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HomeMy WebLinkAbout3338; Agua Hedionda & Calavera Creek Dredging; Agua Hedionda & Calavera Creek Dredging; 2008-06-02FINAL CONDITIONAL LETTER OF MAP REVISION DUE TO THE AGUAHEDIONDA & CALAVERA CREEKS DREDGING AND IMPROVEMENTS PROJECT Prepared for City of Carlsbad, California June 2, 2008 c i 9665 Chesapeake Drive, Suite 201 San Diego, California 92123 TABLE OF CONTENTS *" LIST OF FIGURES Ill *" LIST OF TABLES Ill *" 1. INTRODUCTION 1-1 •" 1.1 Project Setting 1-2 „_ 1.2 Original Site Conditions 1-3 1.3 Existing Conditions 1-4 1.4 Authority and Acknowledgements 1-4 P- 1.5 Coordination with Other Agencies 1-5 •* 2. AREA OF STUDY 2-1 ^ 2.1 Scope of Study 2-1 2.2 Community Description 2-1 "" 2.3 Principal Flood Problems 2-2 m 2.4 Other Features-(Flood Protection Measures) 2-3 m 3. ENGINEERING METHODS 3-1 3.1 Hydrology Preparation 3-1 m' 3.2 Hydraulic Preparation 3-1 ** 3.3 Model Assumptions 3-2 m 3.4 Boundary Conditions 3-3 3.5 Progression of Proposed Alternatives with Model Results 3-3 ** 3.6 Modifications 3-4 _ 3.7 Modeling Conclusions and Recommendations 3-4 ^ 3.8 Vertical datum 3-5 4. FORMS 4-1«• m 5. OTHER STUDIES 5-1 6. FINDINGS AND CONCLUSIONS 6-1 WW » 7. LIMITATIONS 7-1 Report Limitations 7-1 1 REFERENCES REF-1 IB Use ot data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc Table Of Contents Conditional Letter of Map Revision m m APPENDIX A A » Application Forms for Conditional Letters of Map Revision A *" APPENDIX B B p HEC-RAS Hydraulic Simulation B § APPENDIX C C Chang Consultant Reference Documents C APPENDIX D '. D Rick Engineering Company Reference Documents D APPENDIX E E Agua Hedionda and Calavera Creeks Floodplain Limits & Work Map E P m Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINALBasis for FEMA Dredging(06-02-08).doc Table Of Contents Conditional Letter of Map Revision *• LIST OF FIGURES Figure 1 - Vicinity Map 1-1 Figure 2 - Location Map 1-3 Figure 3 - Horizontal Control Map -1 1-7 Figure 4 - Horizontal Control Map - 2 1-8 Figure 5 - Firm Map No. 0607360768 F 2-5 LIST OF TABLES Table 3.1-1. Feature Representation 3-2 Table 3.1-2. Pier Widths from Existing Model 3-2 Table 3.2-1. Steady State Flow Data 3-2 m m iyy P Hi I Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc Table Of Contents Conditional Letter of Map Revision P m P fa 1H This Page intentionally left blank iv Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc CONDITIONAL LETTER OF MAP REVISION 1. INTRODUCTION The city of Carlsbad has commissioned Brown and Caldwell to perform a hydrology and hydraulic analysis for Agua Hedionda and Calavera creeks to determine the base 100-year floodplain and its overall impact upon the surrounding residential community, to modify the floodplain via vegetation removal and dredging of the two creeks, and to provide other infrastructure modifications for flood control and protection. This project is built upon a series of past-related projects which similarly were designed to contain a potentially detrimental flood widiin the watershed for the purpose of restoring flood control and protection to the surrounding community. Figure 1 provides the Vicinity Map for the Agua Hedionda and Calavera Creeks Dredging and Improvements Project. The project information developed for this study will also support the Conditional Letter of Map Revision (CLOMR) and Letter of Map Revision (LOMR) to be submitted to fulfill the requirements of FEMA and the City's Floodplain Management regulations which reference FIRM map requirements. CITY OF OCEANSIDE HIGHWAY CITY OF VISTA •I I Pm KM M CITY OFSAN MARCOS PACIFIC OCEAN CITY OF ENCINITAS Figure 1-Vicinity Map 1-1 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carisbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc P ta 1: introduction _^ Conditional Letter of Map Revision 1.1 Project Setting Agua Hedionda Creek, as well as Calavera Creek, are within the Carlsbad Hydrologic unit located in the southwest portion of California. Agua Hedionda Creek originates in the hills south of the San Marcos Mountains and generally flows in a westerly direction. The conveyance varies from mild to steep slopes with varying channel widths along its path of travel. The channel bottom and its side slopes have vegetation features that range from sparse to dense ground cover, with an accompanying tree canopy of various types of native species and residentially planted ornamental species. Coupled with its major tributary, Buena Creek, the watershed drains an approximate area of 29 square miles (18,560 acres) where it conveys the collected runoff and discharge to the Agua Hedionda Lagoon, located approximately 1.5 miles downstream of the project site. Agua Hedionda Lagoon then discharges through major arterials, ultimately emptying into the Pacific Ocean. At this discharge point, the lagoon is in the coastal 2one, subject to the rules and regulations under Coastal Waters jurisdiction. Calavera Creek originates at Lake Calavera, which receives surface flow from numerous easterly tributaries that originate from the City of Vista. Calavera Creek meanders in a southerly direction through open space. As it approaches the project site, the channel is noticeably smaller than Agua Hedionda Creek. Within the project site, the channel bottom and side slopes are covered with natural vegetative features that range from sparse to dense ground cover, along with an accompanying tree canopy of various types of native species mixed in with ornamental species planted by adjoining residents. Similar vegetative features, as well as, a less dense tree canopy can be found within the Agua Hedionda Creek alignment Within the Rancho Carlsbad Mobile Home Park (RCMHP) community, Calavera Creek flows southwesterly, along the northwest boundary of the RCMHP community to a point of confluence with Agua Hedionda Creek located approximately 300 feet east of the El Camino Real bridge crossing. During a sufficiently large rainfall event, the channel may overflow into a flood control detention facility designated as Basin BJB. Runoff continues to flow southward through an 11-foot by 7-foot reinforced concrete box culvert under the intersection of College Boulevard and Cannon Road and enters the Rancho Carlsbad community at the point of confluence with a tributary known as Little Encina Creek. The RCMHP community is bounded by both Calavera Creek and Cannon Road to the north, El Camino Real to the south and Rancho Carlsbad Drive to the east. Agua Hedionda Creek conveys runoff in a westerly direction under Rancho Carlsbad Drive and through the center of the community. From this point, the confluence flows in a westerly direction under the Cannon Road Bridge. (See Figure 2 - Location Map) The RCMHP community is comprised of upscale manufactured homes totaling 502 units with typical lot widths of 50 feet by a length of 80 feet. The community has a central recreational center which includes a clubhouse, a pool, tennis courts, with an executive golf course and an open space east of the community. 1-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)>)29309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 1: introduction Conditional Letter of Map Revision m CALAVERA CREEK SITE Figure 2 - Location Mapm m 1.2 Original Site Conditions HI According to construction plans dated in June 1969, the natural flow and channel configuration of Agua Hedionda and Calavera creeks thru the project site were realigned in conjunction with the development of the f§ RCMHP residential community. The channels were reconstructed as man-made, earthen trapezoidal || channels as shown in the original "Grading Plans for the Rancho Carlsbad Mobile Home Park" prepared by South Bay Engineering. The plans detail the grading and excavation for the Mobile Home Park development, m roadway work, channel reconstruction and extension, including work within both Agua Hedionda and Calavera creeks. The constructed alignment of Agua Hedionda Creek included both a 58-foot and 44-foot channel sections, ** located immediately upstream of the El Camino Real Bridge and immediately upstream of the confluence ^ between the Calavera and Agua Hedionda creeks, respectively. The original Agua Hedionda channel was typically 11.5 feet deep with 2:1 (horizontal to vertical) side slopes and an average channel bed slope of 0.15 •• percent (0.0015 ft/ft). Calavera Creek alignment began at the confluence with Agua Hedionda Creek and • proceeded upstream to the proposed intersection of Cannon Road and College Boulevard. The original Calavera Creek channel had a typical bottom width of approximately 4 feet, an average channel bed slope of 0.30 percent (0.0030 ft/ft), a channel depth of 9 feet, and 2:1 side slopes. 11 Agua Hedionda Channel improvement plans prepared by VTN Engineer, in August 1985, provided for rock slope protection at the banks of the channel, around the El Camino Real crossing and the Cannon Road S Crossing. In addition, a rock slope protection berm 195 feet long by 15 feet wide was installed across the mouth of the channel, 225 feet downstream of the Cannon Road Crossing. In 1998, additional channel enhancement and repair work of Agua Hedionda Creek occurred immediately S west of El Camino Real with the construction of the Cannon Road Bridge. In addition, the creek bottom was modified to a width of 80 feet under the Cannon Road Bridge, as well as, providing a width of 100 feet midway between Cannon Road and El Camino Real bridges. The channel width narrows down to 76 feet as • the channel approaches the El Camino Real Bridge looking in an upstream direction. 