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HomeMy WebLinkAboutPD 2021-0026; 3805 ALDER AVE; DRAINAGE STUDY FOR 3805 ALDER AVENUE SLOPE RESTORATION DRAINAGE; 2024-06-23 Drainage Study for 3805 Alder Avenue Carlsbad CA 92008 - Prepared For: Tony Jaramillo 3805 Alder Avenue Carlsbad CA, 92008 PD2021-0026 GR2021-0026 DWG 532-6A Prepared By: Fitzmaurice Consulting C.E. 3529 Riviera Drive San Diego, Ca. 92109 Tel (858) 752-2393 December 18, 2022 April 17, 2024 June 23, 2024 INTRODUCTION This report will analyze the impact of a slope restoration on a 100-year storm event at 3805 Alder Avenue in accordance with the County of San Diego Hydrology Manual, June 2003 edition. The project will include a new drainage conveyance system as part of the slope restoration project in the City of Carlsbad. The drainage report is amended herein to include internal analysis of the existing graded pad where the existing house will be removed and replaced with a house in the same general footprint. Hydraulic analysis for the modified area is provided below under proposed Hydrology and pipe flow hydraulics is provided for the drainage system on site. EXISTING HYDROLOGY Runoff from the existing 1.34-acre site flows overland to the southeast across the graded pad and down the eighty-feet high hillside to El Camino Real right of way. The property also receives storm water runoff from offsite in extreme storm events at two locations. First, at the northeast corner, where runoff flows from the neighboring properties to the north, crosses the property in an earthen swale and flows down the slope towards El Camino Real. The second location of runoff is from the City street where substandard public drain inlets clog and back up allowing runoff to flow on site, down the driveway and down the west side of the slope to El Camino Real. The area draining to the northeast corner is 2.23 acre and the area draining to the street overflow is 2.3 acres. All the runoff from the base of the slopes flows into a public concrete brow ditch, that leads to a storm an underground storm drain system in El Camino Real The runoff down the slope has eroded a ravine in the south side of the slope and has created deep channels on other portions of the slope, which have carried sediment to El Camino Real. The existing brown ditch at the base of the slope is consistently buried in sediment from the hillside erosion. Runoff from the slope is no longer conveyed in the brow ditch but rather flows over the ditch and over the wall onto El Camino Real, leading to sediment build up on the street. PROPOSED HYDROLOGY The slope restoration project will rebuild the eroded portions of the hillside slope and will include a drainage system that will convey storm water from the existing building and graded pad down the bottom of the slope. The drainage system will include inlet boxes, brow ditches, pipe culverts, splash walls, and cutoff walls. The project will restore and preserve the slope only. The project will not include any new impervious surface areas, therefore the peek runoff volume from the site will not change as result of this work. Brow ditches will be constructed laterally across the slope at the graded bench and the graded access path and will connect to the down slope drainage system. Splash walls will be constructed at the connections to ensure storm water remains in the drainage ditch. The proposed new house on the existing pad will not alter the drainage patterns of the basin. About a third of the pad will drain to the south to Basin A, and two thirds will flow to Basin B. Basin A: For this report, 100 percent of the runoff on the south side of pad was applied to the trench drain in front of the garage. Analysis is provided for the drainage system to the southeast corner. This runoff is identified as Node 104 and is 0.23 cfs. Basin B: Runoff on the north side of the pads flows overland and accumulates at the north corner at Node 204, and is 0.65 cfs. Additionally, runoff from offsite flows across the property line, and is captured and conveyed to the north corner of the property. Analysis of the 12” pipe flow to the north corner is in the attachments. CALCULATIONS All of the storm water runoff estimates have been calculated using the Rational Method as outlined in the County of San Diego Hydrology Manual dated June 2003. The watershed soil group for the basin is categorized under Soil Group B. Table 1 below includes data used to determine the runoff quantity from the site. Off-site drainage has also been calculated based on the area and development type and the calculations are provided in Attachment C. On- site drainage has been calculated and will remain the same for pre- and post-development. The on-site runoff is shown in the table below. Table 1-ON AND OFF-SITE RUNOFF BASIN STORM (year) AREA (acre) C-Value Intensity Q (cfs) Velocity (fps) Basin A 100 1.86 0.437 4.2 3.86 19.4 Basin B 100 2.74 0.481 4.2 6.33 20.0 Table 1-SITE PRE & POST DEVELOPMENT RUNOFF PRE & POST BASIN STORM (year) AREA (acre) C-Value Intensity Q (cfs) Change Q (cfs) Velocity (fps) SITE 100 1.34 0.36 4.2 2.05 0 6.7 HYDRAULICS The catch basin, pipes, and brow ditches have been sized to convey the 100-year runoff flows from off and on-site flows. The standard 3-foot wide brow ditch per D-75 was larger than necessary to handle and convey the anticipated flows, so a modified D-75 brow ditch was analyzed based on the slope and flow quantity. A 2-foot wide by 1-foot deep brow ditch will have adequate capacity to convey flow down a portion of the east side of the slope. A 1-foot wide by 0.5-foot deep brow ditch will have the capacity to convey runoff in the lateral brow ditches on site. The proposed catch basins and the pipe on site have been sized to convey the 100-year flows without backing up or overflowing, unlike the existing public drainage system in Alder Avenue. See attached channel flow spread sheets. • DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professional Code, and that the design is consistent with current standards. I understand that the check of the project drawing and specifications by the County of San Diego is confined to a review only and does not relieve me as the engineer of work of my responsibilities for the project design. \ __________________________________ Thomas P. Fitzmaurice RCE 55553 Exp. 12-31-24 ATTACHMENT A DRAINAGE MAP ATTACHMENT B GRADING PLAN SHEET2 DocuSign Envelope IU: l:IU/J!;)j!;)::/-t-41:lb-4140-AUl"'O-I"' ILU:J4C,,-,.t:UU.J ............... \ 0 •, ' i , , , u- ', ----~=-=--:=-_ .=:::::;. WAW:: -------- C) C) ------------------------- C) -----·,. ------¢~..:~- ha u:e~ -- ---------------------- APRO X. FILL 3805 ALDER -a- ~~~,1-~A + 56. 82 w =~:ER'i7TC!'--- & --r- ATER METER 1" BACKFLOW PR EVEN STREET NO. 3805 50 PSI 0 GPM) CANYON SU DRAIN DETAIL. SEE SHEET C. I ____ ------------------------------------------{------------ £. CAMIN REAL -------------------- --- ------------ ~// // // // // // // I ,~ON ( ' , ,, "'--' ------------ • • ••• ,, /// , ' • I /// • '~H--'::='-'-• , , / ----- --- ------------------- ----------------------------------------------------------------- ------------ -- ---------------------------------------------\ \ \ UNDERGROUND SERVICE ALER SECTION 4216 & 42 17 OF THE GOVERNMENT CODE REQU/1< S A DIG ALERT Identification NUMBER BE ISSUED BEFORE A "p MIT TO EXCA VA TE" mu BE VALID. FOR YOUR DIG ALERT . D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL F, E@ 1-800-422-4 133 TWO (2) WORKING DA)$ BEFORE YO DIG. WEB ADDRESS: WWW.DIGALER T. ORG 11/11 /2 DATE ENGINEER ' ' ' ' TF INITIAL OF WORK --------------- --- ', \ 1 ADD REVISION BLOCK AND RE VIS E RCE SECTION LI NES ADD GEOT ECH NOTES SCALE: 1 "=20' REVIEw'ED RELOCA TED DRAINAGE PIPE. DATE INITIAL DATE INITIAL 20 40 OTHER APPROVAL CITY APPROVAL 0 © 0 0 ® © 0 0 ® @) ® KEY NOTES: CONSTRUCT SLOPE ROUNDING EARTH MOUNT (BERM) ABOVE' SLOPE PER CITY STANDARD GS-14 (L=2.5?. S£E DETAIL B. CONSTRUCT MODIFIED BROW DITCH PER SDRSD 0-75 TYP£ 0. (24" WIDE BY 12• DEEP) CONSTRUCT MODIFIED BROW DITCH PER SDRSD 0-75 TYPED (12" W/0£ BY 6 " 0£EP). SE£ DETAIL A THIS SHEET. CONNECT NEW BROW DITCH TO EXISTING BROW DITCH AND CONSTRUCT SPLASH WALL PER DETAIL C THIS SHEET. CONSTRUCT GRA VE'L ACCESS PA TH OF 4• DECOMPOSED GRANIT (DG) ON COMPACTED NATIVE'. S£E 0£TAIL A THIS SHEET. CONSTRUCT BENCH IN GRADED SLOPE. PLACE 4 INCHES OF ¼" CRUSHED AGGREGATE ON COMPATED SUBGRADE AT 85,C R.C. PROVIDE A 2,C MIN GRADIENT FROM FRONT TO BACK OF BENCH. PROVIDE R/PRAP EN£RGY DISSIPATER PER 0-40 US£ NO. 2 BACKING 1.1' ni/CK, ON 0.5' OF¼" CRUSHED AGGR£GATE, ON 4• SAND ALTER BLANKET. AREA AS IND/CA TEO ON PLAN, CONSTRUCT FLARED £NTRANC£ TO BROW DITCH PER DETAIL D mts SHEET. PROVIDE POINT OF CONNECTION OF BROW DITCHES AT THE ELEVATION SHOWN. INSTALL 8" PVC DRAIN PIPE AT niE ELEVA TO/NS SHOWN. INSTALL 12• X 12• DRAIN BOX (JENSEN PRECAST) OR EQUAL AT niE ELEVATIONS SHOWN, SEE DETAIL A SHEET J. EXTEND BROW DITCH AROUND DRAIN BOX 1' MINIMUM TO ENSURE ALL FLOWS ENTER ORAN BOX GRATE, CONSTRUCT HEADWALL PER SDRSD 0-30 AT END OF PIPE AT niE EL£VATIONS SHOWN AND CONN£CT MOD. BROW DITCH DOWN STREAM. INSTALL CUTOFF WALLS PER SDRSD SP-05. INSTALL 78" X 18" DRAIN BOX (JENSEN PRECAST) OR EQUAL AT niE ELEVATIONS SHOWN. SEE DETAIL A SHEET J. T 18" £X. CABLE RAIL N£W BROW DITCH P£R D-75, T'fP£ D CONSTRUCT 48" LONG BY 18"---...__ TALL CONCR£TE SPLASH WALL " 4• THICK W/ NO. 5 REINFORC£M£NT AT 16" O,C, r.._£X. GRA~£ ,U ---r --- R£MOV£ 4' OF TH£ £XISTING BROW DITCH, AND CONSTRUCT N£W BROW DITCH TO TH£ SAME LIN£ AND GRAD£ CONN£CT TH£ SITE BRDW DITCH TO TH£ DITCH P£R SDRSD D-75 T'fP£ D. £X. BROW DITCH P£R DWG 460-6 DETAIL 'C' £X. R£TAINNG WALL AND GABL£ RAIL P£R DWG 460-6. PROTECT IN PLAC£ BROW DITCH CONNECTION It I B 0~~ o?