COMPACTION 282 01/16/97 See 275 16.3 111.7 VI 91.5 283 Plate 277 15.9 113.0 VI 92.5 284 One 252 17.3 114.0 IX 93.8 285 254 18.2 110.7 IX 91.1 286 01/17/97 244 16.4 113.7 IX 93.6 287 246 17.3 115.4 IX 95.0 288 245 18.1 111.7 IX 91.9 289 247 18.4 110.4 IX 90.9 290 01/21/97 246 16.1 112.5 IX 92.6 291 01/22/97 230 18.4 116.5 IX 95.8 292 238 15.9 109.7 IX 90.2 293 235 18.1 114.6 IX 94.3 294 248 18.7 110.2 IX 90.6 295 232 18.1 112.5 IX 92.5 296 01/24/97 220 19.5 110.2 IX 90.6 297 234 18.1 111.1 IX 91.4 298 224 17.6 113.7 IX 93.6 299 226 15.4 112.4 IX 92.5 300 01/29/97 250 17.6 113.8 IX 93.7 301 337 15.4 115.0 IX 94.7 302 336 17.7 112.4 IX 92.5 303 01/30/97 338 14.7 117.1 VI 95.9 304 336 16.2 115.3 VI 94.9 305 338 13.6 120.1 IK 98.8 306 336 16.5 114.0 IX 93.8 307 02/01/97 228 14.7 113.7 VI 93.1 308 229 16.2 112.0 VI 91.7 309 234 17.3 111.4 VI 91.2 310 236 13.4 115.3 VI 94.4 311 340 13.3 116.2 VI 95.2 312 342 13.8 115.7 VI 94.8 313 02/04/97 229 15.9 118.2 XI 95.7 314 228 16.1 117.0 XI 94.7 315 229 16.6 115.0 XI 93.1 316 228 17.4 114.6 XI 92.8 317 228 13.7 119.5 XI 96.8 318 223 18.6 112.3 XI 90.9 319 225 17.9 113.7 XI 92.1 320 227 15.6 115.2 XI 93.3 321. 244 16.0 116.4 xi 94.3 PROJECT NO. CE -5307 PLATE NO_ TWO (page 8 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TAABULAT I0 ST RESULTS TEST# DATE HORZ._ VERT, FIELD DRY DENSITY SOIL ERA CENT LOC, LOC. HOIST LB. /CU. FT TYPE COMPACTIO 322 02/04/97 See 242 16.7 113.9 XI 92.2 323 " Plate 244 17.6 113.0 XI 91.5 324 One 252 16.2 110.7 VI 90.7 325 254 17.3 112.0 VI 91.7 326 02/05/97 302 20.9 108.2 XIII 94.4 327 304 18.8 110.4 XIII 96.3 328 306 17.3 105.6 XIII 92.1 329 294 15.9 118.0 XII 90.1 330 296 17.3 119.2 XII 91.1 331 305 12.1 119.4 XII 91.2 332 306 13.8 120.3 XII 91.9 333 308 14.9 119.6 Xii 91.6 334 02/06/97 329 14.3 110.2 XIII 96.2 335 331 19.6 105.7 XIII 92.2 336 333 20.4 104.9 XIII 91.5 337 308 13.8 119.7 Xii 91.4 338 310 12.7 122.3 XIi 93.4 339 312 11.9 124.3 •XIi 95.0 340 302 15.6' 121.7 XIi 93.0 341 296 14.4 120.8 XII 92.3 342 298 16.6 119.9 XII 91.6 343 02/07/97 332 19.7 111.3 XIII 97.1 344 334 15.6 112.4 XIII 98.1 345 336 17.6 106.7 XIII 93.1 346 335 20.7 103.3 XIII 90.1 347 336 15.6 108.2 XIII 94.4 348 333 20.4 104.6 XIII 91.3 349 335 19.7 107.4 XIII 93.7 350 02/10/97 335 16.8 118.7 Xii 90.7 351 336 17.3 119.6 Xii 91.4 352 335 19.4 106.5 XIII 93.0 353 336 15.3 119.0 XIi 90.9 354 334 15.7 122.6 Xii 93.7 355 294 16.7 116.7 XIV 96.0 356 296 13.7 118.2 XIV 97.3 357 304 14.9 117.8 XIV 97.0 358 233 14.2 117.9 VIII 92.1 359 235RFG 12.9 107.7 VII 92.2 360 233 13.2 118.6 VIII 92.7 361 235RFG 13.8 106.0 VII 90.8 PROJECT NO. CE -5307 PLATE NO TWO (page 9) .NORTH C0UNTY COMPACTION ENGINEERING, INC. TBULATION OF TEST RESULTS TES`P# DATE HORZ- VERT. FIELD DRY DENSITY SOIL PERCENT LOC- LOC. MOIST LB./CU-FT. TYPE COPACTIO 362 02/11/97 See 337 15.6 117.9 XII 90.1 363 Plate 338 14.7 118.3 XII 90.4 364 One 337 15.3 118.7 XII 90.7 365 337 14.4 119.7 XII 91.4 366 307 16.9 114.9 X 90.6 367 308 17.4 114.5 X 90.3 368 310 18.2 114.4 X 90.2 369 290 17.3 112.2 XIV 92.3 370 292 16.6 113.6 XIV 93.5 371 02/1 /97 335 12.2 118.4 X 93.4 372 336 13.8 114.7 X 90.5 373 338 14.6 118.9 X 93.8 374 280 14.0 118.8 X 93.7 375 02/13/97 299 11.9 126.5 XII 96.7 376 298 12.6 124.0 XII 94.7 377 302 11.4 123.2 XII 94.1 378 301 11.9 121.1 XII 95.2 379 308 13.4 122.6 XII 93.7 380 310 15.0 121.7 XII 93.0 381 311 12.0 124.9 XII 95.4 383 288 15.3 116.5 X 91.1 384 290 14.0 123.1 XII 94.0 385 292 13.7 122.6 XII 93.7 386 338 14.7 127.8 XII 97.6 387 338 13.8 120.0 XII 91.7 388 335 12.2 123.7 XII 94.5 389 337 15.8 115.7 X 91.2 390 02/14/97 338 12.6 123.7 XII 94.5 391 338 13.4 112.2 XI 90.8 892 282 13.2 120.7 X 95.2 393 282 14.8 124.0 XII 96.0 394 02/18/97 294 20.5 110.3 XIV 90.8 395 1. .' 276 16.6 116.3 XI 94.2 396 02/19/97 296 17.7 110.7 XIV 91. 1 397 264 18.1 113.8 XI 92.1 398 247 17.3 114.2 XI 92.5 399 02/20/97 298 18.6 110.6 IX 91.0 400 301 17.4 112.5 IX 92.4 401 302 19.0 112.9 IX 92.9 402 242 18.3 111.7 VI 91.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 10) NORTH COUNTY COMPACTION ENGINEERING, INC. T UL.ATION OF TEST RESULTS TES DATE HORZ. VERT,_ FIELD DRY DENSITY SOIL PERCENT LOG. LOC. MOIST LB. /CD. FT. T= COMPACTION 403 02/20/97 See 243 17.6 112.2 VI 91.9 404 Plate 242 16.3 118.7 VI 97.2 405 02/21/97 One 304 17.3 118.6 IX 97.6 406 306 16.6 115.4 IX 95.0 407 307 18.5 112.7 IX 92.8 408 268 17.7 108.3 III 91.8 409 270 16.9 109.6 III 92.9 410 02/24/97 258 18.9 112.0 XV 93.3 411 308 17.9 115.2 XI 93.3 412 260 17.6 110.8 XV 92.3 413 309 18.0 115.2 XI 93.3 414 310 17.2 116.1 XI 94.0 415 310 15.1 115.4 XI 93.4 416 02/25 /97 308 14.4 116.1 XI 94.0 417 309 14.7 119.7 XI 97.0 418 307 16.3 114.6 XI 92.8 419 262 17.7 109.6 XV 91.3 420 263 17.3 108.2 XV 90.2 421 " 239 14.4 112.7 Xi 91.3 422 239 13.7 114.4 XI 92.6 423 02/26/97 251 11.8 123.3 XII 94.2 424 256 13.4 122.2 XII 93.4 425 253 11.1 129.0 XII 98.6 426 264 15.4 111.6 XV 93.0 427 262 16.2 112.0 XV 93.3 428 264 14.3 109.6 XV 91.3 429 02/28/97 268 17.2 113.4 XV 94.5 430 270 17.4 112.2 XV 93.5 431 272 18.2 110.7 XV 92.3 432 266 17.7 112.3 XV 93.6 433 268 18.6 110.1 XV 91.8 434 267 19.3 109.6 XV 91.3 435 274 19.5 117.2 XV 97.6 436 275 14.1 109.2 XV 91.0 437 272 16.1 117.0 XV 97.5 438 03/03/97 273 15.7 114.2 XV 95.2 439 272 17.2 113.6 XV 94.7 440 272 12.6 114.9 XV 95.8 441 274 15.7 113.0 XV 94.2 442 270 17.2 114.0 XV 95.0 PROJECT NO. CE -5307 PLATE NO TWO (page 11) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HI QRZ. VERT, FIELD DRY DENSITY SOIL PERCENT LOC. LOC. FOIST jB./S0. FT. TYPE COLPACTION 443 03/03/97 See 272 18.2 112.4 XV 93.7 444 Plate 276 20.0 109.3 XV 91.1 445 One 274 18.8 110.1 XV 91.8 446 276 18.5 111.0 XV 92.5 447 03/04/97 281 18.2 110.2 XV 91.8 448 275 19.6 109.3 XV 9i.1 449 277 18.4 110.7 XV 92.3 450 282 17.1 111.1 XV 92.6 451 284 19.4 109.0 XV 90.8 452 277 14.4 115.2 XV 96.0 453 279 15.5 113.9 XV 94.9 454 03/05/97 245 13.7 120.9 XI 97.9 455 245 14.4 121.7 XI 98.5 456 246 15.6 119.2 XI 96.5 457 251 16.7 108.0 III 91.5 458 253 17.7 109.3 III 92.6 459 254 16.2 110.7 III 93.6 460 244 17.0 115.9 XI 93.8 461 03/06/97 221 18.2 109.4 XV. 91.2 462 224 16.4 106.6 III 90.4 463 222 15.9 113.5 XV 94.5 464 03/07/97 220 19.0 112.9 XVI 90.0 465 222 20.2 113.8 XVI 90.7 466 222 13.8 120.4 XVI 95.9 467 220 18.0 114.5 XVI 91.2 468 221 20.1 113.3 XVI 90.3 469 03/10/97 226 16.9 118.5 XVI 94.7 470 226 17.9 113.8 XVI 90.7 471 223 17.6 120.2 XVI 95.8 472 223 17.5 114.6 XVI 91.3 473 03/11/97 293 18.1 110.7 XVII 92.6 474 295 16.4 112.6 XVII 94.2 475 295 15.5 113.4 XVII 94.9 476 297 15.0 115.4 XVII 96.6 477 216 20.7 111.0 I 94.1 478 216 17.7 112.2 I 95.1 479 217 21.6 110.7 XV 92.3 480 03/12/97 217 15.1 112.7 XV 93.9 481 219 15.4 114.9 XV 95.8 482 214 14.0 113.0 XV 94.1 PROJECT NO. CE -5307 PLATE NO. TWO (page 12 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS T EST# DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LOG- LOC. (I� )IST LB./CU-FT, TYPE COMPACTION 483 03/12/97 See 222 15.3 113. 1 XV 94.3 484 1. Plate 223 17.1 106.2 III 90.0 485 03/13/97 One 250 16.5 113.9 XI 92.2 486 252 18.2 111.7 XI 90.4 487 253 17.3 115.4 XI 93.4 488 254 14.4 116.2 XI 94.1 489 -220 16.7 109.2 XV 91.0 490 222 19.4 106.2 III 90.1 491 221 21.8 108.6 XV 90.5 492 03/14/97 232 15.7 115.4 XV 96.2 493 225 16.9 111.6 XV 93.0 494 232 14.5 114.0 XV 95.1 495 03/17/97 293 18.4 108.7 XVII 91.7 496 299 20.3 110.6 XVII 92.6 497 03/18/97 282 16.9 123.7 XVI 98.6 498 281 14.8 121.5 XVI 96.8 499 282 16.6 122,2 XVI 97.4 500 274 15.1 119.6 XVI 95.3 501 " 274 15.4 115.4 XVI 92.0 502 260 17.5 110.9 XVII 92.7 503 258 19.9 111.4 XVII 93.2 504 03/19/97 303 15.1 112.3 XVII 93.9 505 03/20/97 306 17.6 111.7 XVII 93.5 506 305 14.3 114.1 XVII 95.4 507 302 16.0 108.5 XVII 90.8 508 03/21/97 241 RFG 16.1 110.6 VII 94.6 509 241 RFG 12.1 108.6 VII 92.9 510 241 RFG 11.3 110.1 VII 94.3 511 03/24/97 305 16.4 112.7 XVII 94.3 512 303 17.9 108.8 XVII 91.0 513 303 15.3 110.4 XVII 92.3 514 03/26/97 306 15.0 117.4 XVII 98.7 515 308 14.7 116.3 XVII 97.1 516 308 15.3 115.1 XVII 96.3 517 306 14.1 116.5 XVII 97.5 518 03/27/97 230 RFG 12.2 118.7 XVIII 97.5 519 248 RFG 09.6 111.4 XVIII 91.6 520 340 RFG 10.2 110.5 XVIII 90.9 521 308 23.6 109.3 XVII 91.5 522 312 RFG 12.2 109.4 XVIII 90.0 PROJECT NO. CE -5307 PLATE NO TWO (Page 13) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ, VERT. FIELD DRY DENSIT 5011, PERCEN L OC. LOC. MozS LB. /C0. F TYPE COMPACTION 523 03/28/97 See 310 13.5 121.5 XVI 96.8 524 Plate 312 17.1 114.2 XVI 91.0 525 One 310 13.0 119.0 XVI 94.8 526 312 17.7 113.1 XVI 90.2 527 03/31/97 284 14.2 120.8 XII 92.3 528 286 13.7 121.4 XII 92.7 529 283 14.7 119.6 XII 91.4 530 282 13.0 121.7 XII 93.0 531 04/01/97 256 17.1 112.7 XV 93.9 532 256 15.4 113.6 XV 94.7 533 257 13.7 111.4 XV 92.8 534 276 13.5 112.6 XVII 94.2 535 275 13.1 111.1 XVII 92.9 536 283 16.2 110.7 XVII 92.6 537 308 17.0 109.4 XVII 91.5 538 310 15.4 113.0 XVII 94.6 539 04/03/97 277 RFG 10.6 117:1 XVI I I 96.4 540 " 277 11. -3 114.3 XVII 94.1 541 04/07/97 312 10.2 115.3 XVII 96.4 542 312 13.6 121.2 XVII 9 543 " " 312 17.4 114.4 XVII 95.7 544 04/08/97 306 RFG 13.0 109.8 VII 94.0 545 306 12.7 113.7 VII 97.3 546 224 16.1 113.5 XVII 95.0 547 225 13.4 112.1 XVII 93.8 548 236 17.8 111.3 XVII 93.1 549 237 16.3 109.4 XVII 91.5 550 04/09/97 238 16.5 108.3 XVII 90.6 551 " 238 18.1 110.1 XVII 92.1 552 04/10/97 265 15.0 111.7 IV 91.0 553 267 17.7 109.4 III 92.7 554 268 14.1 112.6 IV 91.7 555 270 16.2 111.4 IV 90.7 556 271 13.6 110.7 IV 90.1 557 04/11/97 273 16.7 108.6 III 97.0 558 275 17.4 109.4 III 92.7 559 " 274 15.4 112.6 IV 91.7 560 276 14.3 112.9 IV 92.0 561 275 17.3 113.7 IV 92.6 562 277 14.9 115.0 IV 93.6 PROJECT NO. CE -5307 PLATE NO. TWO ( page 14 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ, VERT. FIELD DRY DENSITY 2OIL EX R=- LOC. LOC. MOIST LB. /CU.FT. TYPE COMPACTIO 563 04/11/97 See 279 17.2 111.6 IV 90.9 564 Plate 280 18.1 109.6 III 92.9 565 04/14/97 One 280 16.0 112.7 IV 91.8 566 282 14.7 113.7 IV 92.6 567 04/15/97 283 13.5 117.2 IV 95.4 568 282 14.4 113.6 IV 92.5 569 04/16/97 303 14.9 111.6 IV 90.9 570 305 15.8 112.4 IV 91.5 571 04/18/97 306 15.6 113.7 III 96.4 572 313 RFG 09.8 113.3 XIX 94.0 573 313 09.9 109.6 XIX 91.0 574 237 15.3 114.4 XVII 95.7 575 04/22/97 309 PFG 08.0 108.8 XIX 90.2 576 226 '' 15.3 113.0 XIX 93.7 577 224 15.5 110.4 XIX 91.7 578 308 13.7 112.3 IV 0 -1.4 REMARKS: Tests tabulated and not shown on Plate No. One were taken on other lots in the subdivision. This is a partial report for Lot #'s 7, 8, 9, 13, 20 & 21 only for the purpose of obtaining a building permit. Test No. 382 not available due to a field report numbering error. RFG = Rough Finish Grade PROJECT NO_ CE -5307 PLATE NO_ TWO (Page 15) P NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) Red Brown Clay I 118.0 14.7 Red Brown Gravelly - Clay II 121.5 14.5 Orange - Brown Clayey - Gravel III 118.0 15.0 Orange- Red -Brown Silty- Gravelly -Clay IV 122.8 13.5 Yellow -Tan Fine Clayey -Sand V 115.7 14.6 Yellow Brown Clayey - Gravel Vi 122.1 13.6 Light White -Beige Silty Sand (Import) VII 116.8 13.2 Light Orange Brown Silty Gravelly Clayey Sand VIII 128.0 11.2 Brown Red Silty Gravelly Clay IX 121.5 13.7 Orange Brown Silty Gravelly Clay X 126.8 11.5 Brown Orange Silty Gravelly Clay XI 123.5 13.3 Gray Brown Gravelly Clay XII 130.9 10.6 Brown Sandy Clay XIII 114.6 15.1 Yellow Beige Clayey Gravel XIV 121.5 13.8 PROJECT NO. CE -5307 PLATE NO. THREE (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE /MAXIMUM DENSITY SOIL DESCRIPTION =F. MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) Orange Brown Silty - Clay XV 120.0 15.5 Orange Brown Silty - Clayey Gravel XVI 125.5 12.0 Yellow Red Gravelly - Clay XVII 119.5 14.0 Yellow Tan Silty - Sand ( Import) XVIII 121.5 11.7 Beige Tan Silty - Sand XIX 120.5 12.2 Gray Brown Gravelly - Clayey -Sand XX 132.0 09.7 EXPANSION POTENTIAL - SAMPLE NO. XVI XVII XX CONDITION Remold 90% Remold 90% Remold 90% INITIAL MOISTURE (%) 11.5 13.5 09.2 AIR DRY MOISTURE ( %) 07.7 06.8 6.4 FINAL MOISTURE ( %) 23.1 25.0 19.6 FINAL DRY DENSITY (pcf) 113.0 107.6 118.8 LOAD (psf ) 150 150 150 SWELL ( %) 7.2 7.5 6.8 EXPANSION INDEX 72 75 68 DIRECT SHEAR SAMPLE NO. XVI XVII CONDITION Remold 90% Remold 90% ANGLE INTERNAL FRICTION 22 17 COHESION INTERCEPT (PCF) 200 290 PROJECT NO. CE -5307 PLATE NO. THREE (page 2) - 6- NORTH COUNTY q - 7 Sq COMPACTION copy ENGINEERING, INC. JUL 30 1997 June 30, 1997 VIC;-" Project No. CE-5307 Al Mayo - ;--- \. -- L- , . 1:3 I ry 1 7 ff L 1772 Kettering C "' C Irvine, CA 92714 Subject: Partial Report of Certification of Compacted Fill Ground Proposed Single Family Dwellings Lot No.'s 5, 6, 14, & 17 of Wildflower Estates Encinitas, California Dear Mr. Mayo: In response to your request, the following report has been prepared to indicate results of soil testing, observations and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 1, `1996 through June 26, 1997. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard Practices and to determine the degree of compaction of placed fill. Grading plans were prepared by K & S Engineering of San Diego, California. Grading operations were performed by Greg Whillock of Vista, California. Reference is made to the following Previously submitted soils reports prepared by our firm. 1). "Preliminary Soils Investigation", Lot #5, dated July 11, 1996 (CE-5249)- 2). Preliminary Soils Investigation", Lot #6, dated July 10, 1996 (CE-5250). 3). "Preliminary Soils Investigation", Lot #14, dated May 29, 1996 (CE-5257). P.O. BOX 302002 • ESCONDIDO, CA 92030 (760) 480-1116 NORTH COUNTY COMPACTION ENGINEERING, INC. June 30, 1997 Project No. CE -5307 Page 2 4). "Preliminary Soils Investigation ", Lot #17, dated March 4, 1996 (CE -5222) . Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". Grading operations were performed in order to create level building pads to accommodate the proposed single family dwellings. Should the finished pads be altered in any way, we should be contacted to provide additional recommendations. The sites were graded in accordance with recommendations set forth in our previously submitted reports. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soil samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture /Maximum Density (ASTM D -1557) 2. Expansion Potential Test 3. Direct Shear (ASTM D -3080) SOIL CONDITIONS Native soils encountered were gravelly- clays, silty- clays, and clayey- sands. Fill soils were imported and generated from the on- site excavation. The building sites contained a transition from cut to fill. However, cut areas located within the building areas were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond exterior building perimeter. Hence, no consideration need be given this characteristic. NORTH COUNTY COMPACTION ENGINEERING, INC. ' June 30, 1997 Project No. CE -5307 Page 3 Expansive soils were observed during grading and exist within 4 feet of finish grade. Therefore, special recommendations will be necessary to reduce the probability of structure damage. The keys were approximately 25 feet wide, a minimum of 3 feet in depth and inclined into the slope. During earthwork construction, native areas to receive fill were scarafied, watered and compacted to a minimum of ninety percent (90 %) of maximum density. Subsequent fill soils were placed, watered and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction, field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch ". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled, "Tabulation of Test Results ". Fill soils found to have'a relative compaction of less_ than. ninety percent (90%) were reworked un�il proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils were placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as eco- nomically feasible as possible, part -time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2) Slopes may be considered stable with relation to deep seated failure, provided they are properly maintained. Slopes should be planted within 30 days of this report with light groundcover (no gorilla iceplant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. NORTH COUNTY COMPACTION ENGINEERING, INC. June 30, 1997 Project No. CE -5307 Page 4 3) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade for one and two story, respectively, will have an estimated allowable bearing value of 1500 lbs. per square foot. 4) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 5) Plumbing trenches should be backfilled with non - expansive soil having a swell of less the 2% and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90 %). 