1-3 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\ProJects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.RNAL_Basis for FEMA Dredging(06-02-08).doc 1: introduction Conditional Letter of Map Revision 1.3 Existing Conditions Significant sediment movement and deposition along Agua Hedionda Creek channel bed has been occurring since reconstruction and repair work was accomplished in 1969 and 1998, respectively. To facilitate the discussion, multiple channel stationing is used as reference points (see Figures 3 & 4 — Horizontal Control Maps 1 & 2, respectively) where feasible. The banks along Agua Hedionda Creek are generally sloped at 2:1 and have vegetative ornamental groundcover or trees that provide some slope stability. The channel width reduces from about 70-feet at Station 18+99 to about 40 feet at Station 19+99, continuing at 40-foot width to just upstream of the first pedestrian/roadway crossing ("Line AH" Station 42+99). The upstream portion of Calavera Creek within the RCMHP also has mild to steep slopes along the channel banks. It also shows signs of local scour along its northern and southern bank faces ("Line CC" Station 8+00 to 11+00), as well as, around drainage appurtenances (Station 22+30). Furthermore, the channel capacity has been reduced by sedimentation in the lower reaches of the channel near its confluence ("Line CC" Station 00+00) with Agua Hedionda Creek ("Line AH" Station 18+76.78) and by encroachment of non-native trees and homeowner improvements such as decks, patios, retaining walls, and ornamental landscaping. Towards the El Camino Real Bridge crossing ("Line AH" Station 16+00), a. significant amount of sediment has deposited under the structure. Water staining at the underside of the bridge indicates that the water level in Agua Hedionda Creek reaches the bridge bottom under most large rainfall events. The vertical clearance from the ground line to the bridge bottom is approximately 7 to 9-feet, limiting flow volume through the conveyance channel. The channel section between the Cannon Road Bridge crossing ("Line AH" Station 12+50) and the downstream end of the El Camino Real Bridge ("Line AH" Station 15+00) is densely vegetated and has rock slope protection around each bank. Under the Cannon Road Bridge crossing, significant deposition of sediment and deleterious materials exist, restricting flow at this point. Similarly, the vertical clearance from the ground line to the bridge bottom is approximately 6 to 8-feet. The two combined restrictive flow conditions minimize the available open area for efficient discharge creating a backwater effect that may lead to potential flooding upstream. The sediments found within the channel bottom are largely composed of coarse to fine-grained sand with a small percentage of gravel and trace amounts of fine material that can be easily transported downstream at high velocities and deposited when the channel widens and flow velocities decrease. This action elevates the channel bottom, ultimately reducing the conveyance capacity of the channel. 1.4 Authority and Acknowledgements The City of Carlsbad will have signatory authority and will be responsible for the facility in conjunction with the RCMHP residential community. Aerial mapping has been provided by the Photo Geodetic Corporation. Mapping and additional field points have been provided by Right of Way Engineers. Additional mapping has been provided by the City of Carlsbad and Lyle Engineering, Inc. HEC-1 Information for the Agua Hedionda Watershed has been provided by the Rick Engineering Study. Additional modifications to the discharge volumes within the Calavera Creek have been provided by Chang Consultants. 1-4 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Oredging(06-02-08).doc 1: introduction Conditional Letter of Map Revision „. 1.5 Coordination with Other Agencies «« As part of on-going work to provide flood protection for the community, the City performed emergency dredging work under the auspices of an Army Corps Regional General Permit No. 63 (File No. 200600151). """ The emergency dredging work was performed between the limits of the Cannon Road Bridge and 0.16 miles M northeast of El Camino Real Bridge. Coordination with other governing agencies, such as the San Diego Regional Water Quality Control Board, Department of Fish and Game, and the Coastal Commission was "• required to meet individual agency standards of care. m m. m m L I 1-5 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carisbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 1: introduction Conditional Letter of Map Revision This page intentionally left blank Pi 1-6 Jse of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA).129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc P M p i Is? III I s1II LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 L12 L13 L14 L15 L16 L17 U LINE TABLE LENGTH 18.70 11.36 45.20 168.16 32.84 1017.71 117.35 233.62 117.89 208.27 121.24 36.04 228.89 450.55 407.64 1130.51 85.61 BEARING N46*39X>3-E S62'57'58-E S62'5T58'E N23°24'33-E N51'59'48-E S63°44'29"E N81°48'29-E S83°21'53'E S60-01-27-E N87-55-03-E S24-24'52-W S39053'53-W SeSMTJS'W N78-31103"W S48I1921-W S51M740-W N89"59'05'W O CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 C8 C9 CIO C11 C12 C13 LENGTH 399.24 326.81 149.68 560.79 300.64 129.39 203.69 111.90 54.05 225.08 189.58 463.91 133.42 RADIUS 325.00 200.00 300.00 500.00 500.00 500.00 500.00 200.00 200.00 500.00 303.48 500.00 200.00 DELTA ANGLE 70-22'59- 93-37-29-1 28-35'15" 64-15'43' 34'27-02- 14°49137- 23°20126' 32-0379' 15-29-Or 25'47132- 35°47-33' 53'09-3r 38'13'14' HORIZONTAL COORDINATE TABLE "CC" STATION 0+00 1+2124 1+7528 2+11.33 4+36.40 6+75.55 8+66.64 13+01.10 17+71.13 21+78.82 33+09.33 34+42.75 35+28.36 NORTHING 1999828.9518 1899939.3463 1999984.9645 2000012.6160 2000147.5704 2000246.0213 2000265.8632 2000174.1650 2000289.4521 2000560.5391 2001259.7402 2001302.5805 2001302.5578 EASTING 6241412.2849 6241462.3955 6241491.0742 6241514.1929 8241691.9510 6241909.8960 6242096.7163 6242521.3855 6242959.3868 6243263.8876 6244152.2402 6244275.9897 6244361.6044 DESCRIPTION BEGIN CONTRACT BEGIN CURVE C9 END CURVE C9 BEGIN CURVE C10 END CURVE C10 BEGIN CURVE C11 END CURVE C11 BEGIN CURVE C12 END CURVE C12 BEGIN LINE L16 BEGIN CURVE C13 END CURVE C13 END CONTRACT 60' EASEMENT AND RIGHT OF WAY FOR ROAD PURPOSES TO GEORGE W. AND EDWINA TARRY RECORDED SEPTEMBER 10, 1957 IN BOOK 6740 PAGE NO. 102 OR AS SHOWN ON PM 17985 O EXISTING EASEMENT TABLE No. E1 E2 E3 E4 PURPOSE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE OWNER CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD DOCUMENT DOC. 2003-1414301 DOC. 2003-1414303 F/N 2003-1414301 O.R. F/N 2003-1414303 O.R. RECORDED 11-25-2003 11-25-2003 11-25-2003 11-25-2003 •CC- LINE STA 35+28.36 N=2001302.56 E=6244361.60 PARCEL MAP BOUNDARY PARCEL MAP BOUNDARY PARCEL MAP BOUNDARY AND DRAINAGE EASEMENT LAKE! CALAVERA CREEK DRAINAGE EASEMENT DEDICATED EPTED ON PM 17985 PROPOSED STAGING AREA Q. EASEMENT TO SDG&E RECORDED OCTOBER 29, 1971 AS DOC. NO. 251396 OR AS SHOWN ON PM 17985PARCEL MAP BOUNDARY / 60' EASEMENT AND RIGHT OF WAY FOR ROAD PURPOSES TO GEORGE W. AND EDWINA TARRY RECORDED SEPTEMBER 10, 1957 IN BOOK 6740 PAGE NO. 102 OR AS SHOWN ON PM 17985 CALAVERA CREEK 100% SUBMITTAL HORIZONTAL CO ^^FEM^SS^ ft-\ No. C 054987 LI)«"\ Exp. 6-30-06 yy WARNING 0 1/2 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWELL BOSS OCStfEME MRE. SHE 201SMI OCOLCMraMA >ZU3(Bfl) 5U-O22 FAX (KB) 5M-W33 SCALE HORIZONTAL AS SHOWN ^RTlCAL AS SHOWN MTD/~»I 1. 4 A DNlnUL MAP •AS - BUILT P.E. EXP, DATE REVIEWED BY: INSPECTOR DATE DATE ENQNEER MHAL F WRK A REVISION DESCRIPTION DATt 0«R AP MnUL HtOVAL DA1E an tr M1UL PROVAL snu.i 5 CITY OF CARLSBADENGINEERING DEPARTMENT SHtLTS 22 mpRommrr PLANS FOR HORIZONTAL CONTROL MAP - 2 APPROVe* DAVID A. HAUSBt DEPUTY QTY ENGMEER PE: 33081 EXPIRES: 06/30>l» DA1E OWN BY: R3C | CHKD BY: ifiRVWD BY* 1 PROJECT NO. II DRAWING NO. 3338-1 II 436-2A Figure-4 0! §i |t I* BASIS OF BEARINGS AND COORDINATES/BENCHMARK NAD 83 (1991.35 EPOCH) POINTS AS SHOWN ON CITY OF CARLSBAD CONTROL RECORD OF SURVEYNO. 17271 USING BEARING: N 56" 44' 52" E POINT 105 N 1999466.124 E 6241021.960ELEV. -26.13' (NGVD 1929) 2.5" DISK IN NORTHEAST CORNER OF CANNON ROAD BRIDGE OVER AGUA HEDIONDA CREEK, 120' SOUTHWEST OF EL CAMINO REAL POINT 109N 1998301.767E 6239246.162 2.5* DISK IN DRAINAGE BOX INLET ON SOUTH SIDE OF CANNON RD. 0.2 Ml WEST OF EL CAMINO REAL COMBINED SCALE FACTOR AT POINT 105 IS 0.999962440 GRID DISTANCE = (GROUND DISTANCE) X (COMBINED SCALE FACTOR) D LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 L12 L13 L14 L15 L16 L17 LENGTH 18.70 11.38 45.20 168.16 32.84 1017.71 117.35 233.62 117.89 208.27 121.24 36.04 228.89 450.55 407.64 1130.51 85.61 BEARING N46-39WE S62-5r58"E S62'57'58"E N23-24133-E N51*59'48'E S63'44'29"E N81'48'29"E S83'21'53"E seo'oi^re N87°55-03"E S24"24152"W S39'53'53"W S6S'4nSVI N78'31'03"W S48°19^1-W SSfATAtFN N89-59D5-W O CURVE TABLE CURVE C1 C2 C3 C4 C5 ce C7 C8 C9 C10 C11 C12 C13 LENGTH 399.24 326.81 149.68 560.79 300.64 129.39 203.69 111.90 54.05 225.08 189.58 463.91 133.42 RADIUS 325.00 200.00 300.00 500.00 500.00 500.00 500.00 200.00 200.00 500.00 303.48 500.00 200.00 DELTA ANGLE 70°22'59" 93*37*29" 28-35'IF 64'15'43' 34"27T)2" 14'493r 23"20'26" 32"03'29" 15"29'01" 25°47'32" 35W33' 53'09137- 38°13'14" HORIZONTAL COORDINATE TABLE "AH" STATION 7+00 7*18.70 11+17.93 11+74.51 15+1.32 16+69.48 18+19.16 18+52.00 24+12.79 34+30.50 37+31.14 38+48.49 39+77.87 42+11.50 44+15.18 45+33.07 46+44.97 48+53.25 NORTHING 1999383.4911 1999396.3264 1999449.4819 1999423.7666 1999522.4555 1999676.7708 1999793.9752 1999814.1922 1999868.6073 1999418.3477 1999371.6521 1999388.5730 1999390.3257 1999363.3312 1999299.7987 1999240.8992 1999214.2787 1999221.8468 EASTING 6240499.8772 6240513.4742 6240884.2864 6240934.6818 6241209.1234 6241275.9308 6241366.5262 6241392.3997 6241921.4657 6242834.1517 6243126.6080 6243242.7600 6243371.7770 6243603.8370 6243795.8803 6243897.9970 6244005.1910 6244213.3280 DESCRIPTION BEGIN CONTRACT BEGIN CURVE C1 END CURVE C1 BEGIN CURVE C2 END CURVE C2 BEGIN CURVE C3 END CURVE C3 BEGIN CURVE C4 END CURVE C4 BEGIN CURVE C5 END CURVE C5 BEGIN CURVE C6 END CURVE C6 BEGIN CURVE C7 END CURVE C7 BEGIN CURVE C8 END CURVE C8 END CONTRACT O EXISTING EASEMENT TABLE No. E1 E2 E3 E4 PURPOSE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE OWNER CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD DOCUMENT DOC. 2003-1414301 DOC. 2003-1414303 F/N 2003-1414301 O.R. F/N 2003-1414303 O.R. RECORDED 11-25-2003 11-25-2003 11-25-2003 11-25-2003 CALAVERA CREEK - SEE SHEET 5 60' EASEMENT AND R/W FOR ROAD PURPOSES TO GEORGE W. AND EDWINA RECORDED SEPTEMBER 10,1957MBOOK6740 PAGE NO. 102, OR AS SHOWN ON EASEMENT TO SDG&E RECORDED OCTOBER 29, 1971 AS DOC. NO. 251396 OR AS SHOWN ON PM 17985 60' EASEMENT TO JOSEPH & LILLIAN CANTARINI AND BANNING CANTARINI RECORDED APRIL 1. 