·)a ~=---,---- A 8' & 9' ACCESS PATH 7' & 8' GRAVEL 2% MIN ~~ ,«_@ ''Y~' MOD!Fl£0 ORA/NAG£ DITCH D-75 TYP£ D (12" WIDE, 6" D££P). WH£R£ SHOWN ON PLANS 12· + DETAIL fl I GRAVEL ACCESS PATH NTS CONSTRUCT SLOP£ ROUNDING MOUNT P£R CITY STANDARD GS-14, L-2.5'. VE'G£TA TED £ARTH£N DITCH DETAIL 'B' TYPICAL SLOPE ROUNDING AND DITCH (TYP. TOP OF FILL SLOPES) N£W BROW DITCH P£R MO~ D-75,_TYP._;_E:._::_D __ _ . . .· . ' • • 4 24" 0£EP CONCRETE FOOTING AT £NTRANC£ TO BROW DITCH. 1----PER PLAN -----' SECTION A-A N£W BROW DITCH P£R--..____ _ MOD. 0-75, T'fP£ D ~ --- --.. ---- PLAC£ NUMB£R 2 BACK/NC. lE \_ 1. 1' THICK ON 0.4' DG - BLANK£T P£R PLAN. . ·tf -' I I B / A PROVID£ FOOTING WALL AT £ND OF FLAR£D BROW DITCH 18-/NCH£S B£LOW FLOWLIN£ £LEVA TION, FLAR£ BROW 0/TCH TO OIR£CT RUNOFF TO DRAIN GRATE. CONCR£TE THICKN£SS TO MATCH D-75 STANDARD. CONSTRUCT BROW DITCH 1.0' MIN, WIDTH AROUND DRAIN. CONCR£TE THICKN£SS TO MATCH D-75 STD. DETAIL 'DI HAS BUI JUNCTION EXP. DATE BY• INSPECT□R DATE o,Ess1 ~-F I 1;; t ~ :I: ND.5555 1.1,.1 ~ EXP 12/31 I \ --- _,__ CONSTRUCT CATCH BASIN, P£R J£NSON PR£CAST P£R SIZ£ SHOWN IN PLAN. ENGINEER OF WORK tk,,.,7~ THOMAS P. ATZMAURnR.C.E. 55553 EXPIRES ON 12/31/2 4 SECTION 8-B NOTE CONTRACTOR TO OBTAIN CITY'S RIGHT- OF-WA Y P£RM/T PRIOR TO ANY WORK PERFORMED IN Tl-IE CITY RIGHT-OF-WAY. CITY OF CARLSBA ENGINEERING DEPARTMENT GRADING PLANS FOR: 3805 ALDER AVE SLOPE RESTORATION 6 GRA G P A I SH~6I APPROVED: JASON S. GELDERT ~r ..... ~· '-e"-'.......,=~tt~;,"'~~----------,,...,...___,~11~1~212023 ENGINEERING MANAGER RCE 63912 EXP. 9/30/24 DATE IRVWD BY:___ PROJECT NO. DRAWING NO. CHKD BY: a4f:o P02021 -0026 532-6A 3-CAR GARAGE AND STORAGE SLAB ON GRADE GFF= 292.00 FF=292.50 PAD 288.50 FF=292.50 PAD 288.50 CARLSBAD HIGHLAND MAP 2647 LOT 8 ----- BUILDING 7.0' SECTION A-A GRATE ELEVATION\ 1.. 2.5' " I VARIES 2.0% - SECTION 8-8 2.0' , ' ' ,,b I EX. ASPHALT __..../DRIVEWAY TO _____..,-REMAIN. PER - GARAGE SLAB FOOTING IN-SITU SOIL FILTER COURSE WITH AGGREGATE BELOW ~ EX. UN COMPACTED SOIL VEGETATED SWALE NOTE: CONSTRUCT VEGETATED SWALE PER FACT SHEET 1, E-129, IN THE CARLSBAD BMP MANUAL. UNDERGROUND SERVICE ALERT SECTlON 4216 & 4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT Identification NUMBER BE ISSUED BEFORE A "PERMIT \ - I ~-,;;..-, \ I ' I ' ' ' ' \ I X /\ I I I 292.50 '290.00 ' ,' RETAINI ' WALL P C-03 291.70 291.00 --~ \ 294.33 TW 292.05 FL ... "\ RAISED FLOOR NG • --L PER C-01 294.60' T 292.10 FL - 291.66 TW ' \ . ' ' ' ' ' ' ' ' ' IMITS OF GRADING '::'FOR HOUSE -----~_,.., +-E-++++;• +++++++ ,f f + + + + ' ' ' . , l . ++++++ + + + + + + 2 .40 FS RAISED FLOOR A -293.66 292.20 FL 291.33 TF ~ DECK r I STAL HEAD'WALL PER SDRSD D-30 Pl~ 29 :So TW /4 I I I ' 90.00 BW TYPE A ,J _ ~ 28'8.50 fE ~, OUT)I\ ,, I / '\ ,, I _, I .-----I J 01 oo:f 96 CF V100=3.5 FPS SHEET FLOW \\>\ ( ! V~Gt TAY~ ,' SWALE PER ETAIL THIS SHEET. o \s ~ ,-:::..~ S OF-~ ING FOR -' ' ' ' ' ) USE ' , ' ' , •292.5cf T 292.50 T , , 288.50 BW \ 289.50 BW 14 S RUCT ENERGY SSIPATER ALONG . PAVED DRIVE DRAIN PER LLOUT 15. )(18' JEN SClN' ~ RECAST DRAIN BO --PER NOTE 14, ---SHEET 2. ' ' + + + + ETAINING /?,~-.-WALL PER C-03 ----------~-------------------------_,, ,.--------------. -----·-·---------------------------- ---- ' ' ' ' ' ' ' ' ----- ------- ETAINING WALL PER C-03 ----------------------------------------------- -------- ----------------------------- 11 AS BUILT" TO EXCAVATE" WILL BE VALID. FOR YOUR DIG ALERT I.D. 6Vl8/2 TF NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE@ 1/2' ADD THIS SHEET, REMOVE Sl.'PPP RCE __ _ EXP,----DATE SHEETS 68. 7, SIGNED 7 /12/23. 1-800-422-4133 TWO (2) WORKING DAYS BEFORE YOU DIG. DATE INITIAL DATE INITIAL DATE INITIAL REVIEl.'ED BY• WEB ADDRESS: WWW.DIGALERT.ORG ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL INSPECTOR DATE VI ............ 00 0 EX SHED TO REMAIN , , I I , / / 01 ___ ----, 0 ""✓--------1/ / . _ EARTH Elf BER AND SWALE ------------ \ \ ) M I KEY NOTES: 2 3 4 5 6 7 8. 9. 10. 11. 12. 13. 14. 15. / CONSTRUCT CONCRETE PATH, 4" PCC ON COMPACTED NATIVE EX. ASPHALT SURFACE TO REMAIN. NEW TURF LANDSCAPE PLANTER WALL PER ARCHITECT PLAN. EX. WALL TO REMAIN. PROTECT IN PLACE. CONSTRUCT CONCRETE STEPS PER BUILDING PLAN. CONNECT HOUSE SEWER LATERAL TO EX. SEWER LATERAL. INSTALL TRENCH DRAIN PER NDS 5" PRO SERIES TRENCH DRAIN. INSTALL 4" PVC DRAIN PIPE AT THE ELEVATIONS SHOWN. INSTALL 12"X12" DRAIN INLET, BROOKS BOX OR EQUAL. INSTALL 8" PVC DRAIN PIPE AT THE ELEVATIONS SHOWN. CONSTRUCT CONCRETE DECK PER BUILDING PLAN. CONSTRUCT VEGETATED SWALE PER DETAIL THIS SHEET. CONSTRUCT RETAINING WALL PER SDRSD C-01 AND C-03. PROVIDE RIPRAP ENERGY DISSIPATER PER D-40 USE NO. 2 BACKING ON 0.5' OF f CRUSHED AGGREGATE, ON 4" SAND FILTER BLANKET. INDICATED ON PLAN. 1.1' THICK, AREA AS ( I I ....