6) Unless requested, recommendations for future improvements (additions, pools, recreational labs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. 7) Expansive soils were observed during grading and exist within 48 inches of finish grade. Therefore, foundations should be constructed in accordance with Recommendation 6B2 or 6B3 of our "Preliminary Soils Investigation" reports. 8) Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5%). Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete, North County COMPACTION ENGINEERING, INC. and /or a qualified concrete inspector should be present to document construction of foundations. WORTH COUNTY COMPACTION ENGINEERING, INC. June 30, 1997 Project No. CE -5307 Page 5 UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and /or requested, an additional cost of $170. 00 will be invoiced to perform the field inspection and prepare a Final Conformance Letter. If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and /or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically, un- feasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume' the on site safety of our personnel only. We cannot assume liability of personnel other than our own. It As the responsibility of the owner and contractor to insure construction operations are conducted in a safe manne and in conformance with regulations governed by CAL -OSHA and /or local agencies. if you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County YESS1o�,q COMPACTION ENGINEERING, INC_ 4 � 0 G ERF �2c� CD o. GE713 xp. 9 -30.97 Ronald K. Adams Dale R. Re i President Registered 9393 Geotechnical OR,K 000713 RKA: kla cc: (3 ) Submitted (2 ) Filed NORTH COUNTY COMPACTION ENGINEERING, INC. SO TESTING PROPOSED SINGLE FAMILY DWELLING No Scale LOT #5 OF WILDFLOWER ESTATES OLIVENHAIN, CALIFORNIA i 306.p0' I Z 606. 87 ; 69 294 ° 5�r_ ' 1#22.90 s . . 84 � - N 3 ..- 532 o' r3 TEST 589 2_ — f 20' 641 - .607/ 268 •'172 '270. - :• � ,�� /'rte pp N 280 - Y` n TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No ONE NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING No Scale LOT #6 OF WILDFLOWER ESTATES OLIVENHAIN, CALIFORNIA r � -- - -- -_ -- - - 2125 280 2:1 �• i 527 79 IL 2g2U 530 � cv T M Cp 6391 ` - 288.0 84 l - o 640 3 2820 .648.. , 1 i - i = 137.74 TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE -A NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING LOT #14 OF WILDFLOWER ESTATES No Scale OLIVENHAIN, CALIFORNIA 7 +r04•w 27e + 7 - . - --� -8' PVC HYDROSEED SLOPES (T1P 4 -- - 4E.229.0 - - - - , -SOT" •� 4 -_ 2.1 _ _ o 4g ?e� Avs. , 4 9 8 PV 284.0 .. a � . " 645 �s_T4_ gg 64 �.`-.. F a,� .- ; 2Q 1 G . T - '1 !E "276.0 .451 TG 283.0 g z'm -e• PVC` 44t- Z • - 44�' - `'• 44 Ln 2.� 2 44 .2:1 272 42 - - pv "OOjTw -M 9E REMOVE& _- .¢ - JA�1____ E_CRFST — TEST LOCATION SKETCH PROJECT No .. CE -5307 PLATE No . ONE —B NORTH COUNTY COMPACTION ENGINEERING, INC. SOUL TESTING PROPOSED SINGLE FAMILY DWELLING No Scale LOT #17 OF WILDFLOWER ESTATES OLIVENHAIN, CALIFORNIA ti _ _sue W l 1 -6 .Y U f•- O - . J'N'f N_ 6 9 V r ' .... � 9� 624 ,� 64? TEST 0 a 621 J 649 O 258 83 of - - a u W N 6� P ... 94 627 -84 _ _.. 7B _... _ - W CL _ 73 W 69 " p .7 • ..T� +• - _ ...... _ .. _ ...i 437, '" A - i TEST LOCATION SKETCH PROJECT No . CE -5307 PLATE No . ONE -C NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ. yERT, EIFU DRY DENSITY SOIL PERCENT LOS LOC. MOIST LB. /CU. FT. TYPE C014PACTION 1 10/08/96 See 226 17.3 108.8 I 92.2 2 " Plate 227 17.0 107.2 I 90.8 3 10/09/96 One 229 16.2 111. 1 I 94.2 4 231 18.3 109.1 I 92.5 5 229 18.8 108.0 I 91.5 6 204 17.3 108.9 I 92.2 7 206 16.7 110.9 I 93.9 8 206 19.3 112.1 I 95.0 9 208 18.1 110.1 I 93.3 10 210 16.1 114.2 I 96.8 11 212 19.3 106.4 I 90.2 12 214 16.5 112.8 I 95.6 13 10/10/96 216 17.3 109.7 I 93.0 14 217 18.2 107.8 I 91.4 15 218 17.7 109.2 I 92.5 16 220 19.6 107.0 I 90.7 17 221 17.1 110.0 I 93.2 18 10/11/96 215 19.2 108.5 I 92.0 19 217 15.9 112.2 I. 95. 1 20 222 17.2 109.2 I 92.5 21 10/14/96 233 14.3 117.2 II 96.4 22 235 15.9 111.8 II 92.0 23 230 18.0 112.2 II 92.3 24 232 17.1 112.6 II 92.7 25 221 15.4 114.4 II 94.2 26 223 16.2 113.7 II 93.6 27 212 14.3 112.3 I 95.2 28 214 13.8 111.2 I 94.3 29 10/15/96 234 16.3 111.5 II 91.8 30 236 16.6 112.7 II 92.8 31 237 17.2 113.4 II 93.4 32 225 15.8 117.6 II 96.8 33 226 18.1 113.1 II 93.1 34 228 17.3 111.6 II 91.8 35 10/16/96 238. 17.8 111.7 I I 91.9 36 240 18.0 113.3 II 93.3 37 241 15.4 109.1 I 92.4 38 243 18.3 106.9 I 90.6 39 266 18.1 109.2 I 92.5 40 268 18.5 107.0 I 90.7 PROJECT NO. CE -5307 PLATE NO. TWO (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESOLTS TEST# DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOC, MOIST LB. /CU. FT. TME CO UPACTION 41 10/17/96 See 270 16.2 115.4 III 97.8 42 Plate 272 19.1 110.0 III 93.2 43 One 245 20.2 109.0 III 92.4 44 247 18.0 110.8 III 93.9 45 242 1.8.7 108.1 III 91.7 46 244 20.4 107.1 III 90.8 47 10/18/96 245 17.0 115.8 II 95.3 48 246 16.5 113.7 II 93.6 49 249 17.3 112.8 II 92.9 50 250 15.7 112.6 II 92.7 51 247 18.1 114.3 II 94.1 52 274 18.2 109.1 III 92.4 53 276 17.0 109.5 III 92.8 54 10/21/96 246 18.1 111.6 11 91.9 55 247 17.0 111.1 II 91.4 56 .249 16.2 112.5 III 95.3 57 " 251 15.7 113.6 III 96.3 58 252 15.3 116.4 II 95.8 59 10/23/96 253 18. 3* 112.4 IV 91. 5 60 255 17.1 111.0 IV 90.4 61 255 15.4 113.9 IV 92.8 62 256 16.2 113.1 IV 92.1 63 10/24/96 255 18.2 116.3 IV 94.7 64 256 16.5 110.9 IV 90.3 65 254 17.4 112.7 IV 91.8 66 255 15.7 112.1 IV 91.3 67 10/25/96 255 17.3 110.9 IV 90.3 68 256 16.6 111.9 IV 91.1 69 233 19.5 112.0 IV 91.2 70 235 16.1 112.4 IV 91.5 71 238 15.0 114.2 IV 93.0 72 240 20.1 111.4 IV 90.7 73 10/28/96 240 17.8 112.1 I 95.0 74 242 19.3 109.4 I 92.7 75 243. 19.6 110.7 I 93.8 76 242 18.0 109.6 I 92.9 77 244 20.1 108.8 I 92.2 78 245 19.6 108.6 I 92.0 79 10/29/96 268 18.6 110.5 I 93.6 80 270 19.4 109.0 I 92.4 PROJECT NO_ CE -5307 PLATE NO_ TWO (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ. VERT. FIELD DRY NSITY SOIL PERCENT LOC. LOC. MOIST LB /CD. FT. TYPE COMPACTION 81 10/29/96 See 272 18.5 109.8 III 93.1 82 Plate 244 19.2 111.4 III 94.4 83 One 245 18.6 109.9 III 93.1 $4 246 17.8 112.2 III 95.1 85 10/30/96 274 19.3 108.0 I 91.5 86 276 18.3 110.0 I 93.2 87 245 16.2 112.1 III 95.0 88 247 17.6 109.7 III 93.0 89 10/31/96 247 16.4 111.7 IV 91.0 90 247 19.6 113.2 IV 92.2 91 247 17.0 113.4 IV 92.3 92 11/01/96 278 18.8 110.7 IV 90.1 93 246 15.7 113.6 IV 92.5 94 247 16.3 112.4 IV 91.5 95 254 15.0 111.7 IV 91.0 96 255 18.6 112.8 IV 91.9 97 11/04/96 282 18.3 109.2 iI1 92.6 98 284 18.8 111.8. III 94.7 99 288 16.4 113.2 III / 95.9 100 11/05/96 293 15.3 115.3 IV 93.9 101 295 16.4 114.6 IV 93.3 102 11/06/96 292 16.7 112.7 IV 91.7 103 294 17.6 114.9 IV 93.5 104 297 16.6 113.4 IV 92.3 105 299 18.8 112.2 IV 91.4 106 11/08/96 218 19.7 112.5 IV 91.6 107 1 . 220 17.3 114.0 IV 92.8 108 11/07/96 215 19.6 112.2 IV 91.4 109 217 16.8 114.6 IV 93.3 110 222 19.7 110.9 IV 90.3 111 11/11/96 219 14.6 115.4 IV 94.0 112 224 15.7 116.6 IV 95.0 113 11/12/96 201 18.6 106.0 V 91.6 114 203 16.5 110.8 V 95.8 115 204. 14.6 111.7 V 96.5 116 206 17.7 107.3 V 92.7 117 208 18.6 110.7 III 93.8 118 210 17.6 109.4 III 92.7 119 211 18.0 108.0 III 91.5 120 11/12/96 205 15.1 112.6 III 95.4 PROJECT NO. CE -5307 PLATE NO. TWO (Page 3) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS 'EST# DATE EIORZ. VERT_ EIZU DRY DENSITY SOIL PERCENT L9c- LD-Q- MOIST LB./CU-FT. T YPE COMPACTION 121 11/12/96 See 207 19.6 108.0 I1I 91.5 122 Plate 208 18.3 110.7 III 93.8 123 One 209 19.8 107.5 III 90.9 124 218 16.8 115.7 IV 94.2 125 220 18.2 113.3 IV 92.3 126 221 15.0 116.2 IV 94.6 127 11/15/96 203 17.2 114.7 VI 93.9 128 205 15.8 114.3 VI 93.6 129 204 15.3 115.5 VI 94.6 130 206 14.7 116.1 VI 95.1 131 213 16.6 114.7 IV 93.4 132 214 15.0 113.3 IV 92.3 133 11/18/96 208 17.8 110.1 VI 90.2 134 210 16.6 111.9 VI 91.7 135 211 16.8 110.5 VI 90.5 136 207 17.7 112.6 VI 92.3 137 " 209 15.4 111.4 VI 91.2 138 210 16.6 111.7 VI 91.5 139 11/19/96 213 16.8 112.3 VI /92.0 140 215 17.4 113.5 VI 93.0 141 214 15.1 111.6 VI 91.4 142 216 14.7 114.5 VI 93.8 143 11/20/96 215 17.7 110.5 VI 90.5 144 216 17.3 112.7 VI 92.3 145 217 15.6 112.9 VI 92.5 146 219 17.8 110.8 VI 90.8 147 11/26/96 220 14.9 118.4 VI 97.0 148 222 17.6 115.7 VI 94.8 149 221 18.9 111.1 VI 91.0 150 223 17.5 113.4 VI 92.9 151 11/27/96 225 17.5 113.2 VI 92.7 152 227 15.3 115.6 IV 94.7 153 226 17.8 110.2 VI 90.3 154 228 19.1 110.1 VI 90.2 155 12/02/96 223 17.3 112.7 VI 92.3 156 225 15.2 114.4 VI 93.7 157 227 18.1 111.7 VI 91.5 158 12/03/96 228 15.9 113.4 VI 92.9 159 229 16.4 112.2 VI 91.9 160 225 14.7 116.1 VI 95.1 161 227 18.3 112.8 VI 92.4 PROJECT NO. CE -5307 PLATE N0. TWO (page 4) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TESTA DAM HORZ, VERT, FIELD DRY DENSITY SOIL PERCENT LOC. LOC. MOIST LB_ /CU.FT. TYPE COMPACTIO 162 12/04/96 See 229 16.3 110.4 VI 90.4 163 Plate 231 17.8 111.7 VI 91.5 164 One 233 14.5 113.7 VI 93.1 165 12/05/96 231 17.4 112.2 VI 91.9 166 230 18.0 113.4 VI 92.9 167 232 16.6 115.4 VI 94.5 168 12/09/96 257RFG 11.3 114.3 VII 97.9 169 257RFG 11.4 110.4 VII 94.5 170 257RFG 13.6 112.7 VII 96.5 171 12/13/96 233 17.7 116.1 VIII 91.7 172 234 18.2 118.0 VIII 92.2 173 232 17.4 117.8 VIII 92.0 174 233 16.2 123.7 VIII 96.6 175 199 18.2 112.3 VI 92.0 176 201 16.2 113.6 VI 93.0 177 12/16/96 202 18.3 109.0 III 92.3 178 204 17.6 111.3 VI 91.5 179 206 16.5 114.6 VI 93.8 180 208 17.0 112.1 VI 91.8 181 204. 16.8 116.0 VI 95.0 182 12/17/96 208 15.1 113.1 VI 92.6 183 210 18.0 114.7 VI 93.9 184 212 18.1 112.3 VI 91.9 185 207 16.9 115.6 VI 94.6 186 214 16.7 113.5 VI 92.9 187 209 15.0 114.0 VI 93.3 188 12/18/96 216 15.1 116.3 VI 95.2 189 218 16.7 112.1 VI 91.8 190 220 15.1 113.1 VI 92.6 191 12/19/96 222 14.9 113.0 VI 92.5 192 12/23/96 207 17.3 110.7 III 93.8 193 209 15.9 111.4 III 94.4 194 211 16.1 112.7 III 95.5 195 213 18.6 115.0 IV 93.6 196 215 19.2 114.1 IV 92.8 197 273 16.3 115.7 IX 95.2 198 275 17.4 114.0 IX 93.8 199 270 15.7 113.5 IX 93.4 200 12/26/96 216 18.2 111.6 IV 90.9 201 218 17.2 113.6 IV 92.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 5) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# D ATE HORZ. V ERT. FIELD DRY DENSITY SOIL PERCENT L oc. L9c- MOIST LB-/CU-FT. TYPE COMPACTION 202 12/26/96 See 215 16.3 115.4 IV 94.0 203 Plate 217 19.3 107.7 III 91.3 204 One 277 17.2 113.3 IX 93.3 205 279 16.1 115.0 IX 94.7 206 280 15.4 114.4 IX 94.2 207 271 15.0 116.3 IX 95.7 208 273 17.7 112.7 IX 92.8 209 12/27/96 230 15.7 114.9 IV 93.6 210 232 15.3 113.6 IV 92.5 211 218 17.0 109.4 III 92.7 212 220 18.3 110.2 III 93.3 213 210 16.2 109.0 III 92.3 214 212 17.7 108.7 III 92.1 215 12/30/96 281 17.7 111.4 IX 91.7 216 283 16.6 112.9 IX 92.9 217 282 15.7 112.7 IX 92.8 218 284 16.9 113.4 IX 93.3 219 285 15.3 114.0 IX 93.8 220 217 16.2 114.8 VI /94.0 221 " 219 16.7 112.9 VI 92.4 222 213 17.2 113.4 VI 92.6 223 215 16.3 115.6 VI 94.6 224 12/31/96 217 16.7 115.6 VI 94.7 225 219 17.7 113.1 VI 92.6 226 222 17.5 113.4 VI 92.9 227 224 14.7 118.4 VI 97.0 228 318 15.7 113.0 IX 93.0 229 320 15.4 111.4 IX 91.7 230 322 16.3 112.6 IX 92.7 231 288 19.3 112.6 IX 92.7 232 291 19.7 110.9 IX 91.3 233 01/02/97 217 18.6 111.2 III 94.2 234 219 19.2 113.3 III 96.0 235 221 17.5 111.0 III 94.1 236 227 16.2 110.7 III 93.8 237 229 16.6 112.4 VI 92.1 238 230 15.3 113.6 VI 93.0 239 223 15.0 112.2 VI 91.9 240 225 14.9 115.2 VI 94.3 241 293 15.2 113.7 IX 93.6 PROJECT N0. CE -5307 PLATE NO. TWO (page 6) NORTH COUNTY COMPACTION ENGINEERING, INC. . TABULATION OF TEST RESULTS TEST #. DM AORZ, VERT• FIELD DRY DENSITY SOIL PERCENT LOC, LOC. MOIST LB. /CQ.FT, TYPE COMPACTION 242 01/02/97 See 295 14.3 115.4 IX 95.0 243 Plate 297 14.7 114.7 IX 94.4 244 01/06/97 One 223 16.7 112.3 VI 92.0 245 225 15.8 113.0 VI 92.5 246 227 17.7 111.4 VI 91.2 247 294 16.8 114.1 X 90.0 248 296 14.1 116.3 X 91.7 249 287 15.7 114.5 X 90.2 250 289 14.6 115.7 X 91.2 251 01/07/97 226 15.3 118.2 VI 96.8 252 228 16.8 115.7 VI 94.7 253 229 15.4 111.0 VI 90.9 254 230 17.3 112.6 VI 92.3 255 232 18.6 111.4 VI 91.2 ; 256 290 17.0 114.7 X 90.4 257 292 15.2 114.5 X 90.2 258 298 16.4 116.0 X 91.4 259 299 13-2 117.3 X 92.5 260 01/08/97 234 14.7 112.3 VI j'92.0 261 236 17.4 110.7 VI 90.7 262 238 14.5 114.4 VI 93.7 263 240 18.3 111.4 VI 91.2 264 242 17.0 113.7 VI 93.1 265 01/09/97 233 12.8 117.7 VIII 92.0 266 234 13.6 118.5 VIII 92.8 267 278 18.3 110.4 III 93.6 268 280 16.2 112.7 III 95.5 269 288 15.3 113.1 III 95.8 270 290 15.9 110.7 III' 93.8 271 302 17.8 114.7 X 90.4 272 303 17.4 115.0 X 90.6 273 324 15.4 109.3 III 92.6 274 01/10/97 304 13.7 114.5 X 90.3 275 301 14.6 116.3 X 91.7 276 302. 15.2 115.3 X 90.9 277 292 16.7 112.6 III 95.4 278 294 17.3 111.4 III 94.4 279 01/15/97 270 16.2 113.7 VI 93.1 280 272 14.3 114.5 VI 93.8 281 273 14.4 115.9 VI 94.9 PROJECT NO. CE -5307 PLATE NO. TWO (page 7) NORTH COUNTY "COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TESTA DATE H ORZ. VERT_ FIELD DRY DENSITY SQL PERCENT LOC_ IOC. MOIST LB_ /CU. FT. TYPE COMPACTION 282 01/16/97 See 275 16.3 111.7 VI 91.5 283 Plate 277 15.9 113.0 VI 92.5 284 One 252 17.3 114.0 IX 93.8 285 254 18.2 110.7 IX 91.1 286 01/17/97 244 16.4 113.7 IX 93.6 287 246 17.3 115.4 IX 95.0 288 245 18.1 111.7 IX 91.9 289 247 18.4 110.4 IX 90.9 290 01/21/97 246 16.1 112.5 IX 92.6 291 01/22/97 230 18.4 116.5 IX 95.8 292 238 15.9 109.7 IX 90.2 293 235 18.1 114.6 IX 94.3 294 248 18.7 110.2 IX 90.6 295 232 18.1 112.5 IX 92.5 296 01/24/97 220 19.5 110.2 IY 90.6 ' 297 234 18.1 111.1 IX 91.4 298 224 17.6 113.7 IX 93.6 299 226 15.4 112.4 IX 92.5 300 01/29/97 250 17.6* 113.8 IX 93.7 301 337 15.4 115.0 IX 94.7 302 336 17.7 112.4 IX 92.5 303 01/30/97 338 14.7 117.1 VI 95.9 304 336 16.2 115.3 VI 94.9 305 338 13.6 120.1 IX 98.8 306 336 16.5 114.0 IX 93.8 307 02/01/97 228 14.7 113.7 VI 93.1 308 229 16.2 112.0 VI 91.7 309 234 17.3 111.4 VI 91.2 310 236 13.4 115.3 VI 94.4 311 340 13.3 116.2 VI 95.2 312 342 13.8 115.7 VI 94.8 313 02/04/97 229 15.9 118.2 XI 95.7 314 228 16.1 117.0 XI 94.7 315 229 16.6 115.0 XI 93.1 316 228 17.4 114.6 XI 92.8 317 228 13.7 119.5 XI 96.8 318 223 18.6 112.3 XI 90.9 319 225 17.9 113.7 XI 92.1 320 227 15.6 115.2 XI 93.3 321 244 16.0 116.4 XI 94.3 PROJECT NO_ CE -5307 PLATE NO_ TWO (page 8) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF 'EST RESULTS TEST# DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCE LOC. LOC, MOIST LB. /CU. FT. TUB. COMPACTIO 322 02/04/97 See 242 16.7 113.9 XI 92.2 323 Plate 244 17.6 113.0 XI 91.5 324 One 252 16.2 110.7 VI 90.7 325 254 17.3 112.0 VI 91.7 326 02/05/97 302 20.9 108.2 XIII 94.4 327 304 18.8 110.4 XIII 96.3 328 306 17.3 105.6 XIII 92.1 329 294 15.9 118.0 XII 90.1 330 296 17.3 119.2 XII 91.1 331 305 12.1 119.4 XII 91.2 332 306 13.8 120.3 XII 91.9 333 308 14.9 119.6 XII 91.6 334 02/06/97 329 14.3 110.2 XIII 96.2 335 331 19.6 105.7 XIII 92.2 336 333 20.4 104.9 XIII 91.5 337 308 13.8 119.7 XII 91.4 338 310 12.7 122.3 XII 93.4 339 " 312 11.9 124.3 -XII 95.0 340 302 15.6' 121.7 XII j93.0 341 296 14.4 120.8 XII 92.3 342 298 16.6 119.9 XII 91.6 343 02/07/97 332 19.7 111.3 XIII 97.1 344 334 15.6 112.4 XIII 98.1 345 336 17.6 106.7 XIII 93.1 346 335 20.7 103.3 XIII 90.1 347 336 15.6 108.2 XIII 94.4 348 333 20.4 104.6 XIII 91.3 349 335 19.7 107.4 XIII 93.7 350 02/10/97 335 16.8 118.7 XII 90.7 351 336 17.3 119.6 XII 91.4 352 335 19.4 106.5 XIII 93.0 353 336 15.3 119.0 XII 90.9 354 334 15.7 122.6 XII 93.7 355 294 16.7 116.7 XIV 96.0 356 296 13.7 118.2 XIV 97.3 357 304 14.9 117.8 XIV 97.0 358 233 14.2 117.9 VIII 92.1 359 235RFG 12.9 107.7 VII 92.2 360 233 13.2 118.6 VIII 92.7 361 235RFG 13.8 106.0 VII 90.8 PROJECT NO. CE -5307 PLATE NO TWO (page 9) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS EST# DATE HORZ_ VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOC- MOIST LB-/CU-FT, TYPE COMPACTIO 362 02/11/97 See 337 15.6 117.9 XII 90.1 363 Plate 338 14.7 118.3 XII 90.4 364 One 337 15.3 118.7 XII 90.7 365 337 14.4 119.7 XII 91.4 366 307 16.9 114.9 X 90.6 367 308 17.4 114.5 X 90.3 368 310 18.2 114.4 X 90.2 369 290 17.3 112.2 XIV 92.3 370 292 16.6 113.6 XIV 93.5 371 02/12/97 335 12.2 118.4 X 93.4 372 336 13.8 114.7 X 90.5 373 338 14.6 118.9 X 93.8 374 280 14.0 118.8 X 93.7 375 02/13/97 299 11.9 126.5 XII 96.7 376 298 12.6 124.0 XII 94.7 377 302 11.4 123.2 XII 94.1 378 " 301 11.9 121.1 XII 95.2 379 308 13.4 122.6 XII 93.7 380 310 15.0 121.7 XII /93.0 381 311 12.0 124.9 XII 95.4 383 288 15.3 116.5 X 91.1 384 290 14.0 123.1 XII 94.0 385 292 13.7 122.6 XII 93.7 386 338 14.7 127.8 XII 97.6 387 338 13.8 120.0 XII 91.7 388 335 12.2 123.7 XII 94.5 389 337 15.8 115.7 X 91.2 390 02/14/97 338 12.6 123.7 XII 94.5 391 338 13.4 112.2 XI 90.8 392 282 13.2 120.7 X 95.2 393 282 14.8 124.0 XII 96.0 394 02/18/97 294 20.5 110.3 XIV 90.8 395 276 16.6 116.3 XI 94.2 396 02/19/97 296 17.7 110.7 XIV 91.1 397 264. 