1967 AS DOC. NO, 58827 OR AND SEPTEMBER 7, 1995 AS RLE NO. 1995-0398033 OR AS SHOWN ON PM 17985 PARCEL MAP BOUNDARY "CC" LINE STA 0+00.00= "f "AH" LINE STA 18+76.78 N«1989628.85 E=624M12JJ9 s*T"i«S?&£lB* '--'-» "AH" LINE STA 7+00.00 N=1999383.49 £=8240499.88 AGUA HEDIONDA CREEK DRAINAGE EASEMENT DEDICATED AND ACCEPTED ON PM 17985 12' EASEMENT TO SDG&E RECORDED NOVEMBER 26. 1965 AS FILE/PAGE NO. 214035 OR AS SHOWN ON PM 17985 AH" LINE STA 48+53.25 N=1999221.85 £=6244213.33Q. 20' EASEMENT TO SDG4E RECORDED MARCH 20, 1956 AS BOOK 6024 PAGE NO. 26 OR AS SHOWN ON PM 17985 AGUA HEDIONDA CREEK 100%SUBMITTAL HORIZONTAL CONTROL MAP 1\\« X;ii%\r"%5 SBU.i^S>l WARNING 0 1/2 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWELL BBB9 CMSWEWE DHVE, 9UT1E 201SIM BEOO. CMTONA 12123(B68) S14-8B23 FAX (MB) 514-W3J cr.A]F HORIZONTAL « SHOWN VERTICAL AS SHOWN •AS - BUILT" P.F B(P DATE REVIEWED BY: INSPECTOR DATE DAT! ENONEER •OT1AL OF WRK A REVISION DESCRIPTION DATE 01HESW MHAL movN. OA1E CITY AP HIM. PROVAL SHEET 4 CITY OF CARLSBADENGINEERING DEPARTMENT SHEETS I 22 mPROVEUEMT PUDS TOR HORIZONTAL CONTROL MAP - 1 DEPUTY On ENONEER PE 33081 EXPKS: 06/30/M DATE OWN BY: RSC CHKD BY: SBRVWDBY: PROJECT NO. II DRAWING NO. 3338-1 || 436-2A Figure-3 CONDITIONAL LETTER OF MAP REVISION 2. AREA OF STUDY «„. The ultimate goal of this study is to determine an effective hydraulic capacity of Agua Hedionda and Calavera creeks which will aid in minimizing the floodplain boundary. Based on engineering judgment and assumptions to reduce the 100-year floodplain elevations, the recommendations for design alteration of the existing channel configurations through a proposed dredging methodology, and upon implementation of said recommendations, will remove the threat of flooding to the maximum number of dwelling units within the *• Rancho Carlsbad Mobile Home Park (RCMHP) community. "" 2.1 Scope of Studym For the purpose of this study, the hydraulic investigation of the Agua Hedionda Creek alignment will p originate downstream, at the discharge point 250 feet west of the Cannon Road Bridge crossing ("Line AH" ^ Station 11+50), will incorporate major drainage features and will terminate at the Rancho Carlsbad Road crossing ("Line AH" Station 41+50). The overall alignment length of Agua Hedionda Creek that will be m modeled using HEC-RAS will be at least 3,000 feet. The relevant Flood Insurance Rate Map (FIRM - Panel ; 768 of2375), Map Number 06073C0768 F (with an Effective Date: June 19,1997) is included as Figure 5. *• FIRM No. 06073C0768 F will be used for comparison of pre-project floodplain boundary for Agua Hedionda Creek.m b Similarly, the hydraulic investigation of the Calavera Creek alignment will originate at the confluence with Agua Hedionda ("Line CC" Station 0+00), will incorporate proposed channel features where applicable w (including gabion structures, rock slope protection, Vmax slope protection), and tie into an existing drop structure feature ("Line CC" Station 34+00). The overall alignment length of Calavera Creek that will be ** modeled using HEC-RAS will be at least 3,400 feet. Similarly, the FIRM No. 06073C0768 F will be used for comparison of pre-project floodplain boundary for Calavera Creek. ^m The 100-year storm event will be modeled to determine the floodplain boundary of the channels under current conditions. This model will serve as a benchmark for calibration. Modification of the existing urn channel geometry, coupled with a lower finished grade profile will allow for more volume of runoff within ^ the banks and will provide efficient flow control. The proposed model with suggested improvements will re- establish the floodplain elevation, thus removing the majority of housing units from the floodplain. The __ extent of localized flooding will be confirmed after the channel dredging work is completed. m 2.2 Community Description W The RCMHP community is mostly made up of single story dwelling units (totaling 502 units) and can be H classified as medium to high density residential, based on General Plan Land Uses for the City of Carlsbad. The units have a typical lot width of 50 feet by a length of 80 feet. Approximately 52 units have the rear of PI the property adjacent to Agua Hedionda Creek, while 41 units have the rear of the property adjacent to ll Calavera Creek. The dwelling units are typically raised at least 2.0 feet above me ground line of the original grade line. Streets are generally paved with asphalt concrete and.have rolled concrete gutters and drainage m swales to control onsite runoff. The community has an average gentle slope of 0.50-percent (0.005 ^ foot/foot) that generally drains from the northeast corner at (elevation 60.00±) towards the southwest end of the community (elevation 44.00+.). mnjii^ 2: Area of Study Conditional Letter of Map Revision Existing drainage facilities are typically concrete overside drains and drainage inlets with small diameter ,... culverts with flowlines that provide positive drainage away from the residential areas. The private residential streets which have a 2.00 % crown that force flow lines towards the gutters, were constructed in conjunction with intermittent inlets to provide an approximate 1.0-percent slope in asphalt areas. Other typical drainage features and areas found onsite include rain gutters which would contribute to the overall runoff by directing water from residential area roofs and driveways away from the residences and towards the gutter lines. r Based on Parcel Map No. 17985, Parcel 1 contains all the housing units with an area equal to 88.44 acres. *- Parcel 2, which contains the club house and other structures, has a corresponding area of 6.14 acres. For purposes of this study, the runoff from the community will not have a significant impact to the overall discharge that is being contributed to the Agua Hedionda Creek. Additional runoff generated by this project will be managed within the existing storm water conveyance system. „, 2.3 Principal Flood Problems Agua Hedionda and Calaveras creeks have historically been subject to varying amounts of unsteady state flow conditions. This has caused the existing channel volume configuration to become inefficient over time. •» These inefficiencies are a result of deposition, degradation and scour at various locations along each channel alignment. It is proposed to model existing conditions in order to determine areas that are subject to "* constrained flow, impingement or other conditions that are detrimental to the flow efficiency of the creeks. ^ Evidence of minor local scour caused by the channel runoff was observed around drainage appurtenances ^ (such as culverts and overside drains) and along the bank slopes ("Line AH" Station 19+50, 21+55, 24+85, 29+53). Similar occurrences of localized scour can be seen along the channel alignment where obstructions *"* to the flow path, such as trees or other appurtenances, impinge flow through the channel ("Line AH" Station 16+70, 17+50,19+50, 21+50, 24+00, 29+50, 30+50, 41+15). m MiThere is evidence of scour around existing concrete aprons, sediment deposition, and movement of the existing rock slope protection. These conditions are typically attributed to high velocities, changes in channel _ geometry or changes in surface material (hard surface to softer surface).m Another example of scour can be found at "Line AH" Station 30+15, where the channel alignment has a slight curve. A railroad tieback retaining wall protects that toe of slope and embankment at "Line AH" IP Station 30+15. However, due to the flow velocity and height of the water column, the runoff has managed to — go behind the appurtenance (tie back wall) and scoured a hole at the bank slope. 2-2 eUse of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Cartebad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc P 2: Area of Study Conditional Letter of Map Revision 2.4 Other Features-(Flood Protection Measures) The Agua Hedionda and Calavera creeks dredging project is a component of on-going floodplain reconstruction work for the purpose of restoring flood control and protection. Several components ,_« surrounding the project (depending on the timing of construction) will be incorporated into the design and subsequent construction. These projects features will require construction tie-ins, coordination of design •"• features, or temporary facilities that may require diversion during the construction phase of this project. ^ These project features are briefly discussed below: • Gabion Drop Structures at Agua Hedionda and Calavera Creeks - The project will incorporate five drop ™ down structures within Agua Hedionda (six for Calavera Creek) for velocity control and potential m vegetation enhancement. • Desilting Basin — This design feature will provide temporary sediment control measures during " construction and will also serve as a permanent sediment control feature that will require long term m maintenance. • Maintenance Access Road — The access road will provide an entry way for equipment to initially construct, "" and ultimately maintain the channels. • Slope and Drainage Repairs. - The proposed work will entail the slope stabilization of areas subject to erosion or scour with slope treatment materials such as Vmax or other product, and replacement of • damaged headwalls and drainage appurtenances that discharge to the creeks. • Rock Slope Protection at the Maintenance Access Road - The primary purpose of the rock is for protection of the proposed slope that will be subjected to water forces at the bend of the channel. ^ • Ornamental Wall — This feature is to replace "in kind" the removal of the existing wall adjacent to Calavera Creek. Removal of existing wall will allow maintenance access to the channel. This work may require utility relocation of sewer, water and power. »ji • 84" Reinforced Concrete Pipe Culvert - Proposed Diversion upstream of Calavera Creek to reduce flow volume (See Appendix C - Chang Study). mi P i ^Hi ** Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carfsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc [ 2: Area of Study Conditional Letter of Map Revision This page intentionally left blank 2-4 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc I N E DON LOR- ARTURO ENZ DRIVE APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 768 OF 2375 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY CARLSBAD CITY OF NUMBER PANEL SUFFIX 080285 0761 MAP NUMBER 06073C0768 F EFFECTIVE DATE: JUNE 19,1997 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-LJne. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store atwww.msc.fema.gov Figure-5 CONDITIONAL LETTER OF MAP REVISION 3. ENGINEERING METHODS Brown and Caldwell (BC) has been commissioned to prepare HEC-RAS modeling for the existing and proposed conditions of both the Agua Hedionda Creek and Calavera Creek channels (project site). The existing conditions (baseline) model has been prepared with the data provided by the City of Carlsbad, and hydrology information provided for the 100-year event using the estimated flows developed by other consultants (Rick Engineering Company and Chang Consultants). The baseline model, if feasible, will be used to prepare calibration data for the project site. The baseline model will be compared to the existing FEMA mapping to determine floodplain boundaries and other areas of concern. Upon completion of the baseline simulations, proposed and alternative channel alignments will be modeled to determine the best fit channel geometry and mitigation along the banks. The modeling effort is being performed in support of proposed channel modifications. HEC-RAS 3.1.3, developed by the Hydrologic Engineering Center for use by the Army Corps of Engineers, will be utilized for all hydraulic model simulations. The HEC-RAS program is intended for use in calculating water surface profiles for steady state, gradually varied flow. The strength of the program relies upon the basic computational procedures of the one-dimensional energy equation. Through the standard equations, the program can compute subcritical, supercritical and mixed flow regime water surface profiles. Energy losses in a system are evaluated by friction (use of Manning's equation) and contraction/expansion (structure coefficients multiplied by the change in velocity head of the system). The HEC-RAS program is ideal for modeling and studying floodway encroachments, floodplain studies and flood insurance evaluations. Supporting information for the watershed will be provided by the Agua Hedionda Watershed GIS Based Master Plan and the Carlsbad Channel and Basin Project Special Use Permit prepared by Rick Engineering Company. Other supplemental information will be provided by the Conditional Letter of Map Revision Request for Robertson Ranch prepared by Chang Consultants and information provided by the City of Carlsbad. 3.1 Hydrology Preparation The Rick Engineering Company prepared a GIS-based Drainage Plan for the Agua Hedionda watershed portion of the City of Carlsbad. The Drainage Plan calculated the 100-year peak runoff for the watershed tributary to the Agua Hedionda Lagoon and its ultimate discharge to the Pacific Ocean. The computations provided preliminary information that included the Agua Hedionda Creek and Calavera Creek channel flow volumes. The initial data provided from the Rick Engineering documents was compared to the approved FEMA floodplain. Adjustments were made, incorporating the additional hydrology and hydraulic analyses performed by Chang Consultants. These studies are discussed further in Section 5. 3.2 Hydraulic Preparation All model default parameters were used, except where noted. Flowlines provided for the existing conditions were not modified. Features identified in the site walk photos and the survey data were added to the model, as.shown in Table 3.1-1. Manning's n values, not shown in Table 3.1-1, were adapted from the existing HEC-RAS model. 3-1 Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of 'CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAI__Basis for FEMA Dredging(06-02-08).doc 3: Engineering Methods Conditional Letter of Map Revision Water Course Agua Hedionda Creek Calavera Creek Table 3.1-1. Feature Representation Features Represented Explicitly Box Culvert Lower Agua Bridge Cannon Road Bridge El Camino Road Bridge Right bank flood wall(1) Other Feature Representations Houses on the right and left banks are represented with a Manning's roughness of 0.2 Houses on the left bank are represented with a Manning's roughness of 0.2 Riprap in channel is represented with a Manning's roughness of 0.035 Notes: (1) The flood wall top elevation was set to the elevation in the survey data: 46 feet at the downstream end and 67 feet at the most upstream cross section. The information for the Agua Hedionda Creek bridges and culvert was obtained from the bridge AutoCAD drawings and supplemented with pier widths from the existing HEC-RAS model. It was assumed that the bridge cross section centerline coincided with the flow line provided. The pier width assumptions are outlined in Table 3.1-2. Table 3.1-2. Pier Widths from Existing Model Structure Box Culvert Lower Agua Bridge Cannon Road Bridge El Camino Road Bridge Pier Width (ft) n/a 4.5 1.5 1.3 3.3 Model Assumptions A steady-state flow hydraulic analysis was performed with the flow and boundary conditions shown on Table 3.2-1. Following the previous study by Rick Engineering, Chang Consultants performed a HEC-1 analysis to model an upstream diversion of 500 cfs from Calavera Creek. The flow data used in our initial model runs is a result of the HEC-1 analysis. Table 3.2-1. Steady State Flow Data Water Course Agua Hedionda Creek Calavera Creek 100-yr Event Flow (cfs) 7,338 upstream of confluence 8,041 downstream of confluence Upstream Flow 629 Diverted Flow 876 Downstream Flow 891 Boundary Condition • Downstream water surface elevation = 35 feet Downstream water surface elevation = 42.8 feet (from Aqua Hedionda model results) 3-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carisbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 3: Engineering Methods Conditional Letter of Map Revision 100-Year Event Flow Initial hydraulic simulation of Agua Hedionda Creek indicated flooding that extended beyond the cross sections, reaching the Calavera Creek channel from "Line AH" Station 7+00 to 21+99. Therefore, the Agua Hedionda cross sections were extended to the floodwall on the right bank of Calavera Creek up to and including the section at "Line AH" Station 19+99. This point ("Line AH" Station 19+99) was considered the "confluence" during design flow event (see Table 3.2-1) for the steady state flow analysis. Agua Hedionda Creek was modeled with a 100-year storm event discharge volume of 7,338 cfs for the upstream portion of the channel "Line AH" Station 19+99 to 48+50. Agua Hedionda was also modeled with a 100-year storm event discharge volume of 8,041 cfs for the downstream portion of the channel ("Line AH" Station 19+99 to 7+00). Since Agua Hedionda Creek's 100-year flow affects the confluence of Calavera Creek, the water surface elevation of "Line AH" Station 21 +99 was used as the downstream control for the Calavera Creek model ("Line CC" Station 4+49) simulation. The Calavera Creek hydraulic simulation was modeled independently (of Agua Hedionda Creek) using the 100-year storm event discharge volume of 629 cfs acquired from an independent study prepared by Chang Consultants (February 2008). 3.4 Boundary Conditions The Agua Hedionda Creek hydraulic model determined that a water surface elevation of 35.0 feet MSL could be achieved at "Line AH" Station 7+00. This water surface elevation was used as the downstream boundary control for determination of back water effects upstream of Agua Hedionda and Calavera creeks. The hydraulic model simulation was run using a subcritical flow regime to determine the water surface elevation and resulting floodplain boundary (footprint of flooding) as shown in the work map Exhibit -1 provided in Appendix E. 3.5 Progression of Proposed Alternatives with Model Results 1. The initial model run illustrated the existing conditions in Agua Hedionda and Calavera creeks. This model simulation generated the floodplain footprint as shown in FEMA mapping. This model simulation showed flooding to impact half of the Rancho Carlsbad community (278 housing units). 2. Proposed modifications to Agua Hedionda Creek began by using a 70' channel width with 2:1 side slopes. This model simulation decreased the amount of flooding within the Rancho Carlsbad community although flooding still would impact 26 housing units. 3. A maintenance access road on the northern bank of Agua Hedionda Creek and a desiltation basin within the channel floor were incorporated into the proposed modification design described in alternative 2 (70' channel width with 2:1 side slopes), just downstream of the confluence. 