__ / , / , / , / I NSTALL HEADWALL PER SDRSD D-30 -;TYPE A NOTE CONTRACTOR TO OBTAIN CITYS RIGHT- OF-WA Y PERMIT PRIOR TO ANY WORK PERFORMED IN THE CITY RIGHT-OF-WAY. CITY OF CARLSBA ENGINEERING DEPARTMENT PLANS FOR: I I -1--/ --- i , ENGINEER OF WORK 3805 ALDER AVE SLOPE RESTORATION N0.55553 XP 12/31/ ~?it::&= EXPIRES ON 12/31/24 GR 2021-0026 ENGINEERING MANAGER RVWD BY: __ _ CHKD BY: GRADING PLAN FOR HOUSE APPROVED: JASON S. GELDERT RCE 63912 EXP. 9/30/24 DATE PROJECT NO. PD2021-0026 DRAWING NO. 532-6A :::. 0 (.) _j <( :::. ~ O> ·o w~ 'N (.) O> C)W zU I-~ _J :J .. (/) _J z-o< (.) 21 w' u-....._ ~ :J t') <( O> :::. t') NN I-I -N LL ID .. r--w ,-.., :::. IX) <( I!) ze (/) . • 0 ~z w Ww Zz cio ZI w [l_ ATTACHMENT C HYDROLOGY CALCULATIONS San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/21/24 ALDER AVE HYDROLOGY BASIN A POST DEV 100 YR -24 HOUR EVENT FCCE ********* Hydrology Study Control Information********** Program License Serial Number 6605 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.600 P6/P24 = 58.7% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Initial subarea total flow distance = 100.000(Ft.) Highest elevation= 320.000(Ft.) Lowest elevation= 318.000(Ft.) Elevation difference= 2.000(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.00 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 9.09 minutes TC= [1.8*{1.l-C)*distance{Ft.)A.5)/(% slopeA{l/3)] TC= [1.8*{1.1-0.4100)*{ 85.000A.5)/( 2.000A{l/3)]= 9.09 Rainfall intensity {I)= 4.839{In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff= 0.397{CFS) Total initial stream area= 0.200{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 318.000{Ft.) End of street segment elevation= 300.000{Ft.) Length of street segment = 308.000{Ft.) Height of curb above gutter flowline = 6.0{In.) Width of half street (curb to crown) = 15.000{Ft.) Distance from crown to crossfall grade break = 4.000{Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side{s) of the street Distance from curb to property line = 10.000{Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= 1.500{Ft.) Gutter hike from flowline = 1.000{In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street= 1.161{CFS) Depth of flow= 0.159{Ft.), Average velocity= 3.619{Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 5.298{Ft.) Flow velocity= 3.62{Ft/s) Travel time= 1.42 min. TC= 10.51 min. Adding area flow to street Rainfall intensity {I)= 4.406{In/Hr) for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Rainfall intensity= 4.406{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.410 CA= 0.416 Subarea runoff= 1.437{CFS) for 0.815{Ac.) Total runoff= 1.834{CFS) Total area= 1.015{Ac.) Street flow at end of street= 1.834{CFS) Half street flow at end of street= 1.834{CFS) Depth of flow= 0.182{Ft.), Average velocity= 4.019{Ft/s) Flow width (from curb towards crown)= 6.452{Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 300.000{Ft.) Downstream point elevation= 286.000{Ft.) Channel length thru subarea = 157.000{Ft.) Channel base width = 4.000{Ft.) Slope or 'Z' of left channel bank= 0.400 Slope or 'Z' of right channel bank= 0.400 Estimated mean flow rate at midpoint of channel= 1.964{CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.500{Ft.) Flow(q) thru subarea = 1.964{CFS) Depth of flow= 0.086{Ft.), Average velocity= 5.638{Ft/s) Channel flow top width= 4.069{Ft.) Flow Velocity= 5.64{Ft/s) Travel time = 0.46 min. Time of concentration= 10.97 min. Critical depth= 0.195{Ft.) Adding area flow to channel Rainfall intensity {I)= 4.285{In/Hr) for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Rainfall intensity= 4.285{In/Hr) for a 100.0 year Effective runoff coefficient used for total area {Q=KCIA) is C = 0.410 CA= 0.475 Subarea runoff= 0.203{CFS) for 0.144{Ac.) storm Total runoff= 2.036{CFS) Total area= 1.159{Ac.) Depth of flow= 0.088{Ft.), Average velocity= 5.718{Ft/s) Critical depth= 0.199{Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) Upstream point/station elevation= 284.000{Ft.) Downstream point/station elevation= 210.000{Ft.) **** Pipe length = 200.00{Ft.) Slope= 0.3700 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.036{CFS) Nearest computed pipe diameter = 6.00{In.) Calculated individual pipe flow = 2.036{CFS) Normal flow depth in pipe= 3.34{In.) Flow top width inside pipe= 5.96{In.) Critical depth could not be calculated. Pipe flow velocity= 18.15{Ft/s) Travel time through pipe= 0.18 min. Time of concentration {TC)= 11.