18.1 113.8 XI 92.1 398 247 17.3 114.2 XI 92.5 399 02/20/97 298 18.6 110.6 IX 91.0 400 301 17.4 112.5 IX 92.4 401 302 19.0 112.9 IX 92.9 402 242 18.3 111.7 VI 91.5 PROJECT NO. CE -5307 PLATE NO. TWO (page 10) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ. VEjjT. MI DRY DENSITY SOIL PERCENT LOC. LOC_ MOIST LB_ /CU. FT. TYPE CO'EACTI N 403 02/20/97 See 243 17.6 112.2 VI 91.9 404 11 Plate 242 16.3 118.7 VI 97.2 405 02/21/97 One 304 17.3 118.6 IX 97.6 406 306 16.6 115.4 IX 95.0 407 307 18.5 112.7 IX 92.8 408 268 17.7 108.3 III 91.8 409 270 16.9 109.6 III 92.9 410 02/24/97 258 18.9 112.0 XV 93.3 411 308 17.9 115.2 XI 93.3 412 260 17.6 110.8 XV 92.3 413 309 18.0 115.2 XI 93.3 414 310 17.2 116.1 XI 94.0 415 310 15.1 115.4 XI 93.4 416 02/25/97 308 14.4 116.1 XI 94.0 .: 417 309 14.7 119.7 XI 97.0 418 307 16.3 114.6 XI 92.8 419 262 17.7 109.6 XV 91.3 420 263 17.3 108.2 XV 90.2 421 239 14.4 112.7 XI 91.3 422 239 13.7 114.4 XI 92.6 423 02/26/97 251 11.8 123.3 XII 94.2 424 256 13.4 122.2 XII 93.4 425 253 11.1 129.0 XII 98.6 426 264 15.4 111.6 XV 93.0 427 262 16.2 112.0 XV 93.3 428 264 14.3 109.6 XV 91.3 429 02/28/97 268 17.2 113.4 XV 94.5 430 270 17.4 112.2 XV 93.5 431 272 18.2 110.7 XV 92.3 432 266 17.7 112.3 XV 93.6 433 268 18.6 110.1 XV 91.8 434 267 19.3 109.6 XV 91.3 435 274 19.5 117.2 XV 97.6 436 275 14.1 109.2 XV 91.0 437 272 16.1 117.0 XV 97.5 438 03/03/97 273 15.7 114.2 XV 95.2 439 272 17.2 113.6 XV 94.7 440 272 12.6 114.9 XV 95.8 441 274 15.7 113.0 XV 94.2 442 270 17.2 114.0 XV 95.0 PROJECT NO. CE -5307 PLATE NO TWO (page 11) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATIOS OF TEST RESULTS TEST# DATE HORZ. VERT. FIELD DRY DENSITY SOIL PERCENT LOC. LOS MOIST LB./Cu-FT, TYPE COMPACTION 443 03/03/97 See 272 18.2 112.4 XV 93.7 444 Plate 276 20.0 109.3 XV 91.1 445 One 274 18.8 110.1 XV 91.8 446 276 18.5 111.0 XV 92.5 447 03/04/97 281 18.2 110.2 XV 91.8 448 275 19.6 109.3 XV 91.1 449 277 18.4 110.7 XV 92.3 450 282 17.1 111.1 XV 92.6 451 284 19.4 109.0 XV 90.8 452 277 14.4 115.2 XV 96.0 453 279 15.5 113.9 XV 94.9 454 03/05/97 245 13.7 120.9 XI 97.9 455 245 14.4 121.7 XI 98.5 456 246 15.6 119.2 XI 96.5 457 251 16.7 108.0 III 91.5 458 253 17.7 109.3 III 92.6 459 254 16.2 110.7 III 93.6 460 244 17.0 115.9 XI 93.8 461 03/06/97 221 18.2 109.4 XV. / 91.2 462 224 16.4 106.6 III 90.4 463 222 15.9 115.5 XV 94.5 464 03/07/97 220 19.0 112.9 XVI 90.0 465 222 20.2 113.8 XVI 90.7 466 222 13.8 120.4 XVI 95.9 467 220 18.0 114.5 XVI 91.2 468 221 20.1 113.3 XVI 90.3 469 03/10/97 226 16.9 118.5 XVI 94.7 470 226 17.9 113.8 XVI 90.7 471 223 17.6 120.2 XVI 95.8 472 223 17.5 114.6 XVI 91.3 473 03/11/97 293 18.1 110.7 XVII 92.6 474 295 16.4 112.6 XVII 94.2 475 295 15.5 113.4 XVII 94.9 476 297 15.0 115.4 XVII 96.6 477 216 20.7 111.0 I 94.1 478 216 17.7 112.2 I 95.1 479 217 21.6 110.7 XV 92.3 480 03/12/97 217 15.1 112.7 XV 93.9 481 219 15.4 114.9 XV 95.8 482 214 14.0 113.0 XV 94.1 PROJECT NO. CE -5307 PLATE NO. TWO (page 12 ) N ORTH COUNTY COMPACTION ENGINEERING, INC. t TABU LATION OF TEST RESULTS TESTA DATE. HORZ, VERT. FIELD DRY DENSITY SOIL PERCENT LOC_ LOC. MOIST LB./CU-FT. TE �OMPACTIQN YP 483 03/12/97 See 222 15.3 113.1 XV 94.3 484 1. Plate 223 17.1 106.2 I1I 90.0 485 03/13/97 One 250 16.5 113.9 XI 92. 2 486 252 18.2 111.7 XI 90.4 487 253 17.3 115.4 XI 93.4 488 254 14.4 116.2 XI 94.1 489 220 16.7 109.2 XV 91.0 490 222 19.4 106.2 III 90.1 491 221 21.8 108.6 XV 90.5 492 03/14/97 232 15.7 115.4 XV 96.2 493 225 16.9 111.6 XV 93.0 494 232 14.5 114.0 XV 95.1 495 03/17/97 293 18.4 108.7 XVII 91.7 496 1 299 20.3 110.6 XVII 92.6 497 03/18/97 282 16.9 123.7 XVI 98.6 498 281 14.8 121.5 XVI 96.8 499 282 16.6 122,2 XVI 97.4 500 274 15.1 119.6 XVI 55.3 501 274 15.4 115.4 XVI / 492.0 502 260 17.5 110.9 XVII 92.7 503 258 19.9 11'1.4 XVII 93.2 504 03/19/97 303 15.1 112.3 XVII 93.9 505 03/20/97 306 17.6 111.7 XVII 93.5 506 305 14.3 114.1 XVII 95.4 507 302 16.0 108.5 XVII 90.8 508 03/21/97 241 RFG 16.1 110.6 VII 94.6 509 241 RFG 12.1 108.6 VII 92.9 510 241 RFG 11.3 110.1 VII 94.3 511 03/24/97 305 16.4 112.7 XVII 94.3 512 303 17.9 108.8 XVII 91.0 513 303 15.3 110.4 XVII 92.3 514 03/26/97 306 15.0 117.4 XVII 98.7 515 308 14.7 116.3 XVII 97.1 516 308 15.3 115.1 XVII 96.3 517 306 14.1 116.5 XVII 97.5 518 03/27/97 230 RFG 12.2 118.7 XVIII 97.5 519 248 RFG 09.6 111.4 XVIII 91.6 520 340 RFG 10.2 110.5 XVIII 90.9 521 308 23.6 109.3 XVII 91.5 522 312 RFG 12.2 109.4 XVIII 90.0 PROJECT NO. CE -5307 PLATE NO TWO (page 13) NORTH COUNTY 'COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS IESTR DATE HORZ. VV RT, FJEILD DRY DENSITY SOIL PERCENT LOC. LO_C, MOIST LB./CU-Fl. TYPE COMPACTION 523 03/28/97 See 310 13.5 121.5 XVI 96.8 524 Plate 312 17.1 114.2 XVI 91.0 525 One 310 13.0 =19.0 XVI 94.8 526 312 17.7 113.1 XVI 90.2 527 03/31/97 284 14.2 120.8 XII 92.3 528 286 13.7 121.4 XII 92.7 529 283 14.7 119.6 XII 91.4 530 282 13.0 121.7 XII 93.0 531 04/01/97 256 17.1 112.7 XV 93.9 532 256 15.4 113.6 XV 94.7 533 257 13.7 111.4 XV 92.8 534 276 13.5 112.6 XVII 94.2 535 275 13.1 111.1 XVII 92.9 536 283 16.2 110.7 XVII 92.6 537 308 17.0 109.4 XVII 91.5 538 310 15.4 113.0 XVII 94.6 539 04/03/97 " 277 RFG 10.6 117.1 XVIII 96.4 540 11, 277 11. "3 114.3 XVII 94.1 541 04/07/97 312 10.2 115.3 XVII 96.4 542 312 13.6 121.2 XVII 96.8 543 312 17.4 124.4 XVII 95.7 544 04/08/97 306 RFG 13.0 109.8 VII 94.0 545 306 12.7 113.7 VII 97.3 546 224 16.1 113.5 XVII 95.0 547 225 13.4 :112.1 XVII 93.8 548 236 17.8 111.3 XVII 93.1 549 237 16.3 109.4 XVII 91.5 550 04/09/97 238 16.5 108.3 XVII 90.6 551 11 238 18.1 110.1 XVI'I 92.1 552 04/10/97 265 15.0 111.7 IV 91.0 553 267 17.7 109.4 III 92.7 554 268 14.1 112.6 IV 91.7 555 270 16.2 111.4 IV 90.7 556 271 13.6 110.7 IV 90.1 557 04/11/97 273. 16.7 108.6 III 97.0 558 275 17.4 109.4 III 92.7 559 274 15.4 112.6 IV 91.7 560 276 14.3 112.9 IV 92.0 561 275 17.3 113.7 IV 92.6 562 277 14.9 115.0 IV 93.6 PROJECT NO. CE -5307 PLATE NO. TWO ( page 14) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST# DATE HORZ. VERT, FIELD DRY DENSITY SOIL PE RCENT LOC. LOC. MOIST LB. /CU. FT. TYP QOkPACTIO 563 04/11/97 See 279 17.2 111.6 IV 90.9 564 Plate 280 18.1 109.6 III 92.9 565 04/14/97 One 280 16.0 112.7 IV 91.8 566 282 14.7 113.7 IV 92.6 567 04/15/97 283 13.5 117.2 IV 95.4 568 282 14.4 113.6 IV 92.5 569 04/16/97 303 14.9 111.6 IV 90.9 570 305 15.8 112.4 IV 91.5 571 04/18/97 306 15.6 113.7 III 96.4 572 313RFG 09.8 113.3 XIX 94.0 573 313RFG 09.9 109.6 XIX 91.0 574 237 15.3 114.4 XVII 95.7 575 04/22/97 309RFG 08.0 108.8 XIX 90.2 576 226RFG 15.3 113.0 XIX 93.7 577 224RFG 15.5 110.4 XIX 91.7 578 308RFG 13.7 112.3 IV 91.4 579 04/24/97 253 15.6 119.7 XX 90.7 580 254 14:3 121.2 XX 91.8 581 257 16.2 119.0 XX 90.2 582 255 13.9 111.8 IX 92.0 583 258 14.8 120.3 IX 90.8 584 257 15.6 112.4 IX 92.5 585 04/29/97 285 15.9 117.6 IX 96.8 586 286 16.3 115.4 IX 95.0 587 285 13.6 119.7 XX 90.7 588 257 12.7 121.2 XII 92.6 589 257 12.9 118.6 XII 90.6 590 05/08/97 256 16.8 115.4 XVII 96.6 591 258 17.3 112.0 XVII 93.7 592 259 17.4 113.4 XVII 94.9 593 258 16.6 114.4 XVI 91.2 594 260 13.7 115.3 XVI 91.9 595 05/09/97 261 18.2 109.9 XVII 92.0 596 263 17.3 111.7 XVII 93.5 597 262 18.6 110.4 XVII 92.4 598 264 15.9 114.7 XVI 91.4 599 265 16.8 112.9 XVI 90.0 600 05/12/97 267 18.6 114.4 XVII 95.7 601 268 18.8 113.7 XVI 90.6 602 269 19.5 110.2 XVII 92.2 603 271 16.8 113.5 XVII 95.0 PROJECT NO_ CE -5307 PLATE NO. TWO (page 15) NORTH COUNTY 'COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TEST #_ DBE HORZ VERT FIELD DRY DENSITY SOIL PERCENT LOG. LOG. MOIST LB./CU-FT. TYPE COMPACTION 604 05/13/97 See 273 16.8 115.4 XVI 92.0 605 Plate 275 13.4 117.7 XVI 93.8 606 One 256 11.2 121.6 XII 92.9 607 257 11.0 124.0 XII 94.7 608 286 13.2 122.8 XX 93.0 609 286 13.7 121.4 XX 92.0 610 05/14/97 277 16.8 116.7 XVI 93.0 611 11 279 17.4 112.9 XVI 90.0 612 05/15/97 280 15.0 114.3 XV 95.3 613 281 18.2 111.1 XV 93.4 614 282 16.3 112.4 XV 93.7 615 05/16/97 281 15.6 113.0 XVI 90.0 616 283 13.0 115.4 XVI 92.0 617 282 13.7 116.8 XVI 93.1 .618 282 17.3 114.2 XVI 91.0 619 05/20/97 247 15.2 112.8 IV 91.9 620 248 17.3 111.0 IV 90.4 621 247 14.2 113.4 IV 93.2 622 05/21/97 281 17.7 110.6, XV 92.2 623 282 16.1 112.2 XV j93.5 624 247 14.6 114.6 IV 93.3 625 05/27/97 244 15.3 112.7 IV 91.8 626 246 14.2 115.4 IV 94.0 627 247 13.8 113.6 IV 92.5 628 247 12.2 114.4 IV 93.2 629 281 15.8 117.7 XVI 93:8 630 283 17.8 114.1 XVI 90.9 631 283 18.2 112.6 XV 93.8 632 05/30/97 286 10.6 121.7 XX 92.2 633 286 11.3 123.0 XX 93.2 634 286 11.8 121.2 XX 91.8 635 315RFG 12.8 109.6 XIX 91.0 636 315RFG 13.7 110.2 XIX 91.5 637 315RFG 13.1 112.0 XIX 92.9 638 06/26/97 288RFG 09.7 109.0 XIX 90.4 639 288RFG 08.6 109.9 XIX 91.2 640 288RFG 07.4 111.7 XIX 92.7 641 259RFG 06.4 109.4 XIX 90.8 642 " 259RFG 07.4 112.2 XIX 93.1 643 259RFG 06.9 113.6 XIX 94.3 644 284RFG 07.9 111.1 XIX 92.2 PROJECT N0. CE -5307 PLATE NO. TWO (page 16 ) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS TESTA DATE HORZ_ VERT_ FIELD DRY DENSITY SOIL PERCENT LOC_ LOC. MOIST LB. /CU. FT_ TYPE COKFACTION 645 06/26/97 See 284RFG 08.6 112.0 XIX 92.9 646 Plate 284RFG 07.3 109.7 XIX 91.0 647 One 249RFG 08.0 112.7 XIX 93.5 648 249RFG 09.6 111.6 XIX 92.6 649 249RFG 08.2 109.6 XIX 91.0 REMARKS: Tests tabulated and not shown on Plate No. One were taken on other lots in the subdivision. This is a partial report for Lot Vs 5, 6, 14, & 17 only for the purpose of obtaining a building permit. Test No. 382 not available due to a field report numbering error. RFG = Rough Finish Grade PROJECT NO. CE -5307 PLATE NO. TWO (page 17) NORTH COUNTY 'COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE /MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu.ft.) (% dry wt) Red Brown Clay I 118.0 14.7 Red Brown Gravelly - Clay II 121. 5 14.5 Orange -Brown Clayey - Gravel III 118.0 15.0 Orange- Red -Brown Silty - Gravelly -Clay IV 122.8 13.5 Yellow -Tan Fine Clayey -Sand V 115.7 14.6 Yellow Brown Clayey- Gravel VI 122.1 13.6 Light White -Beige Silty Sand. (Import) VII 116.8 13.2 Light Orange Brown Silty Gravelly Clayey Sand VIII 128.0 11.2 Brown Red Silty Gravelly Clay IX 121.5 13.7 Orange Brown Silty Gravelly Clay X 126.8 11.5 Brown Orange Silty Gravelly Clay XI 123.5 13.3 Gray Brown Gravelly Clay XII 130.9 10.6 Brown Sandy Clay XIII 114.6 15.1 Yellow Beige Clayey Gravel XIV 121.5 13.8 PROJECT N0. CE -5307 PLATE NO. THREE (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESU OPTIMUM MOISTURE /MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lb /cu. ft. ) (% dry wt) Orange Brown Silty - Clay XV 120.0 15.5 Orange Brown Silty - Clayey Gravel XVI 125.5 12.0 Yellow Red Gravelly - Clay XVII 119.5 14.0 Yellow Tan Silty - Sand (Import) XV I I I 121.5 11.7 Beige Tan Silty - Sand (Import) XIX 120.5 12.2 Gray Brown Gravelly - Clayey -Sand XX 132.0 09.7 'EXPANSION POTENTIAL SAMPLE N0, IV XII XVII CONDITION Remold 90% Remold 90% Remold 90% INITIAL MOISTURE ( %) 12.7 10.7 13.5 AIR DRY MOISTURE ( %) 08.9 07.0 06.8 FINAL MOISTURE ( %) 23.3 21.7 25.0 FINAL DRY DENSITY (pcf) 110.5 117.8 107.6 LOAD (psf) 150 150 150 SWELL M 8.0 5.9 7.5 EXPANSION INDEX 80 59 75 DIRECT SHEAR SAMPLE N0, IV XVII CONDITION Remold 90% Remold 90% ANGLE INTERNAL FRICTION 17 17 COHESION INTERCEPT (PCF) 300 290 PROJECT NO. CE -5307 PLATE NO. THREE (page 2) K &S ENGINEERING Planning Engineering Surveying HYDROLOGICAL ANALYSIS FOR WILDFLOWER ESTATES LOTS i - 10 IN CITY OF ENCINITAS JN 9637 ` September 25, 1996 °4 r a Q RpfESS/0,y� S. ` Fy n CD CD No. 48592 N Exp. 630.00 z 6 S. E S R. E. 48592 s cryn � CAW 7801 Mission Center Court, Suite 200-San Diego, California 92108• (619)296 -5565 • Fax (619)296 -5564 TABLE OF CONTENTS l.HYDROLOGY DESIGN MODELS 2.HYDROLOGIC CALCULATIONS .......................... APPENDIX A 3.TABLES AND CHARTS . ............................... APPENDIX B 4.HYDROLOGY MAPS .... ............................... APPENDIX C 1. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA IS AS FOLLOWS: Q = CIA, WHERE : Q= PEAK DISCHARGE IN CUBIC FEET /SECOND C = RUNOFF COEFFICIENT (DIMENSIONLESS) I = RAINFALL INTENSITY IN INCHES /HOUR A = TRIBUTARY DRAINAGE AREA IN ACRES *1 ACRE INCHES /HOUR = 1.008 CUBIC FEET /SEC THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE OVERLAND FLOW FORMULA IS AS FOLLOWS: T [1.8(1.1 —C) (L)'s] /(So)1 /3 C = RUNOFF COEFFICIENT L = OVERLAND TRAVEL DISTANCE IN FEET S = SLOPE IN PERCENT T TIME IN MINUTES B. DESIGN CRITERIA — FREQUENCY, 100 YEAR STORM. — LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP. — RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY DESIGN MANUAL. C. REFERENCES — COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL. — COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING. — HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION. APPENDIX A (2. HYDROLOGIC CALCULATIONS) SAN DIEGO COUNTY RATIONAL - HYDROLOGY PROGRAM PACKAGE Rational Hydrology Study Date: 9 -25 -1996 -------------------------------------------------------------------------- *USER SPECIFIED HYDROLOGY INFORMATION* --------------------------------------------------------------------------- Rational method hydrology program based on San Diego County Flood Control Division 1985 Hydrology Manual Storm Event(Year) = 100.00 Map data precipitation entered: 6 HOUR, Precipitation(Inches) = 2.700 24 Hour Precipitation(Inches) = 4.500 Adjusted 6 Hour Precipitation (Inches) = 2.700 P6/P24 = 60.0 % San Diego Hydrology Manual "C" Values Used Runoff Coefficients by RATIONAL METHOD ++++++++++++++++++++++++++++++++++++++++++++ + ++ ++++ ++++++ + + + ++++ ++++++++ +++ Process from Point/Station 1.000 to Point/Station 2.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 70.00 Highest Elevation = 266.00 Lowest Elevation = 235.00 Elevation Difference = 31.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.022 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 328.00 ^.5) /( 9.45 ^(1 /3)1)= 10.022 100.00 Year Rainfall Intensity(In./Hr.) = 4.543 Subarea(Acres) = .14 Subarea Runoff(CFS) = .29 Total Area(Acres) = .14 Total Runoff(CFS) = .29 TC(MIN) = 10.02 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++++++ + + +++ +++++ + ++ Process from Point/Station 2.000 to Point/Station 3.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 235.00 Downstream point elevation = 234.00 Channel length thru subarea(Feet) = 225.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = 2.000 Slope or "Z" of right channel bank = 100.000 Mannings "N" = .330 Maximum depth of channel (Ft.) _ .50 Flow(Q) thru subarea(CFS) _ .29 Upstream point elevation = 235.00 Downstream point elevation = 234.00 Flow length(FL) = 225.00 Travel time (Min.) = 47.85 TC(min.) = 57.87 Depth of flow = .27 (FL) Average Velocity = .08 (FL/Sec.) Channel flow top width = 27.29 (FL) Process from Point/Station 2.000 to Point/Station 3.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 1.466 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .41 Subarea Runoff(CFS) _ .27 Total Area(Acres) _ .55 Total Runoff(CFS) _ .56 TC(MIN) = 57.87 + + + ++++++++++++++ + H H 1 11 +++ +++++++ + + + ++++ ++++ + ++t++++ ++++i Process from Point/Station 3.000 to Point/Station 4.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 234.00 Downstream point elevation = 220.00 Flow length(Ft.) = 42.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .56 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .56 Normal flow depth in pipe = 1.47 (In.) Flow top width inside pipe = 6.20 (In.) Velocity = 12.657 (Ft/S) Travel time (Min.) _ .06 TC(min.) = 57.92 + +++ + + + + + + H r ++++ ++++ + + +++++++++++ + ++++++ + T,, r + + + +++ + + ++++ ++++ + +++ Process from Point/Station 4.000 to Point/Station 5.