4. A revision to the Agua Hedionda Creek geometry was proposed after the determination that further protection was necessary for the Rancho Carlsbad community. The modification incorporated an 85' channel width with 1.5:1 side slopes. The desiltation basin was also widened and incorporated into the revised proposal. The proposed maintenance access road described in alternative 3 was withdrawn due to the widening of the channel. 5. The proposed conditions of an 85' channel width with 1.5:1 side slopes incorporated both the widened desiltation basin and the installation of a proposed maintenance access road to a new location, just downstream of the confluence with Calavera Creek. A revised discharge volume was used based on the 3-3 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 3: Engineering Methods Conditional Letter of Map Revision modifications of the weir wall upstream of Calavera Creek. The change in condition was based on work by Chang Consultants (November 2005). 6. The final proposed conditions mimic those of alternative #5. In this alternative, drop structures were incorporated into a 200 foot stretch of Calavera Creek for velocity control, just upstream of the confluence with Agua Hedionda Creek and at 200 foot stretch of Calavera Creek almost 2,000 feet upstream of the confluence. Similarly, drop structures were incorporated into a 200 foot stretch for the design at Agua Hedionda Creek, just west of Rancho Carlsbad Drive. 3.6 Modifications The current Agua Hedionda Creek channel geometry was modified in order to contain the 100 year flood flows within the channel banks, lowering the footprint of the floodplain to minimize impacts to the surrounding residential areas. The bottom channel width, between the Cannon Road Bridge ("Line AH" Station 12+75) and die downstream of El Camino Real Bridge ("Line AH" Station 14+88) was widened to 85 feet. This 85 foot width was also incorporated to the upstream sections between the El Camino Real Bridge ("Line AH" Station 15+99) and just west of the confluence between Agua Hedionda and Calavera Creeks ("Line AH" Station 18+99). The channel slope from section "Line AH" Station 18+99 to "Line AH" Station 40+41 was set to a 0.15% grade with the channel elevation at "Line AH" Station 18+99 beginning at 32.01 ft Manning's roughness values throughout this section were also modified to 0.025 to reflect a clean, uniform channel bottom. 3.7 Modeling Conclusions and Recommendations The modeling performed for the "Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance", provided several alternatives that depicted undetained flow and detained flow for the channel through the community. The undetained flow revealed flooding beyond the channel banks, impacting at least half the community. The detained flow minimized the flood footprint but still created a significant impact to the community. The additional alternatives, provided in this study were able to reduce the flood footprint, minimizing flood impacts down to approximately 12 housing units. However, the last detained alternative required the construction of retaining flood walls to contain the flow within the channel banks. The hydraulic modeling for the Agua Hedionda Dredging Project incorporated revised topography that reflected different channel flow conditions due to heavy vegetation, changes in flow path and sediment deposition within the channel footprint. Initial field observations revealed localized scour around appurtenances that have encroached in the channel flow path, damage to existing drainage facilities and appurtenances, such as overside drains, concrete aprons and displacement of rock slope protection. Other impacts created within the channel include: emergency dredging within the center of Agua Hedionda Creek to minimize flooding, vegetation removal between the bridges, and adjacent work upstream of Calavera Creek. Future impacts such as new development with storm water facilities will alter drainage flow patterns, create diversions and will make some facilities obsolete. These existing and future channel conditions have been discussed and considered to determine if additional assumptions must be incorporated into the hydraulic modeling for the Agua Hedionda Dredging Project. The most significant of impacts will be the proposed development north of Cannon Road. This development has proposed the design and subsequent construction of an 84-inch Reinforced Concrete Pipe that will drain the development and will divert 500 cfs from the Calavera Creek channel. This will relieve the volume of flow at the upstream basin and will aid in the reduction of the overall volume at the downstream confluence between Agua Hedionda and Calavera Creeks. 3-4 Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad. City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 3: Engineering Methods Conditional Letter of Map Revision Based on the above mentioned information, the assumption of reduced flow was introduced into the hydraulic model. Utilizing the initial channel geometry width of 70 feet with 2:1 side slopes, the 100-year discharge flow volume of 7,254 was used upstream of the confluence and 7,983 downstream of confluence. The model results generated a floodplain footprint that exceeded the banks of both channels. Revised hydraulic simulations introduced a desiltation basin and a maintenance access road. The addition of a desiltation basin and the access road altered the geometry of the channel. However, this modification did not have a significant impact to the channel capacity or the floodplain. The next revision changed the geometry of the channel. Utilising the channel geometry of 85 foot width with 1.5:1 side slopes, and the same discharge flow volumes of 7,254 (upstream) and 7,983 (downstream) respectively. The model resulted in lowering the water surface elevation, as well as, lowering the floodplain footprint. Thus, the flow volume was contained within the banks of both channels. Once this hydraulic simulation became stable, the desiltation basin and maintenance access road were incorporated. Although, the addition of a desiltation basin and the access road altered the geometry of the channel, this modification did not have a significant impact to the channel capacity or the floodplain. Additional features, such as gabion drop structures and rock slope protection, were added to the model for purposes of sediment and velocity control. These control features slightly raised the channel bottom and water surface elevation from the proposed modifications at Calavera Creek. However, this change in water surface did not create a significant impact to the adjoining properties. The current hydraulic model with channel geometry of 85 feet width and 1.5:1 side slope minimizes the flooding potential to about 6 adjacent properties. Therefore, it is recommended to prepare a design that incorporates the design features to minimize potential flooding described above. Details on elements that make up the HEC-RAS hydraulic simulations are found in Appendix B. 3.8 Vertical datum As part of the work order agreement, aerial mapping and field surveys was completed by our sub-consultants, Photo Geodetic Corporation (San Diego, CA.) and Right-of-Way Engineering Services, Inc. (Oceanside, CA.), respectively. Coordinate controlled aerial panels (targets) were set on October 2005 prior to the aerial photography. The aerial photography survey was performed on October 27, 2005, flown at a preset elevation to acquire and generate base mapping at one-foot contour intervals. The base mapping generated for the Agua Hedionda & Calavera creeks project would have one foot contours with a standard accuracy of +_ 0.5 foot on a 1"= 40' scale map. Additional field surveys were conducted to fill in the gaps where the vegetative canopy was too dense to acquire ground elevations through aerial means. Additional supplemental work (spot elevations and tie-in points) were acquired using Total Station electronic equipment. The additional field points were required to tie in survey monuments and aerial panels, and obtain rim and invert elevations for utility vaults, sanitary sewer manholes, cleanouts, headwalls, poles, fences, bridge corners and bottom of bridges, existing flow line elevations for both creeks, and spot elevations in areas that have rock slope protection. The spot elevations generated by the survey personnel have a standard accuracy of ± 0.1 foot on a 1"= 40' scale map. The one-foot contour mapping is justified for an accurate assessment and delineation of the flood plain area for the project. The mapping also meets submittal requirements as outlined by FEMA. Plot files have been created which form the basis of the base map used for the development of the drawings. The basis of bearings and coordinates/benchmarks are based on NAD 83 (1991.35 EPOCH) points as shown on the City of Carlsbad Control Record of Survey No. 17271 using the following two points: • Point No. 105, N1999466.124, E 6241021.960, Elevation=26.13' (NGVD29) located on a 2.5" disk in northeast corner of Cannon Road Bridge over Agua Hedionda Creek, 120' southwest of El Camino Real 3-5 Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 3: Engineering Methods Conditional Letter of Map Revision • Point No. 109, N 1998301.767, E 6239246.162, on 2.5" disk in drainage box inlet on the south side of Cannon Road, 0.2 miles •west of El Camino Real A utility contacts list was prepared and a request for information letter sent out to the utilities adjacent to and within the community. The utility search was performed to determine the location of fuel and gas lines, communications such as telephone and cable, and other underground utilities such as electrical, water and sewer. The location and description of these utility features are identified in the design drawings. The City of Carlsbad also provided development drawings from adjacent proposed developments which identified features such as future drainage culverts, utility lines, lot lines and property boundaries. The electronic files were overlaid on the base map as a raster image, and was then fitted to scale and converted into a digitized image. Property boundary lines and easement lines have been incorporated into the design drawings. These survey features are based on the information acquired from Parcel Map No. 17985, recorded on February 4,1998. Control coordinates for Agua Hedionda and Calavera creeks alignments are as follows: Agua Hedionda Creek, Downstream Station 7+00, elevation 32.00, N=1999383.49, E=6240499.88. Agua Hedionda Creek, Upstream Station 48+53.25, elevation 43.00, N=1999221.85, E=6244213.33. Calavera Creek, Downstream Station 0+00, elevation 31.98, N=1999828.95, E=6241412.29. Calavera Creek, Upstream Station 35+28.36, elevation50:00, N=2001302.56, E=6244361.60. 