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity {I)= 4.240{In/Hr) for a 100.0 year storm User specified 'C' value of 0.250 given for subarea Time of concentration= 11.15 min. Rainfall intensity= 4.240{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.350 CA= 0.650 Subarea runoff= 0.718{CFS) for 0.698{Ac.) Total runoff= 2.754{CFS) Total area= 1.857{Ac.) End of computations, total study area= 1.857 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/21/24 ALDER AVENUE HYDROLOGY BASIN 8 -POST DEVELOPMENT I 100 YR -24 HOUR FCCE ********* Hydrology Study Control Information********** Program License Serial Number 6605 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.600 P6/P24 = 58.7% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000(Ft.) to Point/Station 202.000(Ft.) **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Initial subarea total flow distance = 1.000(Ft.) Highest elevation= 322.000(Ft.) Lowest elevation= 320.000(Ft.) Elevation difference= 2.000(Ft.) Slope= 200.000 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of 2.9 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration= 10.00 minutes (for slope value of 1.00 %) Rainfall intensity (I)= 4.549(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff= 0.280{CFS) Total initial stream area= 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000{Ft.) to Point/Station 203.000{Ft.) **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 320.000{Ft.) Downstream point elevation= 285.000{Ft.) Channel length thru subarea = 1.000{Ft.) Channel base width = 5.000{Ft.) Slope or 'Z' of left channel bank= 0.400 Slope or 'Z' of right channel bank= 0.400 Estimated mean flow rate at midpoint of channel= 2.201{CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000{Ft.) Flow(q) thru subarea = 2.201{CFS) Depth of flow= 0.013(Ft.), Average velocity= 32.901(Ft/s) Channel flow top width= 5.011{Ft.) Flow Velocity= 32.90{Ft/s) Travel time = 0.00 min. Time of concentration= 10.00 min. Critical depth= 0.182{Ft.) Adding area flow to channel Rainfall intensity (I)= 4.549(In/Hr) for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Rainfall intensity= 4.549(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA= 0.906 Subarea runoff= 3.842{CFS) for 2.060(Ac.) Total runoff= 4.122{CFS) Total area= 2.210{Ac.) Depth of flow= 0.019(Ft.), Average velocity= 42.242(Ft/s) Critical depth= 0.273{Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000{Ft.) to Point/Station 204.000{Ft.) **** PIPEFLOW TRAVEL TIME {Program estimated size)**** Upstream point/station elevation= 282.500{Ft.) Downstream point/station elevation= 281.000{Ft.) Pipe length = 1.00{Ft.) Slope= 1.5000 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 4.122{CFS) Nearest computed pipe diameter = 6.00{In.) Calculated individual pipe flow = 4.122{CFS) Normal flow depth in pipe= 3.35{In.) Flow top width inside pipe= 5.96{In.) Critical depth could not be calculated. Pipe flow velocity= 36.58{Ft/s) Travel time through pipe= 0.00 min. Time of concentration {TC)= 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000{Ft.) to Point/Station 204.000{Ft.) **** SUBAREA FLOW ADDITION**** Rainfall intensity {I)= 4.549{In/Hr) for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] {2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Time of concentration= 10.00 min. Rainfall intensity= 4.549{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.410 CA= 1.050 Subarea runoff= 0.653{CFS) for 0.350{Ac.) Total runoff= 4.775{CFS) Total area= 2.560{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000{Ft.) to Point/Station 206.000{Ft.) **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 281.000{Ft.) Downstream point elevation= 260.000{Ft.) Channel length thru subarea = 2.000{Ft.) Channel base width = 1.000{Ft.) Slope or 'Z' of left channel bank= 1.500 Slope or 'Z' of right channel bank= 1.500 Estimated mean flow rate at midpoint of channel= 4.858{CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.200{Ft.) Flow(q) thru subarea = 4.858{CFS) Depth of flow= 0.080{Ft.), Average velocity= 54.261{Ft/s) Channel flow top width= 1.240{Ft.) Flow Velocity= 54.26{Ft/s) Travel time = 0.00 min. Time of concentration= 10.00 min. Critical depth= 0.656{Ft.) Adding area flow to channel Rainfall intensity {I)= 4.549{In/Hr) for a 100.0 year storm User specified 'C' value of 0.200 given for subarea Rainfall intensity= 4.549{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.401 CA= 1.074 Subarea runoff= 0.109{CFS) for 0.120{Ac.) Total runoff= 4.884{CFS) Total area= 2.680{Ac.) Depth of flow= 0.080{Ft.), Average velocity= 54.360{Ft/s) Critical depth= 0.656{Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000{Ft.) to Point/Station 207.000{Ft.) **** PIPEFLOW TRAVEL TIME {Program estimated size)**** Upstream point/station elevation= 258.000{Ft.) Downstream point/station elevation= 223.000{Ft.) Pipe length = 1.00{Ft.) Slope= 35.0000 Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 4.884{CFS) Nearest computed pipe diameter = 3.00{In.) Calculated individual pipe flow = 4.884{CFS) Normal flow depth in pipe= 2.30{In.) Flow top width inside pipe= 2.54{In.) Critical depth could not be calculated. Pipe flow velocity= 121.03{Ft/s) Travel time through pipe= 0.00 min. Time of concentration {TC)= 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000{Ft.) to Point/Station 207.000{Ft.) **** SUBAREA FLOW ADDITION**** Rainfall intensity (I)= 4.549(In/Hr) for a 100.0 year storm Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai= 0.250 Sub-Area C Value= 0.410 Time of concentration= 10.00 min. Rainfall intensity= 4.549(In/Hr) for a 100.0 year Effective runoff coefficient used for total area (Q=KCIA) is C = 0.401 CA= 1.097 Subarea runoff= 0.104{CFS) for 0.056(Ac.) storm Total runoff= 4.988{CFS) Total area= 2.736{Ac.) End of computations, total study area= 2.736 (Ac.) 4.2 10.0 9. 