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 220.00 Downstream point elevation = 200.00 Flow length(FL) = 185.00 Mannings N = .015 No. of pipes = I Required pipe flow (CFS) _ .56 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) _ .56 Normal flow depth in pipe = 1.58 (In.) Flow top width inside pipe = 11.91 (In.) Velocity = 6.302 (Ft/S) Travel time (Min.) _ .49 TC(min.) = 58.41 ++++++++++++++++++++++++++++++++++++++++++++ + ++ + + + + + +++ + + ++ + +++ ++ + + + ++++ + ++ Process from Point/Station 4.000 to Point/Station 5.000 *** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 1.457 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .26 Subarea Runoff(CFS) = .17 Total Area(Acres) = .81 Total RunofT(CFS) = .73 TC(MIN) = 58.41 +++++ +++ ++ Process from Point/Station 4.000 to Point/Station 5.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 1.457 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 58.41 Rainfall intensity (in./hro = 1.46 Total flow area (Acres) = .81 Total runoff (CFS) at confluence point = .73 + +++ + +++i H H H H H H H! H11 !HHHHHHHHHHHHHH + +;rr + ++++ + ++ Process from Point/Station 6.000 to Point/Station 7.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 120.00 Highest Elevation = 279.00 Lowest Elevation = 235.00 Elevation Difference = 44.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.015 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5 )/(% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 377.00 ^.5 )/( 11.67 ^(I /3)])= 10.015 100.00 Year Rainfall Intensity(In./Hr.) = 4.545 Subarea(Acres) = .24 Subarea Runoff(CFS) = .49 Total Area(Acres) = .24 Total Runofl(CFS) = .49 TC(MIN) = 10.02 + + + + + +++ + +++ + + + + ++ + + TTT r +++++++++++++++++++ + + + +++ +++++ ++++ +++ +++++++ + + + + ++ Process from Point/Station 7.000 to Point/Station 8.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 235.00 Downstream point elevation = 234.00 Channel length thru subarea(Feet) = 190.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" = .330 Maximum depth of channel (Ft.) _ .50 Flow(Q) thru subarea(CFS) _ .49 Upstream point elevation = 235.00 Downstream point elevation = 234.00 Flow length(Ft) = 190.00 Travel time (Min.) = 33.14 TC(min.) = 43.16 Depth of flow = .32 (Ft) Average Velocity = .10 (Ft /Sec.) Channel flow top width = 32.37 (Ft) + + + ++ HHHHHHHHHHHHHH1 Process from Point/Station 7.000 to Point/Station 8.000 * ** SUBAREA FLOW ADDITION ►ss 100.00 Year Rainfall Intensity(In./Hr.) = 1.771 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .44 Subarea Runoff(CFS) = .35 Total Area(Acres) = .68 Total RunoMCFS) = .84 TC(MIN) = 43.16 +++++++++++++++++++ F++++ 1++++++ TT+++ ++++++++ ++++++++ ++++++ + + + + + + + +++++ +++ ++ Process from Point/Station 8.000 to Point/Station 5.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 234.00 Downstream point elevation = 200.00 Flow length(Ft) = 70.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = .84 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .84 Normal flow depth in pipe = 1.64 (In.) Flow top width inside pipe = 6.46 (In.) Velocity = 16.327 (Ft/S) Travel time (Min.) = .07 TC(min.) = 43.23 ++++++++++++++++++++++ Hill ++++++++++++++++++ + +++ + + + + + + + + +++++++++ + Hill + ++++ Process from Point/Station 8.000 to Point/Station 5.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** ---------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 1.770 ALONG THE MAIN STREAM NUMBER: I The flow values used for the stream: 2 are: Time of concentration(min.) = 43.23 Rainfall intensity (in./lir/) = 1.77 Total flow area (Acres) = .68 Total runoff (CFS) at confluence point = .84 Confluence information: Stream runoff Time Intensity Number (C. 3) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 .73 58.41 1.457 2 .84 43.23 1.770 QSMX(I) = +1.000* 1.000* .7) + .824* 1.000* .8) = 1.420 QSMX(2) _ +1.000* .740* .7) +1.000* 1.000* .8) = 1.380 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: .73 .84 Possible confluenced flow values are: 1.42 1.38 Individual Stream Area values are: .81 .68 Computed confluence estimates are: Runofff(CFS) = 1.42 Time(min.) = 58.413 Total main stream study area (Acres) = 1.49 +++++++++++++++++++++++++++++++++++ ++++ +++++++++++ + + + + + ++ ++ + ++ ++++ Process from Point/Station 5.000 to Point/Station 9.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 200.00 Downstream point elevation = 197.00 Flow length(Ft-) = 50.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 1.42 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 1.42 Normal flow depth in pipe = 2.83 (In.) Flow top width inside pipe = 15.49 (In.) Velocity = 6.811 (Ft/S) Travel time (Min.) _ .12 TC(min.) = 58.53 +++++++++++ i+++++++++ � ++++++ +++++++ + + +++++++ + +++++ +++ Process from Point/Station 5.000 to Point/Station 9.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 1.455 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .09 Subarea Runoff(CFS) _ .06 Total Area(Acres) = 1.58 Total Runoff(CFS) = 1.48 TC(MIN) = 58.53 + + + + ++ i ii i i r ++++++++++++++++++++++++++++ + + +++++++ + ++++++ + + + + + + + + + + +++ ++ Process from Point/Station 5.000 to Point/Station 9.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 1.455 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 58.53 M Rainfall intensity (in./hr/) = 1.46 Total flow area (Acres) = 1.58 Total runoff (CFS) at confluence point = 1.48 + ++++ +++ + + + + + + + ++ + + + +m, r+ Process from Point/Station 10.000 to Point/Station 11.000 * ** INITIAL AREA EVALUATION *" Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 80.00 Highest Elevation = 268.00 Lowest Elevation = 230.00 Elevation Difference = 38.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.003 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE TC = [1.8 *(1.1- .4500) *( 355.00 ^.5) /( 10.70 ^(1/3)1)= 10.003 100.00 Year Rainfall Intensity(In./Hr.) = 4.548 Subarea(Acres) _ .10 Subarea Runoff(CFS) _ .20 Total Area(Acres) _ .10 Total Runoff(CFS) _ .20 TC(MIN) = 10.00 ++++++++++++++++++++++++++++++++++++++++++++ + Process from Point/Station 11.000 to Point/Station 12.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME Upstream point elevation = 230.00 Downstream point elevation = 229.00 Channel length thnr subarea(Feet) = 160.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 2.000 Slope or "Z" of right channel bank = 100.000 Mannings "N" _ .033 Maximum depth of channel (FL) _ .50 Flow(Q) thru subarea(CFS) _ .20 Upstream point elevation = 230.00 Downstream point elevation = 229.00 Flow length(Ft) = 160.00 Travel time (Min.) = 5.79 TC(min.) = 15.79 Depth of flow = .09 (Ft.) Average Velocity = .46 (Ft. /Sec.) Channel flow top width = 9.52 (FL) ++++++++++++++++++++++++++++++++++++++++++++ + + +++ ++++++++ ++ + + + + + +++ + + + + + + ++ Process from Point/Station 11.000 to Point/Station 12.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.388 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .26 Subarea Runoff(CFS) _ .40 Total Area(Acres) _ .36 Total Runoff(CFS) _ .60 TC(M IN) = 15.79 Process from Point/Station 12.000 to Point/Station 9.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 229.00 Downstream point elevation = 197.00 Flow length(Ft.) = 64.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .60 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .60 Normal flow depth in pipe = 1.38 (In.) Flow top width inside pipe = 6.05 (In.) Velocity = 14.936 (Ft/S) Travel time (Min.) _ .07 TC(min.) = 15.86 + + + +++ ++,-, H H +; ++ + r, r +++ + +++ + + + + + + +++ + ++ + 7777 TTT + + + + + + +++ ++++ + + + ++ Process from Point/Station 12.000 to Point/Station 9.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * *' -------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(InJHr.) = 3.379 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 15.86 Rainfall intensity (in./hr/) = 3.38 Total flow area (Acres) _ .36 Total runoff (CFS) at confluence point = .60 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 1.48 58.53 1.455 2 .60 15.86 3.379 QSMX(1) _ +1.000* 1.000* 1.5) + .431 * 1.000* .6) = 1.738 QSMX(2) _ +1.000* .271* 1.5) +1.000 *1.000* .6) = 1.002 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 1.48 .60 Possible confluenced flow values are: 1.74 1.00 Individual Stream Area values are: 1.58 .36 Computed confluence estimates are: RunoTCFS) = 1.74 Time(min.) = 58.535 Total main stream study area (Acres) = 1.94 + + +++++ +++ +++++ +++++++++++ + +++ + +++++++ T+-#-TTTT ++++ +++++++ Process from Point/Station 9.000 to Point/Station 13.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 197.00 Downstream point elevation = 196.00 Flow length(FL) = 50.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 1.74 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 1.74 Normal flow depth in pipe = 4.07 (In.) Flow top width inside pipe = 18.02 (In.) Velocity = 4.918 (Ft/S) Travel time (Min.) = .17 TC(min.) = 58.70 + + ++++++ + ++++ + + ++TT+ + +++ : �++;+ + + + ++++ + + + + + ++++ + +++ + +++ +T;H +H H11 ++++ Process from Point/Station 9.000 to Point/Station 13.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(InJHr.) = 1.453 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .12 Subarea Runoff(CFS) _ .08 Total Area(Acres) = 2.06 Total Runoff(CFS) = 1.82 TC(MIN) = 58.70 ++++++ + + + + + + + +++++ + Hill ++++ + + ++++ + + + +1,1111+ Process from Point/Station 9.000 to Point/Station 13.000 * ** CONFLUENCE OF MAIN STREAMS * ** FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./I - Ir.) = 1.453 The flow values used for the stream: 1 are: Time of concentration(min.) = 58.70 Rainfall intensity (in./hr/) = 1.45 Total flow area (Acres) = 2.06 Total runoff (CFS) at confluence point = 1.82 Program is now starting with MAIN STREAM NO. 2 Process from Point/Station 14.000 to Point/Station 16.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 90.00 Highest Elevation = 278.00 Lowest Elevation = 240.00 Elevation Difference = 38.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.003 Min. TC = [1.8 *(I.1 -C) *DISTANCE ^ .5) /(% SLOPE^(1/3)] TC = [1.8 *(1.1- .4500) *( 355.00 ^.5 )/( 10.70^(1/3)))= 10.003 100.00 Year Rainfall Intensity(In./Hr.) = 4.548 Subarea(Acres) _ .13 Subarea Runoff(CFS) _ .27 Total Area(Acres) _ .13 Total Runoff(CFS) _ .27 TC(MIN) = 10.00 +++ +++ + + + + + +++ + + + + + +++ + + + +++ ++++ ++ Process from Point/Station 15.000 to Point/Station 16.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 241.00 Downstream point elevation = 240.00 Channel length thru subarea(Feet) = 70.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(t) thru subarea(CFS) _ .27 Upstream point elevation = 241.00 Downstream point elevation = 240.00 Flow length(Ft.) = 70.00 Travel time (Min.) = 1.74 TC(min.) = 11.74 Depth of flow = .09 (Ft.) Average Velocity = .67 (Ft. /Sec.) Channel flow top width = 9.00 (Ft.) +++++ HTTT,, + +++++++++++++ + + Hill + +++ +7777,-+ + + + + + +TT+ + + + + + + + + ++ Process from Point/Station 15.000 to Point/Station 16.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.102 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .29 Subarea Runoff(CFS) _ .54 Total Area(Acres) _ .42 Total Runoff(CFS) _ .80 TC(MIN) = 11.74 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +++ + +++ + + ++ + + + ++ + ++ Process from Point(Station 16.000 to Point/Station 17.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 235.00 Downstream point elevation = 232.60 Flow length(FL) = 117.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .80 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .80 Normal flow depth in pipe = 3.65 (In.) Flow top width inside pipe = 7.97 (In.) Velocity = 5.161 (Ft/S) Travel time (Min.) _ .38 TC(min.) = 12.12 + + +++ + + + + + ++ ++++++++++ + + + + ;'+�T +++++++r +++++++++ + ++++ Process from Point/Station 16.000 to Point/Station 17.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.019 Decimal Friction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .20 Subarea Runoff(CFS) _ .36 Total Area(Acres) _ .62 Total Runoff(CFS) = 1.16 TC(MIN) = 12.12 ++++++++ + +++ ++++++ + + +++ + + + +,+;r++ + + + + ++ Process from Point/Station 17.000 to Point/Station 18.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 232.60 Downstream point elevation = 210.00 Flow length(Ft.) = 76.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.16 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.16 Normal flow depth in pipe = 2.18 (In.) Flow top width inside pipe = 7.13 (In.) Velocity = 15.064 (Ft/S) Travel time (Min.) _ .08 TC(min.) = 12.20 ++++++++++++++++++++++++++++++++++++++++++++ ++ +++++++++ ++ + ++ ++ + + + + + + + + + ++++ Process from Point/Station 18.000 to Point/Station 19.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation= 210.00 Downstream point elevation = 208.00 Flow length(Ft.) = 35.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 1.16 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 1.16 Normal flow depth in pipe = 2.61 (In.) Flow top width inside pipe = 14.93 (In.) Velocity = 6.305 (Ft/S) Travel time (Min.) _ .09 TC(min.) = 12.30 ++++++++++++++++++++++++++++++++++++++++++++ + + ++++++ + + +++++ ++++++ + +++++ + + ++ Process from Point/Station 18.000 to Point/Station 19.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.981 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .06 Subarea Runoff(CFS) _ .11 Total Area(Acres) _ .68 Total Runoff CFS) = 1.27 TC(MIN) = 12.30 "r Process from Point/Station 18.000 to Point/Station 19.000 * ** CONFLUENCE OF MINOR STREAMS sss 100.00 Year Rainfall Intensity(In./Hr.) = 3.981 ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 12.30 Rainfall intensity (in./hr/) = 3.98 Total flow area (Acres) = .68 Total runoff (CFS) at confluence point = 1.27 +++++++++++++++++ ��TT, r++++ +++++++++++++++++++ + +++ + + +++++ + TTT + + + + ++++++ + + + + ++ Process from Point/Station 6.000 to Point/Station 20.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 140.00 Highest Elevation = 279.00 Lowest Elevation = 259.00 Elevation Difference = 20.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.014 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5Y(% SLOPE TC = [1.8'(1.1- .4500) *( 275.00 ^.5 )1( 7.27 ^(1 /3)])= 10.014 100.00 Year Rainfall Intensity(In.4k.) = 4.545 Subarea(Acres) = .22 Subarea Runoff(CFS) = .45 Total Area(Acres) = .22 Total Runoff(CFS) = .45 TC(MIN) = 10.01 ++ + + + ++++++++ + + + + +++ + + + + +TT,, r! Process from Point/Station 20.000 to Point/Station 21.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 254.00 Downstream point elevation = 224.00 Flow length(Ft.) = 150.00 Mannings N = .012 No. of pipes = I Required pipe flow (CFS) = .45 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .45 Normal flow depth in pipe = 1.50 (In.) Flow top width inside pipe = 6.25 (In.) Velocity = 9.927 (Ft/S) Travel time (Min.) = .25 TC(min.) = 10.27 ++++++++++++++++++++++++++++++++++++++++++++ + + ++ +++++ + + + + + + + + + + + + + + + + +++ + ++ Process from Point/Station 20.000 to P oint/Station 21.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.473 Decimal Fraction Soil Group A = .000 'e Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .35 Subarea Runoff(CFS) = .70 Total Area(Acres) = .57 Total Runoff(CFS) = 1.15 TC(MIN) = 10.27 Process from Point/Station 21.000 to Point/Station 22.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 224.00 Downstream point elevation = 222.70 Flow length(FL) = 61.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.15 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.15 Normal flow depth in pipe = 4.48 (In.) Flow top width inside pipe = 7.94 (In.) Velocity = 5.730 (Ft/S) Travel time (Min.) = .18 TC(min.) = 10.44 + + +++ T, T+ ++++++ + + + + + +++++ +++ +++++++++++ + + + ++++ Process from Point/Station 21.000 to Point/Station 22.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.424 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .17 Subarea Runoff(CFS) = .34 Total Area(Acres) = .74 Total Runoff(CFS) = 1.49 TC(MIN) = 10.44 ++ H,,++ + ++ ++++ ++++++++++++++++++++++++ ++++++++++ + +++ +++ + + + ++++ + + + + + ++ Process from Point/Station 22.000 to Point/Station 19.