3-6 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc CONDITIONAL LETTER OF MAP REV S ON 4. FORMS In 1968, the U.S. Congress passed the National Flood Insurance Act, which created the National Flood Insurance Program (NFIP). The NFIP was designed to reduce future flood losses through local floodplain management and to provide protection for property owners against potential losses through flood insurance. As part of the agreement for making flood insurance available in a community, the NFIP requires the participating community to adopt floodplain management ordinances containing certain minimum requirements intended to reduce future flood losses. The NFIP regulations for floodplain management are the minimum criteria a community must adopt for participation in the NFIP. The community is responsible for approving all proposed floodplain development and for ensuring that permits required by Federal or State law have been received. State and community officials, based on knowledge of local conditions and in the interest of safety, may set higher standards for construction or may limit development in floodplain areas. If the State or Community has adopted more restrictive or comprehensive floodplain management criteria, those criteria take precedence over the rriinimum NFIP requirements. The community is also responsible for submitting data to the U.S. Department of Homeland Security - Federal Emergency Management Agency (DHS-FEMA) reflecting revised flood hazard information so that NFIP maps can be revised as appropriate. This will allow risk premium rates and floodplain management requirements to be based on current data. Submissions to DHS-FEMA for revisions to effective Flood Insurance Studies (FISs), Flood Insurance Rate Maps (FIRMs), or Flood Boundary Floodway Maps (FBFMs) by individual and community requesters will require the signing of application forms. These forms will provide DHS-FEMA with assurance that all pertinent data relating to the revision are included in the submittal. They will also ensure that: (a) the data and methodology are based on current conditions; (b) qualified professionals have assembled data and performed all necessary computations; and (c) all individuals and organizations affected by proposed changes are aware of the changes and will have an opportunity to comment on them. If the submission involves revisions to multiple flooding sources, then separate forms should be completed for each flooding source. For purposes of this study, a Conditional Letter of Map Revision (CLOMR) will be submitted for the community. The appropriate forms have been included in Appendix A and are as follows: Form 1 — Overview & Concurrence Form that provides the basic information regarding the revision request and requires the signatures of the requester, community official, and engineer. Form 2 — Riverine Hydrology & Hydraulics Form provides the basic information on the scope and methodology of hydrologic and/or hydraulic analyses that are prepared in support of the revision request. This form is used for revision requests that involve new or revised hydrologic and/or ; hydraulic analyses of rivers, streams, ponds, or small lakes. Form 3 — Riverine Structures Form provides the basic information regarding hydraulic structures constructed in the stream channel or floodplain. This form should be used for revision requests that involve new or proposed channelization, bridges/culverts, dams/basins, and/or levees/floodwalls. 4-1 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 4: Forms Conditional Letter of Map Revision This page intentionally left blank 4-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carisbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc CONDIT ONAL LETTER OF MAP REVISION 5. OTHER STUDIES Brown and Caldwell (BC) was commissioned to prepare HEC-RAS modeling for the existing and proposed conditions of both the Agua Hedionda Creek and Calavera Creek channels (project site). The existing conditions (baseline) model has been prepared with the data provided by the City of Carlsbad, and hydraulic information provided for the 100-year event using the estimated flows developed by others consultants (Rick Engineering Company and Chang Consultants). Initial hydrologic and hydraulic analyses were prepared for the project by Chang Consultants in order to establish the 100-year flow rates and water surface elevations. In particular, the analyses determined the portion of the 100-year flow rate discharging from Detention Basin BJB that will be directed into the 84-inch reinforced concrete pipe versus the portion that will remain in the 11-foot by 7-foot reinforced concrete box (RGB) culvert. A summary of the analyses used for this determination is provided below. A HEC-1 hydrologic analysis was previously performed by Rick Engineering Company (Rick) for the Agua Hedionda Creek and Calavera Creek watersheds, which are tributary to the project site. The analysis is included in Rick's December 13, 2004 report, Rancho Carlsbad Mobile Home Park, Alternative Analysis for Agua Hedionda Channel Maintenance. The watershed was delineated using the United States Geological Survey's quadrangle maps (see the HEC-1 Work map located in Appendix D. Rick performed field investigations to verify the watershed boundaries. The land uses and hydrologic soil groups were based on the adopted land uses and die Soil Survey, San Diego Area, California, respectively. Two HEC-RAS analyses were performed using this 100-year flow rate to determine the flow split in the 11- foot by 7-foot RGB (see HEC-RAS output (Appendix C) and work map). A vertical wall in the RGB will direct a portion of the flow into the 84-inch RCP, while the remainder will continue downstream in the RGB. A HEC-RAS analysis was created starting in the 84-inch RCP, continuing upstream to the split, and ending at the upper end of the RGB. A lid was added to the cross-sections to model the closed conduits and cross- section interpolation was performed to increase the number of cross-sections. A second HEC-RAS analysis extended up the entire length of the RGB, up to and including the flow split wall. The cross-sections upstream of the wall are the same in both HEC-RAS analyses. An iterative procedure was used to determine how the 725 cfs approaching the split would be divided between the 84-inch RCP and the 11-foot by 7-foot RGB. In both HEC-RAS analyses, the wall that splits the flow is located between cross-sections 5 and 6. Cross-section 7 is just upstream of cross-section 6 and the wall. The individual flow rates in the RGB and RCP below the split must add up to 725 cfs since this is the flow rate approaching the split. Therefore, the total flow rate below the split was maintained at 725 cfs, but the individual flow rates were varied in the RGB and RCP until the hydraulic grade lines above the split (above cross-section 7) matched in each analysis. This procedure determined that approximately 364 cfs will be directed to the 84-inch RCP and 361 cfs will continue in die 11-foot by 7-foot RGB. 5-1 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc 5: Other Studies Conditional Letter of Map Revision This page intentionally left blank 5-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)i129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648,FINAL_Basis for FEMA Dredging(06-02-08).doc CONDITIONAL LETTER OF MAP REVISION 6. FINDINGS AND CONCLUSIONS The proposed hydraulic model of Agua Hedionda and Calavera creeks provides a relatively uniform slope at 0.0015 foot/foot from "Line AH" Station 41+50 to about Station 18+70. Beyond "Line AH" Station 18+70 and through the bridges (El Camino and Cannon Road), the slope matches the original graded slope of 0.0030 foot/foot. The hydraulic modeling shows that the relative velocities through the channel will have a range between 5.50 to 7.50 feet per second. This velocity range can typically generate some sediment movement and scour around bridge abutments and columns during various stages of flow. Part of the design elements incorporated were drop structures to provide steps between grades. This would allow a drop in elevations (one to two feet) between grades so as to maintain mild slopes as part of velocity, scour and sediment controls. This would also aid in reducing the excavation required, particularly in the Calavera Creek, to match existing conditions within the overall channel footprint. It is anticipated that the dredging will remove most of the existing sandy material. However, it will expose the fine material, composed of clay and silt underneath the existing finished grade. The potential sediment movement and or transport within the water column cannot be easily predicted unless a sediment study can be performed. To provide a measure of control with a velocity reduction measure, the introduction of a desilting basin between "Line AH" Station 17+00 to 18+70 has been incorporated into the design. In addition, a Gabion Structure has been added to provide a step down (change in grade elevation) into the basin and to control the velocity of water entering the basin. This feature will provide a measure of sediment/silt protection that