8. 0 ... 0 7. 0 i",, 6. 0~ 5. 0 ..... 4. 0 ' .... ... ' ' r--., 3. 0 .... , 2. 0 0 9 8 7 6 0. 5 0.4 0. 3 0. 2 0. 1 ' . ' ' • ' ' ' ..... • ~ ' . • ' ' ' ... ""'-' ..... .... ...... .... ... ~ ... , ..... . .... .... , ..... ..... ~ .... c--.. ' .... ... .... ::::- ... ~ ' ', ... ..... ... .. ..... ~ ,, .... 5 6 7 8 9 10 ·' , .... ~' ~ .. ~ ... .. "' ·, "' ..... .... ... , .. ... ... ~~ ~ ... .. .... ~~ .... • .. ~ .. .. .... ·~ .... , '"' .... ~~ .... .. ~~ ' ~"' .. ·~ ~~ ~ .. r-. ... '"' .... ·~ .. "~ "'"' ~' ·~ .... ,...."' ~ .. ' ·, '"' .. .... .. ·~ .. , .. "'• ... , ~ .. ~ ~ ... .. ~ ... '"'• .... 15 20 30 Minutes .. .. ~ .. .... .. .. ~ .. ...... ~ .... .. ~ .. ~ ~ ~ .. .... .... ~ .... ··~ .. 40 50 Duration EQUATION I = 7.44 P6 o-0.645 I = Intensity (in/hr} p6 = 6-Hour Precipitation (in) D = Duration (min) ....~ ,.... ..... ... ~ .... ~ ~' '~ ~ ... ' r,.. I• ""' i"-. .... ... ~ ... "' ··~ i"-.r-,. I• '"' ·~ ~ ' ,, ~ ... '~ ~ .... ~ ... "' .. ...... ,. .. .. .. "'r--... ... r,.. , ... , .... r-,.;,.,_ ..... ~ .. , .... r::r-. "'"'· .. i"-.r-,. ... , ... .. ..... ~ .. ' ", ~ r-,. .... I•~ .. 'i"-. .. i"-.r-,. .... .. 2 3 4 Hours 5 6 0) ± 0 C: -, -0 al n 6.0 -g: 5.5 ~ 5.0 g 4.5 '§' n 4.0 ~ 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart • Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a} Selected frequency ~ year 2.7 4 6 (b) Ps = --in., P24 = _ • (c) Adjusted P6<2l = !!.__ in. (d}tx= 11 min . (e) I = 4.2 in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I I ~ P6 I-1 l-1i5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I 5 2.63 3.95 5.2716.59 7.90 9.22 10.54®11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 I 5.30 16.36 7.42 8.48 9.54 10.60 11.66.12.72 10 1.68 2.53 3.37 I 4.21 I 5.05 I 5.90 6.74 7.58 8.42 9.27 10.11 -15 1.30 1.95 2.591 3.24 13.89 4.54 5.19 I 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 I 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 12.80 3.27 3.73 14.20 ~ 5.13 5.60 30 0.83 1.24 1.6612.07 2.49 2.90 3.32 I 3.73 4.15 -4564.98 --40 0.69 1.0~ 1.38 1.7191°2 2.07 2.41 2.76 I 3.10 3.45 3~ ~3 50 0.60 0.90 .... 1.19 . 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 --60 0.53 0.80 1.06 1.33 1.59:it 1.86 2.12 I 2.39 I 2.65 2.92 3.18 90 0.41 0.61 0 .8211.0211.23 1.43 1.63 1.84 2.04 2.25 2 .45 120 0~ 0.51 o.68~ ~:·85~.02H .19 _1.36 I 1.53 1.70 1.87 2.04 ~ --0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 I 1.18 1.31 1.44 1.57 240 0.22 0.33 0.431 0.54 0.65 10.76 0.87 I 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 I 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 I 0.42 0.50 0.58 0.67 I 0.75 0.84 0.92 1.00 FIGURE ~ County of San Diego Hydrology Manual • Rainfall Isopluvials 100 Year Rainfall Event -6 Hours [,~ • .,,,,.~~ (IFIOl!es) County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event -24 Hours N g:..':'re:.=:~t=.~ANY~~~ OF'~AI\ID"Fl1NESaF0RAPJ.RflCWIRPIJRFIO$£. s , ~~All--~ E~~,.::~~~ n-~-,.-o.w;tan~\llidlfla&~~wlh ~---llylhillaMIWftM;ipB. 3 0 3 Miles pie_ San Diego County Hydrology Manual Date: June 2003 Table3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil TyPe NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential. 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential. 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential. 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/ A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I. General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 00/4 impervious may be used for direct calculation of the runoff coefficient as described in Section 3 .1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area is located in Cleveland National Forest). DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3--6 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Element* Natural LDR LDR LDR MDR MDR MDR MDR HDR HDR N.Com G.Com O.P./Com Limited I. General I. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) DU/ .5% 1% 2% 3% 5% Acre LM Ti LM Ti LM Ti LM Ti LM Ti 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 *See Table 3-1 for more detailed description 3-12 10% LM Ti 100 6.9 100 6.4 100 5.8 100 5.6 100 5.3 100 4.8 100 4.5 100 4.3 100 3.5 100 2.7 100 2.7 100 2.4 100 2.2 100 2.2 100 1.9 ATTACHMENT D HYDRAULIC CALCULATIONS ( - -Q = Co Ae ( 2~cr) 1/2 -vs r::.. OR..,rt•CF!'