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 222.70 Downstream point elevation = 208.00 Flow lengdot) = 55.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.49 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.49 Normal flow depth in pipe = 2.55 (In.) Flow top width inside pipe = 7.46 (In.) Velocity = 15.564 (Ft/S) Travel time (Min.) = .06 TC(min.) = 10.50 ++++++++++++++++++++ Hill +++++++++++++++++ + + + + + +++ + + ++++++ + + + +++++ + + + +++ Process from Point/Station 22.000 to Point/Station 19.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.408 ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.50 Rainfall intensity (inJhr/) = 4.41 Total flow area (Acresl _ .74 Total runoff (CFS) at confluence point = 1.49 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ------------------------------------------------------------------------- 1 1.27 12.30 3.981 2 1.49 10.50 4.408 QSMX(1) _ +1.000* 1.000* 1.3) + .903* 1.000* 1.5) = 2.619 QSMX(2) _ +1.000* .854* 1.3) +1.000* 1.000* 1.5) = 2.578 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 1.27 1.49 Possible confluenced flow values are: 2.62 2.58 Individual Stream Area values are: .68 .74 Computed confluence estimates are: Runoff(CFS) = 2.62 Time(min.) = 12.296 Total main stream study area (Acres) = 1.42 +++++++++ ++ + + ++ rTrTTr- rT- r ++- I- ++H - + i++ Process from Point/Station 19.000 to Point/Station 13.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 208.00 Downstream point elevation = 196.00 Flow length(Ft) = 145.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 2.62 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 2.62 Normal flow depth in pipe = 3.52 (In.) Flow top width inside pipe = 16.98 (In.) Velocity = 9.153 (Ft/S) Travel time (Min.) _ .26 TC(min.) = 12.56 + + + + Tr; + +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +++ + + + + + + + + ++ Process from Point/Station 19.000 to Point/Station 13.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.927 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .20 Subarea Runoff(CFS) _ .35 Total Area(Acres) = 1.62 Total Runoff(CFS) = 2.97 TC(MIN) = 12.56 + + +++ + + + + + + + + + ++++ +,+Tr,-, , ++++++ + +++++ Process from Point/Station 19.000 to Point/Station 13.000 * ** CONFLUENCE OF MAIN STREAMS * ** * ** Compute Various Confluenced Flow Values * ** FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./Hr.) = 3.927 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.56 Rainfall intensity (indho = 3.93 Total flow area (Acres) = 1.62 Total runoff (CFS) at confluence point = 2.97 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------------------------------------------------------------------------- 1 1.82 58.70 1.453 2 2.97 12.56 3.927 QSMX(1) _ +1.000* 1.000* 1.8) + .370* 1.000* 3.0) = 2.916 QSMX(2) _ +1.000* .214* 1.8) +1.000* 1.000* 3.0) = 3.361 Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: 1.82 2.97 Possible confluenced flow values are: 2.92 3.36 Individual Stream Area values are: 2.06 1.62 --------------------------------------------- -- --- ------- --- ---- ----- - - - - --- Computed confluence estimates are: Runoff(CFS) = 3.36 Time(min.) = 12.561 Total main stream study area (Acres) = 3.68 ++++++ TT++++ TTT,-, r ++++++++++++++++++++++++ + + + + + + + + + +++++++ + + + +++ + + + + + + + ++ Process from Point/Station 83.000 to Point/Station 23.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 160.00 Highest Elevation = 287.00 Lowest Elevation = 269.00 Elevation Difference = 18.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.057 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5y( * /o SLOPE ^(1 /3)] TC = [1.8 *(1.1- .4500) *( 265.00 ^.5y( 6.79 ^(1 /3)])= 10.057 100.00 Year Rainfall Intensity(In./Hr.) = 4.533 Subarea(Acres) _ .28 Subarea Runoff(CFS) _ .57 Total Area(Acres) _ .28 Total Runoff(CFS) _ .57 TC(MIN) = 10.06 ++ ++++++++++ + + + +++;r ++++ + + + + ++++++++ + ++++++ Process from Point/Station 23.000 to Point/Station 24.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 264.00 Downstream point elevation = 235.00 Flow length(FL) = 120.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .57 Given pipe size (a) = 8.00 Calculated Individual Pipe flow (CFS) _ .57 Normal flow depth in pipe = 1.61 (In.) Flow top width inside pipe = 6.42 (In.) Velocity = 11.382 (Ft/S) Travel time (Min.) _ .18 TC(min.) = 10.23 + ++ +++++++++++++++++++++++ + Process from Point/Station 23.000 to Point/Station 24.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.482 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .42 Subarea Runoff(CFS) _ .85 Total Area(Acres) _ .70 Total Runoff(CFS) = 1.42 TC(MIN) = 10.23 ++++++++ i;:+ ++++++++++++++++++++++++++ + + ++ + + + + +++++++ + + + + + +++++++ ++++ Process from Point/Station 24.000 to Point/Stition 25.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 235.00 Downstream point elevation = 233.60 Flow length(FL) = 66.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.42 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.42 Normal flow depth in pipe = 5.14 (In.) Flow top width inside pipe = 7.67 (In.) Velocity = 5.984 (Ft/S) Travel time (Min.) _ .18 TC(min.) = 10.42 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++++ +++ + + + + + + + + + + + + + + ++ r ) Process from Point/Station 24.000 to Point/Station 25.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.431 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .22 Subarea Runoff(CFS) = .44 Total Area(Acres) = .92 Total Runoff(CFS) = 1.86 TC(MIN) = 10.42 Process from Point/Station 25.000 to Point/Station 26.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 233.60 Downstream point elevation = 223.00 Flow length(Ft) = 46.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.86 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.86 Normal flow depth in pipe = 2.98 (In.) Flow top width inside pipe = 7.74 (In.) Velocity = 15.675 (Ft/S) Travel time (Min.) = .05 TC(min.) = 10.47 +++6iiiiiiiiifiiiiiiiiiiiiiiiiiiiiiiii + + ++++ + + + +++ + +++ ++++++ + + + ++ Process from Point/Station 27.000 to Point/Station 29.000 * * * INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient =.4500 Initial Subarea Flow Dist = 90.00 Highest Elevation = 283.00 Lowest Elevation = 247.00 Elevation Difference = 36.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.017 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE^(1 /3)] TC = [1.8 *(1.1- .4500) *( 348.00 ^.5y( 10.34 ^(1 /3)j)= 10.017 100.00 Year Rainfall Intensity(In./Hr.) = 4.544 Subarea(Acres) = .16 Subarea Runoff(CFS) = .33 Total Area(Acres) = .16 Total Runoff(CFS) = .33 TC(MIN) = 10.02 + +++ +++ +++++ ++ r; i ++++++++++++ + Process from Point/Station 28.000 to Point/Station 29.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 248.00 Downstream point elevation = 247.00 Channel length thru subarea(Feet) = 70.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(Q) thru subarea(CFS) _ .33 Upstream point elevation = 248.00 Downstream point elevation = 247.00 Flow length(Ft) = 70.00 Travel time (Min.) = 1.65 TC(min.) = 11.67 Depth of flow = .10 (Ft) Average Velocity = .71 (Ft /Sec.) Channel flow top width = 9.72 (Ft) + + + + + + + ++ ++++ ++ + + ++ Process from Point/Station 28.000 to Point/Station 29.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.118 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .21 Subarea Runoff (CFS) _ .39 Total Area(Acres) _ .37 Total Runoff(CFS) _ .72 TC(MIN) = 11.67 + + + + ++++ + ++ +++++++++++++++ + ++ ++++ + ++++ + ++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 242.00 Downstream point elevation = 239.60 Flow length(Ft.) = 116.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .72 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .72 Normal flow depth in pipe = 3.42 (In.) Flow top width inside pipe = 7.92 (In.) Velocity = 5.027 (Ft/S) Travel time (Min.) _ .38 TC(min.) = 12.05 + + + + + + +++ + ++t + + ++ ++++++++++ + +++ + + + + + ++++ + + + + + + ++++ ++++ + + ++ Process from Point/Station 29.000 to Point/Station 30.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.033 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .21 Subarea Runoff(CFS) _ .38 Total Area(Acres) _ .58 Total RunoMCFS) = 1.10 TC(MIN) = 12.05 ++++++++++++++ Hill +++++++++++ ��rrT+++;-; + + + +++ + + + + + + +++ + +++ + + ++++ + + + + ++ Process from Point/Station 30.000 to Point/Station 31.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 239.60 Downstream point elevation = 218.00 Flow length(FL) = 56.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.10 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.10 Normal flow depth in pipe = 1.99 (In.) Flow top width inside pipe = 6.91 (In.) Velocity = 16.250 (FVS) Travel time (Min.) _ .06 TC(min.) = 12.11 ++ +++ + + + + + + + + ++++ + + + ++++++ +++ Process from Point/Station 32.000 to Point/Station 33.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 30.00 Highest Elevation = 354.00 Lowest Elevation = 340.00 Elevation Difference = 14.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.034 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5 )1(° /* SLOPE^(1 /3)] TC = [1.8 *(1.1- .4500) *( 239.00 ^.5y( 5.86 ^(1 /3)])= 10.034 100.00 Year Rainfall Intensity(In./Hr.) = 4.539 Subarea(Acres) _ .09 Subarea Runoff(CFS) _ .18 Total Area(Acres) _ .09 Total Runoff(CFS) _ .18 TC(MIN) = 10.03 +iiii iiii;;++++++ TTTTTi ii iiiii + ++++ +++ + + + + + + +++ + + + + +++ + r TTY -7777 T +++++++ Process from Point/Station 33.000 to Point/Station 34.000 * ** TRAPEZOIDALJRECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 340.00 Downstream point elevation = 339.00 Channel length thru subarea(Feet) = 220.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 2.000 Slope or "Z" of right channel bank = 100.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(Q) thru subarea(CFS) _ .18 Upstream point elevation = 340.00 Downstream point elevation = 339.00 Flow length(FL) = 220.00 Travel time (Min.) = 9.21 TC(min.) = 19.24 Depth of flow = .10 (FL) Average Velocity = .40 (Ft. /Sec.) Channel flow top width = 9.71 (FL) ++++++++++ HT+ �+ T +++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 33.000 to Point/Station 34.000 * ** SUBAREA FLOW ADDITION * ** s 100.00 Year Rainfall Intensity(InAir.) = 2.982 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .40 Subarea Runoff(CFS) = .54 Total Area(Acres) = .49 Total Runoff(CFS) = .72 TC(MIN) = 19.24 + + + + + + + + +++ Process from Point/Station 34.000 to Point/Station 35.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 335.00 Downstream point elevation = 332.00 Flow length(Ft.) = 293.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = .72 Given pipe size (In.) = 10.00 Calculated Individual Pipe flow (CFS) _ .72 Normal flow depth in pipe = 3.76 (In.) Flow top width inside pipe = 9.69 (In.) Velocity = 3.849 (Ft/S) Travel time (Min.) = 1.27 TC(min.) = 20.51 + + + ++ ++++++++++ + ++ +++ +++++ + +++ + + + + + +++++ + + + + ++ Process from Point/Station 34.000 to Point/Station 35.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.862 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .66 Subarea Runoff(CFS) _ .85 Total Area(Acres) = 1.15 Total Runoff(CFS) = 1.57 TC(MIN) = 20.51 ++++++++++++++ Tr++++ ++++++++++++++++++++++++ + + + + + +++ + + + + + + ++++ +++ +++ +++ + + ++ Process from Point/Station 35.000 to Point/Station 36.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 332.00 Downstream point elevation = 331.00 Flow length(FL) = 24.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.57 Given pipe size (In.) = 10.00 Calculated Individual Pipe flow (CFS) = 1.57 Normal flow depth in pipe = 3.92 (In.) Flow top width inside pipe = 9.76 (In.) Velocity = 7.931 (Ft/S) Travel time (Min.) = .05 TC(min.) = 20.56 ++++++++++++++++ T+ TT;-+ ++++++++++++++++++++++ + + + + + + + + + + +++ ++++++ + + +++ + + + + + ++ Process from Point/Station 36.000 to Point/Station 37.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 331.00 Downstream point elevation = 298.00 Flow lengdot.) = 400.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 1.57 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 1.57 Normal flow depth in pipe = 2.76 (In.) Flow top width inside pipe = 15.30 (In.) Velocity = 7.846 (Ft/S) Travel time (Min.) _ .85 TC(min.) = 21.41 + ++ + + + + + + + + + Process from Point/Station 36.000 to Point/Station 37.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.784 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .80 Subarea RunoMCFS) = 1.00 Total Area(Acres) = 1.95 Total Runoff(CFS) = 2.57 TC(MIN) = 21.41 ++++++ + + ++++ + + + + + + + ++++ +, r ++++ + + + + TTTrr + + + + ++ Process from Point/Station 36.000 to Point/Station 37.000 * ** CONFLUENCE OF MINOR STREAMS * ** ----------------------- -------- ----------- -- ---------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 2.784 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 21.41 Rainfall intensity (in./hr/) = 2.78 Total flow area (Acres) = 1.95 Total runoff (CFS) at confluence point = 2.57 ++++ + + +, HH + + + + ++ + + TTT rTT + +.++++ + + + + + + + + + + + + + ++++ + ++++ rTT +++ +++ + + + + + ++ Process from Point/Station 38.000 to Point/Sutlion 39.000 * * * INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 180.00 Highest Elevation = 334.00 Lowest Elevation = 325.00 Elevation Difference = 9.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.022 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE-(1/3)) TC = [1.8 *(1.1- .4500) *( 200.00 ^.5y( 4.50 ^(1 /3)))= 10.022 100.00 Year Rainfall Intensity(In./Hr.) = 4.543 Subarea(Acres) _ .18 Subarea Runoff(CFS) _ .37 Total Area(Acres) _ .18 Total Runoff(CFS) = .37 TC(MIN) = 10.02 Process from Point/Station 39.000 to Point/Station 37.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 325.00 Downstream point elevation = 298.00 Flow length(FL) = 250.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = .37 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) _ .37 Normal flow depth in pipe = 1.30 (In.) Flow top width inside pipe = 10.87 (In.) Velocity = 5.553 (Ft/S) Travel time (Min.) = .75 TC(min.) = 10.77 ++++ T,;+++ ++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + +++++ +++ + + Hill + + + ++ Process from Point/Station 39.000 to Point/Station 37.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.336 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .91 Subarea Runoff(CFS) = 1.78 Total Area(Acres) = 1.09 Total Runofl(CFS) = 2.14 TC(MIN) = 10.77 +++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + ++ + +++ +++++ H H 1 H + + + + +++ + + ++ Process from Point/Station 39.000 to Point/Station 37.000 * ** CONFLUENCE OF MINOR STREAMS * ** -------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 4.336 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.77 Rainfall intensity (in./hr/) = 4.34 Total flow area (Acres) = 1.09 Total runoff (CFS) at confluence point = 2.14 +++++++++++++ Hill ++++++++++++++++++++ +++ + +++++ + +++ ++++++++++++ + +++ ++ Process from Point/Station 38.000 to Point/SLltion 40.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Area Type is: RURAL(Greater than 1/2 Acre) Time of concentration computed by the Natural Watersheds nomograph, (App. X -A) TC = [11.9 *Length(Mi) ^3y(Elevation Change)] ^.385 *60(MIN/HR) Initial Subarea Flow Dist = 210.00 Highest Elevation = 334.00 Lowest Elevation = 306.00 Elevation Difference = 28.00 TC = [(11.9* .2822 * *3) /( 28.00)]* *..385 = 10.011 100.00 Year Rainfall Intensity(In./Hr.) = 4.546 Subarea(Acres) _ .20 Subarea Runoff(CFS) _ .41 Total Area(Acres) _ .20 Total Runoff(CFS) _ .41 TC(MIN) = 10.01 ++++++++++++ z+++++ +++++++++ + + +++++ + + + + + + + + + + +TTTT-r,- +H+ ++ ++++� ++++++ Process from Point/Station 40.000 to Point/Station 41.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 306.00 Downstream point elevation = 305.00 Channel length thru subarea(Feet) = 160.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(t) thru subarea(CFS) _ .41 Upstream point elevation = 306.00 Downstream point elevation = 305.00 Flow length(Ft) = 160.00 Travel time (Min.) = 4.86 TC(min.) = 14.88 Depth of flow = .12 (Ft) Average Velocity = .55 (Ft /Sec.) Channel flow top width = 12.34 (Ft) iiiTTTTT,r + + +++++ +iiiiii iii ..+++++++++ + + + +++ + + + +++++++++ Hill + + ++�+++ ++ Process from Point/Station 40.000 to Point/Station 41.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.521 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .37 Subarea Runoff(CFS) _ .59 Total Area(Acres) _ .57 Total Runoff(CFS) = 1.00 TC(MIN) = 14.88 + ++++ + + + +TTT + + + + +++ +++ +++ + " i ..+++++++++ + + + ++ +++ + +++ + + + + +++ + + + ++++ ++ + ++ Process from Point/Station 41.000 to Point/S4ation 37.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 300.00 Downstream point elevation = 298.00 Flow length(Ft.) = 34.00 Mannings N = .012 No. of pipes = I Required pipe flow (CFS) = 1.00 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.00 Normal flow depth in pipe = 3.08 (In.) Flow top width inside pipe = 7.78 (In.) l 1 1 Velocity = 8.046 (Ft/S) Travel time (Min.) _ .07 TC(min.) = 14.95 Process from Point/Station 41.000 to Point/Station 37.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** -------- -- ---------------------- -- ------ ---- -------------------------- 100.00 Year Rainfall Intensity(InAir.) = 3.511 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) = 14.95 Rainfall intensity (in./hr/) = 3.51 Total flow area (Acres) _ .57 Total runoff (CFS) at confluence point = 1.00 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 2.57 21.41 2.784 2 2.14 10.77 4.336 3 1.00 14.95 3.511 QSMX(1) _ +1.000 *1.000* 2.6) + .642* 1.000* 2.1) + .793* 1.000* 1.0) = 4.739 QSMX(2) _ +1.000* .503* 2.6) +1.000 *1.000* 2.1) +1.000* .721* 1.0) = 4.155 QSMX(3) _ +1.000* .698* 2.6) + .810* 1.000* 2.1) +1.000 *1.000* 1.0) = 4.527 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 2.57 2.14 1.00 Possible confluenced flow values are: 4.74 4.16 4.53 Individual Stream Area values are: 1.95 1.09 .57 Computed confluence estimates are: Runoff(CFS) = 4.74 Time(min.) = 21.413 Total main stream study area (Acres) = 3.61 ++++++++++++++++++++++ H+ hF+++++++++++++++++ + + +++ ++++++++ + + ++++++++ ++++++++ Process from Point/Station 37.000 to Point/Station 42.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 298.00 Downstream point elevation = 276.00 f r I Flow length(Ft.) = 205.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 4.74 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 4.74 Normal flow depth in pipe = 4.41 (In.) Flow top width inside pipe = 18.59 (In.) Velocity = 11.957 (Ft/S) Travel time (Min.) _ .29 TC(min.) = 21.70 ++ + + + + + + + + + + ++++++++ + + + + + + + + r T + Process from Point/Station 37.000 to Point/Suition 42.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In.4k.) = 2.760 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL ( lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .21 Subarea Runoff(CFS) _ .26 Total Area(Acres) = 3.82 Total Runoff(CFS) = 5.00 TC(MIN) = 21.70 T + ++ +++ + + + + + + + + + + ,+ T,1 +++ ++ Process from Point/Station 37.000 to Point/Station 42.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.760 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 21.70 Rainfall intensity (in./hr/) = 2.76 Total flow area (Acres) = 3.82 Total runoff (CFS) at confluence point = 5.00 +++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 45.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 60.00 Highest Elevation = 326.00 Lowest Elevation = 305.00 Elevation Difference = 21.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.002 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE ^(1 /3)] TC = [1.8 *(1.1- .4500) *( 280.00 ^.5) /( 7.50 ^(1 /3)])= 10.002 100.00 Year Rainfall Intensity(In./Hr.) = 4.549 Subarea(Acres) _ .07 Subarea Runoff(CFS) _ .14 Total Area(Acres) _ .07 Total Runoff(CFS) _ .14 TC(MIN) = 10.00 Process from Point/Station 44.000 to Point/Station 456000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 306.00 Downstream point elevation = 305.00 Channel length thnt subarea(Feet) = 70.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mmmings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(Q) thou subarea(CFS) _ .14 Upstream point elevation = 306.00 Downstream point elevation = 305.00 Flow length(Ft) = 70.00 Travel time (Min.) = 2.03 TC(min.) = 12.03 Depth of flow = .07 (Ft) Average Velocity = .57 (Ft /Sec.) Channel flow top width = 7.13 (Ft) i iiiiiiiiiiiiiiiiitllilllii jllslt ++++ Process from Point/Station 44.000 to Point/Station 45.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.037 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .21 Subarea Runoff(CFS) _ .38 Total Area(Acres) _ .28 Total Runoff(CFS) = 52 TC(MIN) = 12.03 + + + + + ++++++ +++++++++++++++++ + + + + ++++ +++ +H�++ + ++++ +++ + + + ++++ Process from Point/Station 45.000 to Point/Station 46.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 300.00 Downstream point elevation = 295.70 Flow length(Ft) = 140.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .52 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .52 Normal flow depth in pipe = 2.60 (In.) Flow top width inside pipe = 7.50 (In.) Velocity = 5.330 (FVS) Travel time (Min.) _ .44 TC(min.) = 12.47 ++++++++++++++++++++++++++++++++++++++++++++++++ +++ + + 1111T,rTT + +++++ + +++ + + +++ ++ Process from Point/Station 45.000 to Point/Station 46.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.945 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 i • l Decimal Fraction Soil Group D = 1.000 RURAL. (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .17 Subarea Runoff(CFS) _ .30 Total Area(Acres) _ .45 Total Runofl(CFS) _ .83 TC(MIN) = 12.47 + + + + + + + + + ;;,T „T Process from Point/Station 46.000 to Point/Station 42.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 295.70 Downstream point elevation = 276.00 Flow length(Ft.) = 89.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .83 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .83 Normal flow depth in pipe = 1.98 (In.) Flow top width inside pipe = 6.90 (In.) Velocity = 12.289 (Ft/S) Travel time (Min.) _ .12 TC(min.) = 12.59 Process from Point/Station 46.000 to Point/Station 42.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(InJHr.) = 3.921 ALONG THE MAIN STREAM NUMBER: I The flow values used for the stream: 2 are: Time of concentration(min.) = 12.59 Rainfall intensity (in./hr/) = 3.92 Total flow area (Acres) _ .45 Total runoff (CFS) at confluence point = .83 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ------------------------------------------------------------------------ 1 5.00 21.70 2.760 2 .83 12.59 3.921 QSMX(1) _ +1.000* 1.000* 5.0) + .704* 1.000* .8) = 5.581 QSMX(2) _ +1.000* .580* 5.0) +1.000* 1.000* .8) = 3.728 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.00 .83 Possible confluenced flow values are: 5.58 3.73 Individual Stream Area values are: 3.82 .45 Computed confluence estimates are: Runoft(CFS) = 5.58 Time(min.) = 21.698 Total main stream study area (Acres) = 4.27 TTTT + + + + + + + + + + +++ + Process from Point/Station 42.000 to Point/Station 47.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 276.00 Downstream point elevation = 272.00 Flow length(Ft.) = 40.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 5.58 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 5.58 Normal flow depth in pipe = 4.87 (In.) Flow top width inside pipe = 19.30 (In.) Velocity = 12.237 (FVS) Travel time (Min.) _ .05 TC(min.) = 21.75 ++++ + + + + + +++ Process from Point/Station 42.000 to Point/Station 47.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./fIr.) = 2.756 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .05 Subarea Runoff(CFS) _ .06 Total Area(Acres) = 4.32 Total Runoff(CFS) = 5.64 TC(MIN) = 21.75 + +++++++++ +++++ ++ +++ ++ +++++ HHHHHHHHHHHH1 +++++ Process from Point/Station 42.000 to Point/Station 47.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In.ft.) = 2.756 ALONG THE MAIN STREAM NUMBER: I The flow values used for the stream: 1 are: Time of concentration(min.) = 21.75 Rainfall intensity (in./hr/) = 2.76 Total flow area (Acres) = 4.32 Total runoff (CFS) at confluence point = 5.64 +iiiiiiiiiiiiiiiiiiiiiiiiiiiiiii + + + + + + + + + + + + + + + +++ ++ " T, , + +++ +++ + + + +++ + + + + + ++ Process from Point/Station 48.000 to Point/Station 49.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 170.00 Highest Elevation = 328.00 Lowest Elevation = 322.00 Elevation Difference = 6.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.019 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 170.00 ^.5) /( 3.53^(1/3)])= 10.019 100.00 Year Rainfall Intensity(In.4k.) = 4.544 Subarea(Acres) _ .21 Subarea Runoff(CFS) _ .43 Total Area(Acres) _ .21 Total Runoff(CFS) _ .43 TC(MIN) = 10.02 + + + + + + +. i i i i r, rrTr TTTTTT , r ++ Process from Point/Station 49.000 to Point/Station 50.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 317.00 Downstream point elevation = 297.00 Flow length(Ft-) = 120.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .43 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .43 Normal flow depth in pipe = 1.53 (In.) Flow top width inside pipe = 6.30 (In.) Velocity = 9.183 (Ft/S) Travel time (Min.) _ .22 TC(min.) = 10.24 +++++++ +++ + + + +++ +++ ++++++++ + + +++++++++ +++++++ + + + + + + +++++ ++ Process from Point/Station 49.000 to Point/Station 50.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.481 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .33 Subarea Runoff(CFS) _ .67 Total Area(Acres) _ .54 Total Runoff(CFS) = 1.09 TC(MIN) = 10.24 + ++++ + ++++ ++ + + + +++ ++++++++++ +++++++++++ + + +++++ + + + + + +++ +++++ Process from Point/Station 50.000 to Point/Station 51.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 297.00 Downstream point elevation = 295.30 Flow length(Ft.) = 85.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.09 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.09 Normal flow depth in pipe = 4.42 (In.) Flow top width inside pipe = 7.95 (In.) Velocity = 5.524 (Ft/S) Travel time (Min.) _ .26 TC(min.) = 10.49 ++ +++ + + + + + +++++++ 1111 1T+ TT +++++++++++++++++ + + + + + + + + +++ + + + + + + + + + + +++ + + + + + ++ Process from Point/Station 50.000 to Point/Station 51.000 * ** SUBAREA FLOW ADDITION ** 100.00 Year Rainfall Intensity(InJHr.) = 4.410 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .20 Subarea Runoff(CFS) = .40 Total Area(Acres) _ .74 Total Runoff(CFS) = 1.49 TC(MIN) = 10.49 ++++++++++++ + + + + + + + +++ + + + ++++++ + i i iTT,! i + + + + ++ Process from Point/Station 51.000 to Point/Station 47.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 295.30 Downstream point elevation = 272.00 Flow length(Ft.) = 87.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.49 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.49 Normal flow depth in pipe = 2.55 (In.) Flow top width inside pipe = 7.46 (In.) Velocity = 15.570 (Ft/S) Travel time (Min.) _ .09 TC(min.) = 10.59 Process from Point/Station 51.000 to Point/Station 47.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.385 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.59 Rainfall intensity (in./hr/) = 4.38 Total flow area (Acres) = .74 Total runoff (CFS) at confluence point = 1.49 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -------°---------------------------------------------------------------- 1 5.64 21.75 2.756 2 1.49 10.59 4.385 QSMX(1) = +1.000* 1.000* 5.6) + .628* 1.000* 1.5) = 6.581 QSMX(2) = +1.000* .487* 5.6) +1.000* 1.000* 1.5) = 4.238 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 5.64 1.49 Possible confluenced flow values are: 6.58 4.24 Individual Stream Area values are: 4.32 .74 Computed confluence estimates are: Runoff(CFS) = 6.58 Time(min.) = 21.753 Total main stream study area (Acres) = 5.06 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii + +++ + + + ++ +++++++++ Process from Point/Station 47.000 to Point/Station 52.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) ' ** Upstream point elevation = 272.00 Downstream point elevation = 262.00 Flow length(FL) = 130.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 6.58 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 6.58 Normal flow depth in pipe = 5.64 (In.) Flow top width inside pipe = 20.35 (In.) Velocity = 11.699 (Ft/S) Travel time (Min.) = .19 TC(min.) = 21.94 +++t +++++ + + + + + + + + + + + ++t+++++ ++++ ++ Process from Point/Station 47.000 to Point/Station 52.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.741 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .27 Subarea Runoff(CFS) _ .33 Total Area(Acres) = 5.33 Total Runoff(CFS) = 6.91 TC(M1N) = 21.94 +iii ii+ iiii+;;; i++ TT+ +++++ + +TTTT+ + + + + + + + + + + + + + +,T + + HHHH ++++ + + ++ + + + ++ Process from Point/Station 47.000 to Point/Station 52.000 * ** CONFLUENCE OF MINOR STREAMS * ** ------------------------------------------------------------------------ 100.00 Year Rainfall Intensity(In./Hr.) = 2.741 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 21.94 Rainfall intensity (in./hr/) = 2.74 Total flow area (Acres) = 5.33 Total runoff (CFS) at confluence point = 6.91 ++++++ TT, rTT +++++++++ Hill ++++++++++++++++++++ + + + + + + + +++ +++ + +++++++ +++++ + + + ++ Process from Point/Station 53.000 to Point/Suition 54.000 * * * INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 100.00 Highest Elevation = 326.00 Lowest Elevation = 302.00 Elevation Difference = 24.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.020 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^ .5y(% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 296.00 ^.5)/( 8.11 ^(1 /3)])= 10.020 100.00 Year Rainfall Intensity(In./Hr.) = 4.543 Subarea(Acres) _ .14 Subarea Runofl(CFS) _ .29 Total Area(Acres) _ .14 Total Runofl(CFS) _ .29 TC(MIN) = 10.02 +++++ ++++++++ + + + + + + + + + + +++.Hil + +++++T��TT,-rH + +H ++ Process from Point/Station 84.000 to Point/Station 54.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 303.00 Downstream point elevation = 302.00 Channel length thru subarea(Feet) = 70.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(t) thru subarea(CFS) _ .29 Upstream point elevation = 303.00 Downstream point elevation = 302.00 Flow length(Ft.) = 70.00 Travel time (Min.) = 1.71 TC(min.) = 11.73 Depth of flow = .09 (Ft) Average Velocity = .68 (Ft /Sec.) Channel flow top width = 9.24 (Ft) +++++++ TT +TT + + + + + + + +++ + +++ Process from Point/Station 84.000 to Point/Station 54.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.105 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff' coefficient = .4500 Subarea(Acres) _ .21 Subarea Runoff(CFS) _ .39 Total Area(Acres) _ .35 Total Runofl(CFS) _ .67 TC(MIN) = 11.73 ++++++++++++++++++++++++++++++++++++++++++++ ++ +++++++++++++++ +++++++++++ + ++ Process from Point/Station 54.000 to Point/Station 55.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 297.00 Downstream point elevation = 293.30 Flow length(Ft.) = 119.00 Marmings N = .012 No. of pipes = 1 Required pipe flow (CFS) = .67 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .67 Normal flow depth in pipe = 2.96 (In.) Flow top width inside pipe = 7.73 (In.) Velocity = 5.738 (Ft/S) Travel time (Min.) = .35 TC(min.) = 12.07 +++++++++ +++++ + ++++ + + +++++++ + + +++ + + + + ++ Process from Point/Station 54.000 to Point/Station 55.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.029 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) = .17 Subarea RunoTCFS) = .31 Total Area(Acres) = .52 Total RunoMCFS) = .98 TC(MIN) = 12.07 + + + + + + + + + + + + + + + ;;+;T + ++ + + ++ ++ Process from Point/Station 55.000 to Point/Station 52.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) ss» Upstream point elevation = 293.30 Downstream point elevation = 262.00 Flow length(Ft) = 75.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = .98 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .98 Normal flow depth in pipe = 1.84 (In.) Flow top width inside pipe = 6.74 (In.) Velocity = 16.186 (Ft/S) Travel time (Min.) = .08 TC(min.) = 12.15 Process from Point/Station 55.000 to Point/Station 52.