_ S 1Z11A.JG-CA£,.CLJl_/j-10,./ -f.l SC (' 11 1°0 rJ01rJ(, O _ r~ ,)-/ :_ '-'' e aru_:/9C: lo£ FH re-,;/ (r. ::c (),{7) A e.. .: t:: ~11--• c 77(.,I &-( c LtJ cc; r-r .a ) ~ A -A .fJ"ME--.5:"o % C' r_o &. ~ ,,0 ~ 124/'"C ~ 2. ~ /4 /3<.. oc.ri 11. .,.;, t,? y A e = f-(,zo ) J 0,5" A -~ L .;;.( )l • 7-:..i O '~::--~ C)2t! = .. C7 (1.so ) ( 5.,c1) Q 2 '1 ·= -s':-7 0 c e _; j G11..~ !£ ( (oNJ.l'-r;U-1'+ i'"t Vl) 084 Sr J/·21-ZZ. ~ Yi 19, ')( 19 I/ C,flA' r.:: J DE't°Y)-/-lZ.11 .. E. :: D,$~ S,P /< O,i ,,;= o.;7 (o. e,4 ') J ( 2. >< 12.Z.x /, 0 ') I~ Q,8 , t' = 0.(7 { -~ ··) 8,o 2--) ,-, O,e, ==-4 . 5"" I c rs J•.P I I i -r- Project: Alder Avenue Slope Restoration The following table shows Ql00 and inlet capacity Q, at various inlet sizes and ponding depths. Catch Ponding Size Q Basin Depth Required Allowed No.* Q (cfs) (in) (in) (cfs) 1 3.4 12 18X 18 4.5 2 2.3 6 18X 18 2.9 3 <0.5 3 12X 12 1.4 4 <0.5 3 12X 12 1.4 5 <0.5 3 12X 12 1.4 * Refer to Proposed Drainage Map for Inlet numbers to identify location of private inlets. -B/-J. '/ rJ A Bcow 0/ reµ ( O -75) _/'/J/JY. S LOP~ sc5% • --- rYJ //\_/. S Lor.:::>~ ~ ;}'; Q AwD -2 , 2.3 C-rS e__ 5 0 % / !::>E p77-/ :::::-CJ ' I (; y bLOC/7'-/ ::= IL;,? F~ ..s /3/:J S/ J B 13 rcow 0/TC I-! Lo,=>€ =::;--o 7 0 /o/J;J, L o O ,;;. / 6 o/o [~{3 /o CJ:::: 3, L/ L Cr S @ -5"0 ~ / t)E?T/-1 : 0, 2 cJ I @._ / 6 o / o / I~ n ~/:-~-,, ::= o . 2. C ./ ✓ -:. / (, 3 ~ ' -,, I oq0 -r-H . 1-01< Gr::: 3,1 z c~.s I @su 5Yo S L o,:;>t="" a ::3 .L/2 D = 0 ,ZZ ' \I-= { 7/Cj -,.J , / ,. I @3. /[% S~o r;:Jr.:-Q= ~~2 0,29 , Y= {2.0 Q:=: -.) ,, / e S-?o SLo.01= CD = , 3 _qz., D =0 -3.g ✓ ;::= Et.:. ,.I ,I I Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 BASIN A HOUSE RUNOFF SITE DRAIN Circular Diameter (ft)= 0.50 Invert Elev (ft) = 100.00 Slope (%)= 4.40 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 0.23 Highlighted Depth (ft)= 0.17 Q (cfs)= 0.230 Area (sqft)= 0.06 Velocity (ft/s)= 3.87 Wetted Perim (ft) = 0.62 Crit Depth, Yc (ft) = 0.24 Top Width (ft)= 0.47 EGL (ft)= 0.40 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 Basin A - PIPE 1 Circular Diameter (ft)= 0.67 Invert Elev (ft) = 100.00 Slope (%)= 37.00 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 2.75 Highlighted Depth (ft)= 0.31 Q (cfs)= 2.750 Area (sqft)= 0.16 Velocity (ft/s)= 17.14 Wetted Perim (ft) = 1.00 Crit Depth, Yc (ft) = 0.66 Top Width (ft)= 0.67 EGL (ft)= 4.88 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) ~ Z.A U P?(3 R-.. l36~C..J-/ n ,rc 1-1 I o,s' },----~) f -o · DRP,,. I/! 'c r/2EA _:::-/ 0 ,,2 fj;JO s s:: /o, 23 6 ,4c_) Q~-~Die -==--c_ -LA = o .zs-(7,a){o,z~GJ -== (J ,-1( c ,c.5 G... CJ,.s'o/o I Q ::-=.o,£1 ) D :;:: 0 ;30~ Y-==-2 .07 FPY / / e__ o . 7 5" ½, / Q ;:: 0 . 4_ L ) D = o. 2. 71 V :::-2 , 3 g C;:;;, 5 1us£ M Ol>,-.D-7 ~-w ;:= I ,0 ',,. D Ef"""r1-f a,s-i! FL ow DE?T7-I Lc.SS TH/'✓ D ITCf, DE,c,Tl-1 ZB L CJlJE"/2_ BEAIC. I 0ccESS RD} D r2A 1 .!1t0'1£ /9,eE,.Ll =-~ 104 5'F ( 0 ,209 Ac) Q 7~'-;j6:e. ::: C .l A = O ,'Z S ( 7;0 )(O,Zo9) =-CJ, 3-G e_~ Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 BASIN B RunOn 12 Pipe Circular Diameter (ft)= 1.00 Invert Elev (ft) = 100.00 Slope (%)= 4.40 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 4.12 Highlighted Depth (ft)= 0.58 Q (cfs)= 4.120 Area (sqft)= 0.47 Velocity (ft/s)= 8.69 Wetted Perim (ft) = 1.73 Crit Depth, Yc (ft) = 0.86 Top Width (ft)= 0.99 EGL (ft)= 1.75 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 Basin B - Brow Ditch 1- 24 Wide-12 Deep Circular Diameter (ft)= 2.00 Invert Elev (ft) = 100.00 Slope (%)= 14.30 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 4.77 Highlighted Depth (ft)= 0.35 Q (cfs)= 4.770 Area (sqft)= 0.37 Velocity (ft/s)= 12.85 Wetted Perim (ft) = 1.73 Crit Depth, Yc (ft) = 0.77 Top Width (ft)= 1.52 EGL (ft)= 2.92 0 1 2 3 4 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 Basin B - PIPE 1 Circular Diameter (ft)= 0.67 Invert Elev (ft) = 100.00 Slope (%)= 20.00 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 4.77 Highlighted Depth (ft)= 0.56 Q (cfs)= 4.770 Area (sqft)= 0.32 Velocity (ft/s)= 15.14 Wetted Perim (ft) = 1.55 Crit Depth, Yc (ft) = 0.67 Top Width (ft)= 0.50 EGL (ft)= 4.12 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jun 23 2024 Basin B - PIPE 2 Circular Diameter (ft)= 0.67 Invert Elev (ft) = 100.00 Slope (%)= 41.00 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 4.77 Highlighted Depth (ft)= 0.42 Q (cfs)= 4.770 Area (sqft)= 0.23 Velocity (ft/s)= 20.46 Wetted Perim (ft) = 1.23 Crit Depth, Yc (ft) = 0.67 Top Width (ft)= 0.65 EGL (ft)= 6.93 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) ATTACHMENT E NRCS SOIL CLASSIFICATION REPORT USDA United States ~ Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for San Diego County Area, California June 18, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951 ). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface .................................................................................................................... 2 How Soil Surveys Are Made .................................................................................. 5 Soil Map .................................................................................................................. 8 Soil Map ................................................................................................................ 9 Legend ................................................................................................................ 10 Map Unit Legend ................................................................................................ 11 Map Unit Descriptions ......................................................................................... 11 San Diego County Area, California ................................................................. 13 CbE-Carlsbad gravelly loamy sand, 15 to 30 percent slopes ................... 13 MIC-Marina loamy coarse sand, 2 to 9 percent slopes ............................. 14 References ............................................................................................................ 16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map 3: "' ~ 9 470100 470100 470170 47018) 470100 47am 47Ce10 47IJ220 47UlD 47a240 470200 47028:J 47Ul70 47028J 4m200 47W'.Xl 33" 9'37''N 33° 9' 37'' N i i 8 8 ffl ffl ; ; ; -I I I ; ; i i i i i i ; i 0 33" 9'34"N ffl 33" 9'34"N 470100 470100 470170 47018) 470100 47a200 470210 47IJ220 47UlD 470240 470200 47028:J 47Ul70 47028J 4m200 47W'.XJ Map Scale: 1:751 if printed on A landscape (11" x8.5") sheet N 0 10 20 Meters 40 ro ~ Feet 0 35 70 140 210 Map projection: Web Men:ator Comer CDOrdinates: WGS84 Edge tics: lJTM Zone 11N WGS84 9 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CbE Carlsbad gravelly loamy sand, 1.1 15 to 30 percent slopes MIC Marina loamy coarse sand, 2 to 0.2 9 percent slopes Totals for Area of Interest 1.3 Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 87.3% 12.7% 100.0% Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soi/ series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report San Diego County Area, California CbE-Carlsbad gravelly loamy sand, 15 to 30 percent slopes Map Unit Setting National map unit symbol: hb9c Elevation: 30 to 300 feet Mean annual precipitation: 10 to 16 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 330 to 350 days Farmland classification: Not prime farmland Map Unit Composition Carlsbad and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carlsbad Setting Landform: Hillslopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Ferruginous sandstone Typical profile H1 -0 to 21 inches: gravelly loamy sand H2 -21 to 28 inches: loamy sand H3 -28 to 42 inches: indurated Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 24 to 40 inches to duripan Drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 1.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: R019XD035CA Hydric soil rating: No Minor Components Chesterton Percent of map unit: 5 percent Hydric soil rating: No 13 Custom Soil Resource Report Marina Percent of map unit: 5 percent Hydric soil rating: No Unnamed Percent of map unit: 3 percent Hydric soil rating: No Redding Percent of map unit: 2 percent Hydric soil rating: No MIC-Marina loamy coarse sand, 2 to 9 percent slopes Map Unit Setting National map unit symbol: hbdz Elevation: 0 to 430 feet Mean annual precipitation: 9 to 12 inches Mean annual air temperature: 57 to 61 degrees F Frost-free period: 330 to 350 days Farmland classification: Prime farmland if irrigated Map Unit Composition Marina and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Marina Setting Landform: Ridges Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian sands derived from mixed sources Typical profile H1 -0 to 10 inches: loamy coarse sand H2-10 to 57 inches: loamy sand, loamy coarse sand H2 -10 to 57 inches: sand, coarse sand H3 -57 to 60 inches: H3 -57 to 60 inches: Properties and qualities Slope: 2 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None 14 Custom Soil Resource Report Frequency of ponding: None Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (noniffigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Carlsbad Percent of map unit: 5 percent Hydric soil rating: No Corralitos Percent of map unit: 5 percent Hydric soil rating: No Chesterton Percent of map unit: 5 percent Hydric soil rating: No 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M ., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs 142p2_ 054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs 142p2_ 054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_ 053624 United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 17