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.012 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 12.15 Rainfall intensity (in./hr/) = 4.01 Total flow area (Acres) = .52 Total runoff (CFS) at confluence point = .98 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 6.91 21.94 2.741 2 .98 12.15 4.012 QSMX(1) _ +1.000 *1.000* 6.9) + .683* 1.000* 1.0) = 7.585 QSMX(2) _ +1.000* .554* 6.9) +1.000 *1.000* 1.0) = 4.812 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 6.91 .98 Possible confluenced flow values are: 7.58 4.81 Individual Stream Area values are: 5.33 .52 Computed confluence estimates are: Runoff(CFS) = 7.58 Time(min.) = 21.938 Total main stream study area (Acres) = 5.85 ,777777 i i i i j i i i i i i i i i i i i i i r L 1 i 14 + + + + + + + + +, TTT + + + + +++ +++++ ++77777,+ + ++ Process from Point/Station 52.000 to Point/Station 56.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 262.00 Downstream point elevation = 261.00 Flow length(Ft) = 60.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 7.58 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 7.58 Normal flow depth in pipe = 9.01 (In.) Flow top width inside pipe = 23.24 (In.) Velocity = 7.042 (Ft/S) Travel time (Min.) _ .14 TC(min.) = 22.08 +++++++ + + TTT+ +H H! HHHHHH ++++++++++++ + +++++++++ + + + +++ + + + + +++ + +++ + + ++ Process from Point/Station 52.000 to Point/Station 56.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./1Ir.) = 2.729 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .11 Subarea Runof (CFS) _ .14 Total Area(Acres) = 5.96 Total Runoff(CFS) = 7.72 TC(MIN) = 22.08 + +1114++ T+++ +++++++++++++++++++++++++++++++ + + +++++++++ + + + +++++++ ++++++++ Process from Point/Station 52.000 to Point/Station 56.000 * ** CONFLUENCE OF MINOR STREAMS * ** ------------------------------------------------ ------- -------------- - - - --- 100.00 Year Rainfall Intensity(In./Hr.) = 2.729 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: I are: Time of concentration(min.) = 22.08 Rainfall intensity (in./hr/) = 2.73 Total flow area (Acres) = 5.96 Total runoff (CFS) at confluence point = 7.72 ++++ + ++++ + TT+ +++ +,r1!1!1 +++++++ ++ + + ++ Process from Point/Station 57.000 to Point/Station 58.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 170.00 Highest Elevation = 312.00 Lowest Elevation = 306.00 Elevation Difference = 6.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.019 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5 )/( * /* SLOPE- (1 /3)] TC = [1.8 *(1.1- .4500) *( 170.00 ^.5)/( 3.53 ^(1 /3)])= 10.019 100.00 Year Rainfall Intensity(In./Hr.) = 4.544 Subarea(Acres) _ .24 Subarea Runoff(CFS) _ .49 Total Area(Acres) _ .24 Total Runoff(CFS) _ .49 TC(MIN) = 10.02 +++ +++ ++++ + + ++ HHHHHHHHHHHi +++++++ + +++++ Process from Point/Station 58.000 to Point/Station 59.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 301.00 Downstream point elevation = 282.00 Flow length(Ft) = 80.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .49 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .49 Normal flow depth in ;: ?e = 1.50 (In.) Flow top width inside pipe = 6.25 (In.) Velocity = 10.818 (Ft/S) Travel time (Min.)_ .12 TC(min.) = 10.14 + TTTTT+ T +++++++++++++++++++++++++++++++++++ + +++++ + + + + + + + + +++ + + + + + + ++++ + + ++ Process from Point/Station 58.000 to Point/Station 59.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.508 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .26 Subarea RunoTCFS) _ .53 Total Area(Acres) _ .50 Total Runoff(CFS) = 1.02 TC(MIN) = 10.14 + + + + + + + + + Process from Point/Station 59.000 to Point/Station 60.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 282.00 Downstream point elevation = 279.60 Flow length(FL) = 116.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.02 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.02 Normal flow depth in pipe = 4.19 (In.) Flow top width inside pipe = 7.99 (In.) Velocity = 5.499 (Ft/S) Travel time (Min.) _ .35 TC(min.) = 10.49 . . . . . . . . . . . i 1 1 1 1 1 +++F++ Process from Point/Station 59.000 to Point/Station 60.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In.4k.) = 4.410 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff' coefficient = .4500 Subarea(Acres) = .25 Subarea Runoff(CFS) = .50 Total Area(Acres) = .75 Total Runoff(CFS) = 1.51 TC(MIN) = 10.49 +++++ ++++++++ ++++ +++++ +++++ + + + ++++ + +++ +++ + ++ Process from Point/Station 60.000 to Point/Station 56.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 279.60 Downstream point elevation = 261.00 Flow length(FL) = 56.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.51 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.51 Normal flow depth in pipe = 2.43 (In.) Flow top width inside pipe = 7.36 (In.) Velocity = 16.892 (Ft/S) Travel time (Min.) = .06 TC(min.) = 10.55 +++++++++++++++++++++++++++++++++++++++++++++ + + ++++++ + + + + + + +++ + HTT + + + +++ + + ++ Process from Point/Station 60.000 to Point/Station 56.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** -------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In.4k.) = 4.395 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.55 Rainfall intensity (in./hr/) = 4.39 Total flow area (Acres) _ .75 Total runoff (CFS) at confluence point = 1.51 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 7.72 22.08 2.729 2 1.51 10.55 4.395 QSMX(1) _ +1.000* 1.000* 7.7) +.621 *1.000* 1.5) = 8.660 QSMX(2) _ +1.000* .478* 7.7) +1.000* 1.000* 1.5) = 5.203 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 7.72 1.51 Possible confluenced flow values are: 8.66 5.20 Individual Stream Area values are: 5.96 .75 Computed confluence estimates are: RunoTCFS) = 8.66 Time(min.) = 22.080 Total main stream study area (Acres) = 6.71 + ++++++++++++++++ + + + + + +++++ ++ ++ +++++++ + +++++++ Process from Point/Station 56.000 to Point/Station 61.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 261.00 Downstream point elevation = 258.00 Flow length(FL) = 130.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 8.66 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 8.66 Normal flow depth in pipe = 8.86 (In.) Flow top width inside pipe = 23.16 (In.) Velocity = 8.215 (Ft/S) Travel time (Min.) _ .26 TC(min.) = 22.34 ++++++++++++++++++++++++++++++++++++++++++++ ++++++ + ++++ + + + +++++ ++++++++++++ Process from Point/Station 56.000 to Point/Station 61.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.709 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .15 Subarea Runoff(CFS) _ .18 Total Area(Acres) = 6.86 Total Runofl(CFS) = 8.84 TC(MIN) = 22.34 ' + + + + ++ + +++ -i i i i - r +++ + ' Process from Point/Station 56.000 to Point/Station 61.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.709 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.34 Rainfall intensity (in./hr/) = 2.71 Total flow area (Acres) = 6.86 Total runoff (CFS) at confluence point = 8.84 Process from Point/Station 62.000 to Point/Station 63.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 60.00 Highest Elevation = 307.00 Lowest Elevation = 288.00 Elevation Difference = 19.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.001 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5 )/(% SLOPE^(1/3)] TC = [1.8 *(1.1- .4500) *( 269.00 ^.5y( 7.06^(1/3)])= 10.001 100.00 Year Rainfall Intensity(In./Hr.) = 4.549 Subarea(A-res) _ .06 Subarea Runoff(CFS) _ .12 Total Area(Acres) _ .06 Total Runoff(CFS) _ .12 TC(MIN) = 10.00 +++++++++ ++ + + + + + + + +++ + + +T,,�r +++++ + +++ + ,+, H + Process from Point/Station 63.000 to Point/Station 64.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 288.00 Downstream point elevation = 287.00 Channel length thru subarea(Feet) = 140.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 2.000 Slope or "Z" of right channel bank = 100.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(t) thru subarea(CFS) _ .12 Upstream point elevation = 288.00 Downstream point elevation = 287.00 Flow length(Ft) = 140.00 Travel time (Min.) = 5.47 TC(min.) = 15.47 Depth of flow = .08 (Ft.) Average Velocity = .43 (Ft. /Sec.) Channel flow top width = 7.66 (Ft) ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + Hill + + + ++++++ + + + + + + + ++ Process from Point/Station 63.000 to Point/Station 64.000 * ** SUBAREA FLOW ADDITION * *s 100.00 Year Rainfall Intensity(InJHr.) = 3.433 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .27 Subarea Runoff(CFS) _ .42 Total Area(Acres) _ .33 Total Runoff(CFS) _ .54 TC(MIN) = 15.47 Process from Point/Station 64.000 to Point/Station 61.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 282.00 Downstream point elevation = 258.00 Flow length(FL) = 70.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) _ .54 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .54 Normal flow depth in pipe = 1.44 (In.) Flow top width inside pipe = 6.14 (In.) Velocity = 12.667 (Ft/S) Travel time (Min.) _ .09 TC(min.) = 15.56 Process from Point/Station 64.000 to Point/Station 61.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.420 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 15.56 Rainfall intensity (in./ho = 3.42 Total flow area (Acres) _ .33 Total runoff (CFS) at confluence point = .54 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ---------------------------------------------------------------------------- 1 8.84 22.34 2.709 2 .54 15.56 3.420 QSMX(1) _ +1.000* 1.000* 8.8) +.792 *1.000* .5) = 9.271 QSMX(2) _ +1.000* .697* 8.8) +1.000* 1.000* .5) = 6.699 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 8.84 .54 Possible confluenced flow values are: 9.27 6.70 Individual Stream Area values are: 6.86 .33 Computed confluence estimates are: Runofl(CFS) = 9.27 Time(min.) = 22.344 Total main stream study area (Acres) = 7.19 Process from Point/Station 61.000 to Point/Station 65.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 258.00 Downstream point elevation = 254.00 Flow length(FL) = 45.00 Mannings N = .015 No. of pipes = I Required pipe flow (CFS) = 9.27 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 9.27 Normal flow depth in pipe = 6.46 (In.) Flow top width inside pipe = 21.29 (In.) Velocity = 13.599 (Ft/S) Travel time (Min.) _ .06 TC(min.) = 22.40 ....+ + + + + + + + + +,,, +++ + +++;! + Process from Point/Station 61.000 to Point/Station 65.000 * ** CONFLUENCE OF MINOR STREAMS * ** ---------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 2.704 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.40 Rainfall intensity (in./hr/) = 2.70 Total flow area (Acres) = 7.19 Total runoff (CFS) at confluence point = 9.27 + " H i i , TT+ + TT, , r H H +,-Tr, ,-T,-+ + + + + + + + + + + + Process from Point/Station 62.000 to Point/Station 67.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 80.00 Highest Elevation = 310.00 Lowest Elevation = 290.00 Elevation Difference = 20.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.014 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 275.00 ^.5 )/( 7.27 ^(1 /3)])= 10.014 100.00 Year Rainfall Intensity(In./Hr.) = 4.545 Subarea(Acres) _ .15 Subarea Runoff(CFS) _ .31 Total At*Acres) _ .15 Total Runoff(CFS) _ .31 TC(MIN) = 10.01 + + + + + + ++ ++ + + ++ Process from Point/Station 67.000 to Point/Station 65.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 290.00 Downstream point elevation = 254.00 Flow length(Ft) = 230.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) _ .31 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) _ .31 Normal flow depth in pipe = 1.10 (In.) Flow top width inside pipe = 10.02 (In.) Velocity = 5.979 (Ft/S) Travel time (Min.) _ .64 TC(min.) = 10.66 + +++++++ + + + + + + + +++ + + + + + + + + + + + + + + + ++++ ++ Process from Point/Station 67.000 to Point/Station 65.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.367 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .26 Subarea Runoff(CFS) _ .51 Total Area(Acres) _ .41 Total Runoff(CFS) _ .82 TC(MIN) = 10.66 ++++++++++++++++++++++ + + + ,+ T,.-H + + + + +++++++ ++++ +++ + ++ Process from Point/Station 67.000 to Point/Station 65.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.367 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.66 Rainfall intensity (in./hr/) = 4.37 Total flow area (Acres) _ .41 Total runoff (CFS) at confluence point = .82 ++ + +++ +++ ++++++++ ++ ++ + + ++ + + + + ++ +++ ++++f+ +++++ Process from Point/Station 66.000 to Point/Station 68.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Area Type is: RURAL(Greater than 1/2 Acre) Time of concentration computed by the Natural Watersheds nomograph, (App. X -A) TC = [11.9 *Length(Mir3) 1(Elevation Change)] ^.385 *60(MIN/HR) Initial Subarea Flow Dist = 220.00 Highest Elevation = 302.00 Lowest Elevation = 259.00 Elevation Difference = 43.00 TC = [(11.9* .3258 * *3)1( 43.00)]* *..385 = 10.017 100.00 Year Rainfall Intensity(In./Hr.) = 4.544 Subarea(Acres) _ .31 Subarea Runofl(CFS) _ .63 Total Area(Acres) = 31 Total Runoff(CFS) _ .63 TC(MIN) = 10.02 +++++++++++ ++ + + + + + + + + + ++++ ++ ++ ++++ Process from Point/Station 68.000 to Point/Station 70.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 259.00 Downstream point elevation = 258.00 Channel length thru subarea(Feet) = 90.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(l) thru subarea(CFS) _ .63 Upstream point elevation = 259.00 Downstream point elevation = 258.00 Flow length(Ft) = 90.00 Travel time (Min.) = 1.98 TC(min.) = 12.00 Depth of flow = .13 (Ft) Average Velocity = .76 (Ft /Sec.) Channel flow top width = 13.06 (Ft) +++++ f + ++++ ++++++++++++++ + + + + + + + + + +++ +++++++ Process from Point/Station 68.000 to Point/Station 70.000 * * * SUBAREA FLOW ADDITION 100.00 Year Rainfall Intensity(In./Hr.) = 4.045 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff' coefficient = .4500 Subarea(Acres) _ .30 Subarea Runoff(CFS) _ .55 Total Area(Acres) _ .61 Total Runoff(CFS) = 1.18 TC(M IN) = 12.00 +++++++++++++++++++++++ + +++ +++++ ++ ++ +++++++++++++++ +++ Process from Point/Station 70.000 to Point/Station 65.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 256.00 Downstream point elevation = 254.00 Flow length(Ft.) = 20.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.18 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.18 Normal flow depth in pipe = 2.92 (In.) Flow top width inside pipe = 7.70 (In.) Velocity = 10.222 (Ft/S) Travel time (Min.) _ .03 TC(min.) = 12.03 Process from Point/Station 70.000 to Point/Station 65.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In./Hr.) = 4.038 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 3 are: Time of concentration(min.) = 12.03 Rainfall intensity (in./hr/) = 4.04 Total flow area (Acres) _ .61 Total runoff (CFS) at confluence point = 1.18 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 9.27 22.40 2.704 2 .82 10.66 4.367 3 1.18 12.03 4.038 QSMX(1) _ +1.000 *1.000* 9.3) + .619* 1.000* .8) +.670 *1.000* 1.2) = 10.567 QSMX(2) _ +1.000* .476* 9.3) +1.000* 1.000* .8) +1.000* .886* 1.2) = 6.273 QSMX(3) _ +1.000* .537* 9.3) +.925 *1.000* .8) +1.000 *1.000* 1.2) = 6.915 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 9.27 .82 1.18 Possible confluenced flow values are: 10.57 6.27 6.91 Individual Stream Area values are: 7.19 .41 .61 Computed confluence estimates are: Runoff(CFS) = 10.57 Time(min.) = 22.399 Total main stream study area (Acres) = 8.21 i i r;+ +++ + + ++++++ ++ +++++++ ri ++++++++++++ + + + + + ++++ + + + + + +++ + + ++++++ + + + + ++ Process from Point/Station 65.000 to Point/Station 71.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 254.00 Downstream point elevation = 230.00 Flow length(Ft.) = 225.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 10.57 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 10.57 Normal flow depth in pipe = 6.60 (In.) Flow top width inside pipe = 21.43 (In.) Velocity = 15.071 (Ft/S) Travel time (Min.) _ .25 TC(min.) = 22.65 + + + + + + + + +++ + +;- rTTTTT Process from Point/Station 65.000 to Point/Station 71.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./IIr.) = 2.685 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .15 Subarea Runoff(CFS) _ .18 Total Area(Acres) = 8.36 Total Runoff(CFS) = 10.75 TC(MIN) = 22.65 +++F+++ + ++ + + + + ++ + ++ Process from Point/Station 65.000 to Point/Station 71.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.685 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.65 Rainfall intensity (in./hr/) = 2.69 Total flow area (Acres) = 8.36 Total runoff (CFS) at confluence point = 10.75 ++++++++++++++++ + +++++++ + + + + ++ + +++++ +++++++ ++++ Process from Point/Station 72.000 to Point/Station 73.000 * ** INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist. = 50.00 Highest Elevation = 283.00 Lowest Elevation = 259.00 Elevation Difference = 24.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 10.020 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^.5 )/( *% SLOPE-(1/3)] TC = [1.8 *(1.1- .4500) *( 296.00 ^.5 )/( 8.11 ^(1 /3)])= 10.020 100.00 Year Rainfall Intensity(In./Hr.) = 4.543 Subarea(Acres) _ .06 Subarea Runoff(CFS) _ .12 Total Area(Acres) _ .06 Total Runoff(CFS) _ .12 TC(MIlN) = 10.02 + + + + + + ++ ++777777 + + Process from Point/Station 73.000 to Point/Station 74.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME sss Upstream point elevation = 259.00 Downstream point elevation = 258.00 Channel length thru subarea(Feet) = 160.00 Channel base(Feet) _ .00 Slope or "Z" of Ic8 channel bank = 2.000 Slope or "Z" of right channel bank = 100.000 Mannings "N" _ .033 Maximum depth of channel (Ft.) _ .50 Flow(Q) thru subarea(CFS) _ .12 Upstream point elevation = 259.00 Downstream point elevation = 258.00 Flow length(Ft.) = 160.00 Travel time (Min.) = 6.58 TC(min.) = 16.60 Depth of flow = .08 (Ft.) Average Velocity = .41 (FL/Sec.) Channel flow top width = 7.86 (Ft.) + + + + +++ +++++ Process from Point/Station 73.000 to Point/Station 74.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.281 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .30 Subarea Runoff(CFS) _ .44 Total Area(Acres) _ .36 Total Runoff(CFS) _ .57 TC(MIN) = 16.60 ++++++++T+; +++ 1 1 1 1 1 1 1 1 1 1 1 +++ + + + + + +++++++++ ++++ ++++++ + + ++ Process from Point/Station 74.000 to Point/Station 71.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 253.00 Downstream point elevation = 230.00 Flow length(FL) = 62.00 Mannings N = .012 No. of pipes = I Required pipe flow (CFS) _ .57 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) _ .57 Normal flow depth in pipe = 1.44 (In.) Flow top width inside pipe = 6.15 (In.) Velocity = 13.208 (Ft/S) Travel time (Min.) _ .08 TC(min.) = 16.68 ++++++ + + + + + + + + +++ +++ + + +++ ++++ + +++ HH ++ Process from Point/Station 74.000 to Point/Station 71.000 * ** CONFLUENCE OF MINOR STREAMS * ** * ** Compute Various Confluenced Flow Values * ** 100.00 Year Rainfall Intensity(In.ak.) = 3.271 ALONG THE MAIN STREAM NUMBER 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 16.68 Rainfall intensity (in./hr/) = 3.27 Total flow area (Acres) _ .36 Total runoff (CFS) at confluence point = .57 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 10.75 22.65 2.685 2 .57 16.68 3.271 QSMX(1) _ +1.000 *1.000* 10.7) +.821 *1.000* .6) = 11.213 QSMX(2) _ +1.000* .736* 10.7) +1.000 *1.000* .6) = 8.480 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 10.75 .57 Possible confluenced flow values are: 11.21 8.48 Individual Stream Area values are: 8.36 .36 Computed confluence estimates are: Runoff(CFS) = 11.21 Time(min.) = 22.648 Total main stream study area (Acres) = 8.72 ++44 11111111111111111111illillilliiiI +++++++++++ +++ + + + + + ++++++++++ + + + + +++ + + ++++ Process from Point/Station 71.000 to Point/Station 75.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 230.00 Downstream point elevation = 224.00 Flow length(Ft.) = 60.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 11.21 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 11.21 Normal flow depth in pipe = 6.91 (In.) Flow top width inside pipe = 21.74 (In.) Velocity = 14.979 (Ft/S) Travel time (Min.) _ .07 TC(min.) = 22.71 ... HH +++++++++++++ + + + + + + + + + + + + + + + + ++++ +++ +++ +++ ++ + HT +++++ Process from Point/Station 71.000 to Point/Station 75.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In.4k.) = 2.680 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (Iota > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .12 Subarea Runoff(CFS) _ .14 Total Area(Acres) = 8.84 Total Runofl(CFS) = 11.36 TC(MQN) = 22.71 Process from Point/Station 75.000 to Point/Station 77.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) * ** Upstream point elevation = 224.00 Downstream point elevation = 204.00 Flow length(Ft) = 190.00 Mannings N = .015 No. of pipes = 1 Required pipe flow (CFS) = 11.36 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 11.36 Normal flow depth in pipe = 6.87 (In.) Flow top width inside pipe = 21.69 (In.) Velocity = 15.310 (Ft/S) Travel time (Min.) _ .21 TC(min.) = 22.92 + +++ + + + + ++++++++++++++++ Process from Point/Station 75.000 to Point/Station 77.000 * ** SUBAREA FLOW ADDITION * ** 100.00 Year Rainfall Intensity(In./Hr.) = 2.664 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .22 Subarea Runoff (CFS) _ .26 Total Area(Acres) = 9.06 Total Runoff(CFS) = 11.62 TC(MIN) = 22.92 +++++++++++++++ +++++++ + ++++++++++ + ++ + + + + + + ++++ HHHHHHH1 +++++++++ +++++ Process from Point/Station 75.000 to Point/Station 77.000 * ** CONFLUENCE OF MINOR STREAMS * ** 100.00 Year Rainfall Intensity(In.4k.) = 2.664 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.92 Rainfall intensity (in./hr/) = 2.66 Total flow area (Acres) = 9.06 Total runoff (CFS) at confluence point = 11.62 ++++++++++++++++++++++++++ ++++++ + + + + + + + + + + + + + +++++ +++++++ + , rte + + ++++ + TTTTTT Process from Point/Station 78.000 to Point/Station 79.000 * * * INITIAL AREA EVALUATION Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Area Type is: RURAL(Greater than 1/2 Acre) Time of concentration computed by the Natural Watersheds nomograph, (App. X -A) TC = [11.9 *Length(Mi) ^3y(Elevation Change)] ^.385 *60(MIN/HR) Initial Subarea Flow Dist. = 260.00 Highest Elevation = 300.00 Lowest Elevation = 248.00 Elevation Difference = 52.00 TC = [(11.9* .3466 * *3y( 52.00)]* *..385 = 10.001 100.00 Year Rainfall Intensity(In./Hr.) = 4.549 Subarea(Acres) _ .36 Subarea Runoff(CFS) _ .74 Total Area(Acres) _ .36 Total Runofl(CFS) _ .74 TC(MIN) = 10.00 +++++++++++++++ + + Hill + + +++ + + +++ + + + TTTTTT,--r + ++ Process from Point/Station 79.000 to Point/Station 80.000 * ** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME * ** Upstream point elevation = 248.00 Downstream point elevation = 247.00 Channel length thru subarea(Feet) = 140.00 Channel base(Feet) _ .00 Slope or "Z" of left channel bank = 100.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" _ .033 Maximum depth of channel (FL) _ .50 Flow(t) thru subarea(CFS) _ .74 Upstream point elevation = 248.00 Downstream point elevation = 247.00 Flow length(FL) = 140.00 Travel time (Min.) = 3.50 TC(min.) = 13.50 Depth of flow = .15 (Ft.) Average Velocity = .67 (Ft. /Sec.) Channel flow top width = 15.01 (Ft.) + + + + + + + ++++ Process from Point/Station 79.000 to Point/Station 80.000 * ** SUBAREA FLOW ADDITION ' ** 100.00 Year Rainfall Intensity(In./Hr.) = 3.749 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL ( lots > 1/2 acre) runoff coefficient = .4500 Subarea(Acres) _ .26 Subarea Runof (CFS) _ .44 Total Area(Acres) _ .62 Total Runoff'(CFS) = 1.18 TC(MIN) = 13.50 ++++ iiTTT,i iiiii i iiiii++ -;++++ +++++++++++++++++ ++++ ++++++++++++++ + ++++++++++++ Process from Point/Station 80.000 to Point/Station 77.000 * ** PIPEFLOW TIME (USER SPECIFIED SIZE) *'* Upstream point elevation = 242.00 Downstream point elevation = 204.00 Flow length(Ft.) = 68.00 Mannings N = .012 No. of pipes = 1 Required pipe flow (CFS) = 1.18 Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = 1.18 Normal flow depth in pipe = 1.87 (In.) Flow top width inside pipe = 6.77 (In.) Velocity = 18.911 (Ft/S) Travel time (Min.) _ .06 TC(min.) = 13.56 Process from Point/Station 80.000 to Point/Station 77.000 * ** CONFLUENCE OF MINOR STREAMS *" *" Compute Various Confluenced Flow Values "* 100.00 Year Rainfall Intensity(In./Hr.) = 3.738 ALONG THE MAIN STREAM NUMBER: I The flow values used for the stream: 2 are: Time of concentration(min.) = 13.56 Rainfall intensity (in./hr/) = 3.74 Total flow area (Acres) _ .62 Total runoff (CFS) at confluence point = 1.18 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 1 11.62 22.92 2.664 2 1.18 13.56 3.738 QSMX(1) _ +1.000* 1.000* 11.6) + .713* 1.000* 1.2) = 12.459 QSMX(2) _ +1.000* .592* 11.6) +1.000* 1.000* 1.2) = 8.050 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 11.62 1.18 Possible confluenced flow values are: 12.46 8.05 Individual Stream Area values are: 9.06 .62 Computed confluence estimates are: Runoff(CFS) = 12.46 Time(min.) = 22.921 Total main stream study area (Acres) = 9.68 +++++++++++++++ +++ + + + +++ +++ + ++++++++++ +++ + + + ++ Process from Point/Station 81.000 to Point/Station 82.000 *'* INITIAL AREA EVALUATION * ** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 RURAL (lots > 1/2 acre) runoff coefficient = .4500 Initial Subarea Flow Dist = 380.00 Highest Elevation = 360.00 Lowest Elevation = 340.00 Elevation Difference = 20.00 Time of concentration calculated by the Urban Areas overland flow method (APP X -C) = 13.112 Min. TC = [1.8 *(1.1 -C) *DISTANCE ^ .5y(% SLOPE ^(1 /3)] TC = [1.8 *(1.1- .4500) *( 380.00 ^.5) /( 5.26 ^(1 /3)])= 13.112 100.00 Year Rainfall Intensity(In./Hr.) = 3.820 Subarea(Acres) _ .94 Subarea Runoff(CFS) = 1.62 Total Area(Acres) _ .94 Total Runofl(CFS) = 1.62 TC(MIN) = 13.11 End of computations.. , TOTAL STUDY AREA(ACRES) = 15.80 APPENDIX B (3. TABLES AND CHARTS) ' A/ EQLIAT /ON 3B5 Feef T H J ! S 000 Tc = Ti ` me 0 ccncenlrafion 1 4000 Z Length of watershed H • Dillerence %n e%vaficn a/ang 3000 efle-cMv s/ooe line (See 4: ocl&iX X BI J - L c tifi /es Feef flours Minufes 1000 4 Z40 3 /BD /DOD \ 9DD Boo 700 /DD i00 \\ S 90 SOO \ 80 4 70 .300 � SO 200 \ \ 1 40 \ _K0 .fQDD 20 \ \ /e SO D S \ /a 40 2000 \ 12 .3D NOTE /QOD 9 FOR NATURAL WATERSFEDSi /?OD B 2D ADD TEN MINUTES TO 9 ODD 7 r MPUTED TIME OF CON - NTRATION_ _ _ _ _ 800 700 600 S ¢DD 300 3 5 2aio H z T SAN DI EGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF: TIME OF CONCENTRATION (Tc) DESIGN MANUAL FOR NATURAL. WATERSHEDS i APPROVED '� �� / �� DATE APPENDIX X -- i _ •\ •, ors. L Wafe�sfied Di vide Aroma /7 " Aroma B" H I>csiyn Paii,f Effecf�ve S /ope Linc ��afersf�cd Duf/ef� Sfreom / /� L i 3 SAN DIEGO COUNTY COMPUTATION OF EFFECTIVE SLOPE DEPARTMENT OF SPECIAL DISTRICT SERVICES FOR NATURAL WATERSHEDS - a`� _..�:. DESI MANUAL {�- APROVE6 rr v . DATE - APPENDIX X- F , - IV -A HIGHWAY DESIGN MANUAL 810 -11 January, 1987 Figure 816.6A Overland Time of Concentration Curves 1000 - ti U t i V a 800 Z o i LL CO CL LWWL Q O ^q ti o• O Z Z .O' III I Y1 I L 600 " I 80 Z Z J Q W �- i i > C0 Q i i XI I I I Q: W 400 o, 60 �' LL > i p • Zp O Q G p ` p• �p g Z 200 S 40 Q i Z J p'. Q J W 'gip W 01 1 > > O 0 $ O 6 0 20 OF .9 0 __ 1.8(1.1 —C) (L) To �S (100)]1/3 Where: C = Runoff Coefficient L = Overland Travel Distance in feet S = Slope in ft. /ft. T = Timq in minutes O 0 4- &- O 0 r C to 0 +•.+ 4- # r0 >. OL r ^?Z -0 O W r r • C C: i tp ro ) L K L cu _ 'O b U r-- O C t= 7 to O •r +•� C7 U O x to L C C U aZ L C! r C III O Z Cn 0 - 4 O Z Q CJ 4- O r W to r L L r C C [c C O C Q 00 4J E cu V C. 4- +F- O -C L #C' I� O, L s. 4 ►-r 41 4j C1 U= E �� v O v� C 'C7 L • v1 +j Ci + - j r CS C ' r 1 CJ W r r0 C C. O O Ca to r L C - rO C C -r >- O C Cl C) - 0 c) .� r0 r -r = C r0 O ro = a o ++ a 41 +j +•+ w C - m 4 C L M y 4j +j = C 00 = L r '10 = r -r- r Cf -r U O O S. C 'O U C = C O C U CL E C U •r r 4- C CJ O -r r r O C7 r C r r r bJ U L, U U L = C1 O '• Cl C1 O of Cl Cl O G +J W 0 C .0 O CL +A L Ln L r L L • +j of Cr C h Cl G r C a c. CL 0.44 C) vt C E cu ,r Lo CL 7 L L W C r O t- L Q. � L r 0 v+ Co 'C -C N b C -r-- r O l.+- O U E =r C r I- +� L .0 r r-- C) +j lt- O r-- 0>' rt7 rfl — t tO = L = u C b v v Z L E +j w - C -r- 164 CL r- C +J r et to to C) 03 0) r- O O +j +J C L C) b Cm N N C! C +j r- r U of O E = N M •r = 4j o +J +> > +- N +-) CU / 7 ■ r O d C of -.-7 to V A to O r O to r- -r•7 ■ U t - N} • - 0 C +•+ +•J +-J L1. O N C- Q 4J +-+ CJ r-- L Cl CL C IM r-- N l' 1 er ttY Q C z 6 -Hour Precipitation (inches) o v, o Ln o to o Lo o L o to to rs Lf; Q Q C•') tti Cl N r- •-- Lo ZL td � fit•. a•+ .T...�:.r:�_ - '__ -- -{— —1� '. i� 0. -. 'fi T is _L. — •-_� -_ .L_T� Cr) E 4.11 Cd t � � i+ ti. �- .i� _ _ — '� -�- � rr i r I:EII 'li I� 1 1 = W r i r .......: • r- . APP1r11DI�C XI IV ' inn /• / . � J ` �• _�� / ` tE qr o 'fir ----�� p • � � i � �' °� ` � � . 1 �� r� `�� --. co Cr.! Q ° co 0 • 1 1 Cam. � L I ' � /(.J �� r // , O W .� • L • .. 6-1 IZ cz j C7 C2 W _O �+ - F' j < W l Q L1 • 'y�j F < Z < 1 . t¢ S C O Q.' < , U- -2 t u 0 _ _ _ 4.ux }. t11 o r� Lf% V < p O wo vi o v c i w -i h W h _ w i 1. CM �, -. ^ ► o � 7 l Ca �� Q �.7 J _ ,• `Cr � c�T� w /1 f Co CM CL t+�s �. O� O N LLJ C <' ° < O n w J u r ..t -• / Y 4J 1 < U =z b z M c ° z p u> z U M W ; N CD LAJ < r, Ln 4. } Ot+JO 94 0 t .7 Y. ! _ J _ f Y a . TT -A-7 TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coeffi C Soil Group (1) Land Use A B C D Residential: Single Family .40 .45 .50 .55 Multi -Units .45 .50 .60 .70 Mobile homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 ,40 .45 Commerci al (2) .70 .75 .80 .85 80% Impervious Industria1( .80 .85 .90 .95 905% Impervious NOTES: ( ' ) Soil Group mans are available at the offices of the Department of Public Works. ( actual conditions deviate significantly from the tabulated impervious- ness values of 80% or 90°4, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than'0.50. For example: Consider commercial property on D soil.group. Actual imperviousness = 50 °/ Tabulated imperviousness = 80% Revised C 80 x 0.85 = 0.53 IV -A -9 f APPENDIX IX -B .. : Rev. 5 /81 Average Values of Roughness Coefficient (Manning's n) t Roughness Type of Waterway Coefficient (n) 1. Closed Conduits (1) Steel (not lined) 0.015 Cast Iron 0.015 Aluminum .021 Corrugated Metal (not lined) 0.024 Corrugated Metal (2) (smooth asphalt quarterlining) 0.021 Corrugated Metal (2) (smooth asphalt half lining) 0.018 Corrugated Metal (smooth asphalt full lining) 0.012 Concrete RCP 0.012 Clay (sewer) 0.013 Asbestos Cements Pve 0.011 Drain Tile (terra cotta) 0.015 Cast -in -place Pipe 0.015 Reinforced Concrete Box 0.014 2. Open Channels (1) a. Unlined Clay Loam 0.023 Sand 0.020 l b. Revetted Gravel O.O30 Rock 0.040 Pipe and Wire 0.025 Sacked Concrete 0.025 c. Lined Cotrete (poured) 0.014 Air; Blown Mortar (3) 0.016 Asphaltic Concrete or Bituminous Plant Mix 0.018 d. Vegetated (5) Grass lined, maintained - .035 Grass and Weeds .045 Grass lined.with concrete low flow channel .032 3. Pavement and Gutters (1) Concrete 0.015 Bituminous (plant- mixed) 0.016 APPENDIX XVI� .1, Ernest F. Brater and Horace Williams King HANDBOOK OF � r j Table 7 -14. Values of h' for Circular Channels in the Formula K �t D = depth of water d = diameter of channel DI d + .00 .01 .02 .03 .0 .05 .06 .07 I .08 - .09 d I .0 .00007 .00031 .00074 .00138 .00222 .00328 .00455 .00604 .00775 .1 .00967 .0118 .0142 .0167 .01415 .0225 .0257 .0291 .0327 .0366 ..2 .0406 .0448 .0492 .0537 .0385 .0634 .0G8G .0738 .07413 .0849 .3 .0907 .0966 .1027 .1089 .1153 .1218 .1284 .1352 .1420 .1490 .4 .1561 .1633 .1705 .1779 .1854 .1929 .2005 .2082 .21 GO .2238 � .5 .232 .239 .247 .255 .263 .271 .279 .287 .295 .303 .6 .311 .319 .327 .335 .343 .350 .358 .366 .373 .380 i .7 .388 .395 .402 (.4041 .416 .422 .429 .435 .441 .447 .8 .451 .458 .463 .4G8 .473 .477 .481 .485 .488 .491 .9 .49.3 .496 .497 .498 .498 .498 .496- - .49.3 .489 .483 1.0 .463 i tt =rC a ALLOWABLE FLOW FOR 24 "X24" GRATE INLET ASSUMING 50 9 /0 6 CLOGGING. ALL SIDES OF INLET ARE UNABUTTED. P= (24 ") 4 = 8' 2P =4' USE WEIR FORMULA Q = CP(H)n3 /2 C= 3.0 , P= 4.0 H= 0.4 Q= (3.0) (4.0) (0.4) 3/2 = 3.0 CFS for 24 "X24" 1.5 CFS for 12 "X12" • ID I I I III i iii u 0 w • 4 P2(a +b) A6aw 1. _ 1 /L Q W U. Z z qK /P 3. OH 0.1 HEA S U P 0 0. U vE () IE•S HEADS S A 0 E I. CUR E (b 1 E.S H EA S B T E a 1. A ION S OR 8 PE I N 19 IN IN T 1 f 7 I D19C ARO P JR FO UIP (Q/ ) IS H R E PE T O EA 0.1 .! .3 ,4 .D .6 ,T .1.1 LO L 4 6 t T • 1 10 10 INLET CAPACITY OF GRATE AT SAG Plaie 2.6 -0658 APPENDIX C ( 4 . HYDROLOGY MAP)