can be anticipated based on the relative velocities generated in the modeling of the creeks. An essential component of the desilting basin is the maintenance required to keep it functioning at capacity. To allow for periodic cleaning and sediment removal, a maintenance access road has also been incorporated into the design. Unfortunately, the geometry of the access road has contributed to further excavation along the north side of the slope just west of the confluence between Agua Hedionda and Calavera creeks. The channel widening and access road have also contributed to greater excavation quantities, removal of an ornamental wall that will be replaced, and addition of rock slope protection at the base of the maintenance access road. It is also noted that there is existing rock slope protection around the bridge abutments and in front of the bridges. However, sediment deposition has covered most of the rock within the bottom of the channel. In anticipation of encountering the rock slope protection, a further investigation will have to be performed during construction, since it is difficult to determine the current depth of rock due to its resident time (original rock position at construction in 1969), potential movement due to undermining and settlement due to its own weight. An added feature is the Gabion Structure added upstream of Agua Hedionda Creek. This structure has been added to provide a step down (change in grade elevation) from the existing concrete channel located underneath Rancho Carlsbad Drive ("Line AH" Station 41+50). Hydraulic modeling reveals that velocities are approaching 10 feet per second through this section. There is also a difference in elevation by about three feet due to scour damage downstream of the bridge. The proposal to introduce the gabion structure at ("Line AH" Station 41+50) the tie-in location (Rancho Carlsbad Drive) will mitigate for velocity and elevation difference. This will provide a measure of velocity control and will step down the flow to the milder proposed finished grade. 6-1 Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINALBasis for FEMA Dredging(06-02-08).doc 6: Findings and Conclusions Conditional Letter of Map Revision This page intentionally left blank 6-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc CONDITIONAL LETTER OF MAP REVISION 7. LIMITATIONS Report Limitations This document was prepared solely for City of Carlsbad in accordance with professional standards at the time the services were performed and in accordance with the contract between the City of Carlsbad and Brown and Caldwell dated October 3, 2005. This document is governed by the specific scope of work authorized by the City of Carlsbad; it is not intended to be relied upon by any other party except for regulatory authorities contemplated by the scope of work. We have relied on information or instructions provided by the City of Carlsbad and other parties and, unless otherwise expressly indicated, have made no independent investigation as to the validity, completeness, or accuracy of such information. 7-1 Use of data contained on this sheet is subject to the limitations specified at the end of this documeni P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis lor FEMA Dredging(06-02-08).doc 7: Findings Conditional Letter of Map Revision This page intentionally left blank 7-2 Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc Conditional Letter of Map Revision REFERENCES Bridge Scour and Stream Instability Countermeasures - Experience, Selection and Design Guidance, Hydraulic Engineering Circular 23 (HEC- 23), Publication No. FHWA-NHI-01-003, Second Edition, March 2001. City of San Diego Regional Standard Drawings (Document No. 769332), May 1997. Debris Control Structures - Evaluation and Countermeasures, Hydraulic Engineering Circular 9 (HEC-9), Publication No. FHWA-IF-04-016, Third Edition, October 2005. Geotechnical Evaluation, Cannon Road and El Camino Real Bridges, Carlsbad California (Project No. 105953001) prepared by Ninyo & Moore Geotechnical and Environmental Consultants, San Diego, California, November 30,2006. Guidelines and Specifications for Flood Hazard Mapping Partners, Federal Emergency Management Agency (FEMA), April 2003. HEC-RAS River Analysis System, U. S. Army Corps of Engineers, Hydrologic Engineering Center (HEC), Version 3.1, November 2002 Improvement Plans for Robertson Ranch East Village, (Project No. C.T. 02-16) prepared by O'Day Consultants, Carlsbad, California. Improvement Plans for Cannon Road, (Project No. C.T. 02-16) prepared by O'Day Consultants, Carlsbad, California. Limited Geotechnical Evaluation, Rancho Carlsbad Channel and Basin Project (Project No. 105132001) prepared by Ninyo & Moore Geotechnical and Environmental Consultants, San Diego, California, January 7,2004. Limited Environmental Analysis for Agua Hedionda Creek (Project No. 105760001) prepared by Ninyo & Moore Geotechnical and Environmental Consultants, San Diego, California, February 10,2006. Revisions to National Flood Insurance Program (NFIP) Maps (MT-2), Federal Emergency Management Agency (FEMA), February 2006. Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance, (Job No. 13182-D) prepared by Rick Engineering Company, December 2004. REF-1 Use of data contained on this sheet is subject to the limitations specified at the end oi this document. P:\Projects\Carlsbad. City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc APPENDIX A Application Forms for Conditional Letters of Map Revision Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc FEDERAL EMERGENCY MANAGEMENT AGENCY PAYMENT INFORMATION FORM Community Name: Rancho Carlsbad Project Identifier: Agua Hedionda and Calavera Creeks Dredging and Improvements, Project No. 3338-1. THIS FORM MUST BE MAILED, ALONG WITH THE APPROPRIATE FEE, TO THE ADDRESS BELOW OR FAXED TO THE FAX NUMBER BELOW. Type of Request: MT-1 application MT-2 application EDR application FEMA Fee Charge System Administrator P.O. Box 22787 Alexandria, VA 22304 FAX (783) 317-3876 FEMA Project Library 3601 Eisenhower Avenue Alexandria, VA 22304 FAX (703) 751-7391 Request No.: INITIAL FEE*FINAL FEE (if known) FEE BALANCE"MASTERCARD VISA Amount: CHECK MONEY ORDER 'Note: Check only for EDR and/or Alluvial Fan requests (as appropriate). "Note: Check only if submitting a corrected fee for an ongoing request. COMPLETE THIS SECTION ONLY IF PAYING BY CREDIT CARD CARD NUMBER EXP. DATE 34 678 9 18 11 12 13 14 15 16 Month Year Date NAME (>4S IT APPEARS ON CARD): (please print or type) Signature ADDRESS: (for your credit card receipt-please print or type) DAYTIME PHONE: FEMA Form 81-107 Payment Information Form U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM OM.BNo. 1660-0016 Expires: 12/31/2010 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 588 C Street, SW, Washington DC 28472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM DHS-FEMA This request is for a (check one): CLOMR: A letter from DHS-FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 68, 65 & 72). LOMR: A letter from DHS-FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See 44 CFR Ch. 1, Parts 68, 65 & 72) B. OVERVIEW Community No. Ex: 488381 488287 868285 Community Name City of Katy Harris County City of Carlsbad, San Diego County State TX TX CA Map No. 488381 48281 C 86873C Panel No. 8885D 0228G 8768F Effective Date 82/08/83 89/28/98 86/19/97 1. The NFIP map panel(s) affected for all impacted communities is (are): 2. a. Flooding Source: Agua Hedionda Creek; Calavera Creek b. Types of Flooding: • Riverine D Coastal D Shallow Flooding (e.g., Zones AO and AH) D Alluvial fan Q Lakes D Other (Attach Description) 3. Project Name/Identifier: Agua Hedionda and Calavera Creeks Dredging and Improvements, Project No. 3338-1. 4. FEMA zone designations affected: AE, X (choices: A, AH, AO, A1-A38, A99, AE, AR, V, V1-V38, VE, B, C, D, X) 5. Basis for Request and Type of Revision: New information will change and lower the floodplain elevations. a. The basis for this revision request is (check all that apply) • Physical Change Q Improved Methodology/Data Q Regulatory Floodway Revision B Base Map Changes O Coastal Analysis • Hydraulic Analysis CD Hydrologic Analysis fj Corrections O Weir-Dam Changes CD Levee Certification CD Alluvial Fan Analysis CD Natural Changes CD New Topographic Data CD Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following structures (check all that apply) Structures: • Channelization CD Levee/Floodwall CD Bridge/Culvert CD Dam D Fill CD Other (Attach Description) DHS- FEMA Form 81-89.DEC 87 Overview & Concurrence Form MT-2 Form 1 Page 1 of 2 C. REVIEW FEE Has the review fee for the appropriate request category been included? • Yes Fee amount: $4^*0 D No, Attach Explanation Please see the DHS-FEMA Web site at http://www.fema.gov/plan/prevent/fhm/frm_fees.shtm for Fee Amounts and Exemptions. D. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Christian Herencia Company: Brown and Caldwell Mailing Address: 9665 Chesapeake Dr., Suite 201 San Diego, CA 92 1 23 Daytime Telephone No.: (858)571-6703 Fax No.: (858) 514-8833 E-Mail Address: CHerencia@Brwncald.com Signature of Requester (required):Date: June 2, 2008 As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. Community Official's Name and Title:Community Name:Carlsbad Mailing Address.Daytime Telephone No.: t760) 6 02 - E-Mail Address:C\ . £«/"/>£*«/ . G*. Community Official's Signature (required):ired): vf) / 'tUL^r Date:7 // CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information data, hydrologic and hydraulic analysis, and any other supporting data. All documents submitted in support of this request are correct to the best of my knowledge. All analyses have been performed correctly and in accordance with sound engineering practices. All project works are designed in accordance with sound engineering practices to provide protection from the 1% annual chance flood. If "as-built" conditions data/plan provided, then the structure(s) has been built according to the plans being certified, is in place, and is fully functioning. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name:Christian Herencia License No.: C 54987 Expiration Date: 06/30/10 Company Name: Brown and Caldwell Telephone No.: (858) 571-6703 Fax No.: (858) 514-8833 Signature:Date: Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Required if... • Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water-surface elevations L"U Riverine Structures Form (Form 3) D Coastal Analysis Form (Form 4) d Coastal Structures Form (Form 5) D Alluvial Fan Flooding Form (Form 6) Channel is modified, addition/revision of bridge/culvi addition/revision of levee/floodwall, addition/revision of New or revised coastal elevations Addition/revision of coastal structure Flood control measures on alluvial fans DHS- FEMA Form 81-89.DEC 07 Overview & Concurrence Form MT-2Form1 Page 2 of 2 IU.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM O.M.B No. 1660-0016 Expires: 12/31/2010 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3.25 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 508 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. ! Flooding Source: Agua Hedionda Creek Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) n Not revised (skip to section B) CD No existing analysis • Improved data n Alternative methodology B Proposed Conditions (CLOMR) Q Changed physical condition of watershed 2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs) Upstream of Rancho Carlsbad 16.5 7,818 7,254 Upstream of Calavera Creek 17.3 8,880 7,983 At El Camino Real 23.8 9,850 3. Methodology for New Hydrologic Analysis (check all that apply) nstatistical Analysis of Gage Records liPrecipitation/Runoff Model (HEC-1 Analysis) LJRegional Regression Equations LJOther (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. . Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. . Impacts of Sediment Transport on Hydrology Was sediment transport considered? D'es Bio if yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. Sediment transport was not considered. Once the channel is excavated, the underlying material is composed of sand, gravel with trace sediment. B. HYDRAULICS I. Reach to be Revised Description Cross Section Water-Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit 500' East of Cannon Rd Bridge C - C 35.0 35.0 Upstream Limit 200' East of Rancho Carlsbad Dr Bridge L-L 61.0 60.6 Hydraulic Method/Model Used Hydraulic analysis performed using HEC-RAS 3.1.3 DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre-Submittal Review of Hydraulic Models DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. These review programs may help verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK-2 and CHECK-RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from httD://www.fema.QOV/Dlan/Drevent/fhm/frm soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. Review of your submittal and resolution of valid modeling discrepancies may result in reduced review time. 4. Models Submitted Natural Run Floodwav Run Datum Duplicate Effective Model* File Name: InitialConds.prj Plan Name: File Name: Plan Name: NGVD1929 Corrected Effective Model* File Name: Plan Name: File Name: Plan Name: Existing or Pre-Project Conditions Model File Name: AHIntConds.prj Plan Name: File Name: Plan Name: NGVD 1929 Revised or Post-Project Conditions Model File Name: AH_Final_hec1Q.prj Plan Name: File Name: Plan Name: NGVD 1929 Other - (attach description) File Name: Plan Name: File Name: Plan Name: * For details, refer to the corresponding section of the instructions. • Digital Models Submitted? (Required) Yes, digital models & CHECK-RAS have been provided. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1%-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). • Digital Mapping (GIS/CADD) Data Submitted Yes, mapping data submitted. Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1 %- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. • Annotated FIRM and/or FBFM (Required) FIRM Map provided. D. COMMON REGULATORY REQUIREMENTS* 1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) increase? U Yes • No a. For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.08 foot. b. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? D Yes Q No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT-2 Form 2 Instructions. 2. Does the request involve the placement or proposed placement of fill? Q Yes B No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(aX14). Please see the MT-2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? D Yes D No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1%-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.) 4. For LOMR/CLOMR requests, does this request have the potential to impact an endangered species? Q Yes • No If Yes, please submit documentation to the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). Section 9 of the ESA prohibits anyone from dakingCor harming an endangered species. If an action might harm an endangered species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA. For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. * Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65. DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM O.M.BNo. 1660-0016 Expires: 12/31/2010 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3.25 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 568 C Street, SW, Washington DC 28472, Paperwork Reduction Project (1668-8816). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Calavera Creek Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) rj Not revised (skip to section B) fj No existing analysis fi Improved data D Alternative methodology B Proposed Conditions (CLOMR) Q Changed physical condition of watershed 2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs) Calavera Creek 5.8 756 629 3. Methodology for New Hydrologic Analysis (check all that apply) nstatistical Analysis of Gage Records •Precipitation/Runoff Model (HEC-1 Analysis) LJRegional Regression Equations LJOther (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. I. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? Oes Bio If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. Sediment transport was not considered. Once the channel is excavated, the underlying material is composed of sand, gravel with trace sediment. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water-Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit Confluence into Agua Hedionda B-B 45.5 43.1 Upstream Limit Just upstream of Don Carlos Drive Bridge K - K 62.0 59.5 2. Hydraulic Method/Model Used Hydraulic analysis performed using HEC-RAS 3.1.3 DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre-Submittal Review of Hydraulic Models DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. These review programs may help verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK-2 and CHECK-RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from htlD://www.fema.Qov/Dlan/Drevent/fhrn/frm soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. Review of your submittal and resolution of valid modeling discrepancies may result in reduced review time. 4. Models Submitted Natural Run Floodwav Run Datum Duplicate Effective Model* File Name: CCInitialConds.prj Plan Name: File Name: Plan Name: NGVD1929 Corrected Effective Model* File Name: Plan Name: File Name: Plan Name: Existing or Pre-Project Conditions Model File Name: CCIntConds.prj Plan Name: File Name: Plan Name: NGVD 1929 Revised or Post-Project Conditions Model File Name: CC_Final_hec1Q.prj Plan Name: File Name: Plan Name: NGVD 1929 Other - (attach description) File Name: Plan Name: File Name: Plan Name: * For details, refer to the corresponding section of the instructions. B Digital Models Submitted? (Required) Yes, digital models & CHECK-RAS have been provided. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1 %-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). • Digital Mapping (GIS/CADD) Data Submitted Yes, mapping data submitted. Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. • Annotated FIRM and/or FBFM (Required) FIRM Map provided. D. COMMON REGULATORY REQUIREMENTS* 1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) increase? D Yes • No a. For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.08 foot. b. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? D Yes Q No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT-2 Form 2 Instructions. 2. Does the request involve the placement or proposed placement of fill? D Yes • No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? D Yes D No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.) 4. For LOMR/CLOMR requests, does this request have the potential to impact an endangered species? Q Yes • No If Yes, please submit documentation to the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). Section 9 of the ESA prohibits anyone from tiekingCor harming an endangered species. If an action might harm an endangered species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA. For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. * Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65. DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE STRUCTURES FORM O.M.B No. 1660-0016 Expires: 12/31/2010 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Agua Hedionda Creek Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization complete Section B Bridge/Culvert complete Section C Dam/Basin complete Section D Levee/Floodwall complete Section E Sediment Transport complete Section F (if required) Description Of Structure Name of Structure: Agua Hedionda Creek Channelization Type (check one): U Channelization O Bridge/Culvert d Levee/Floodwall Location of Structure: 2,900 feet upstream of Cannon Road Bridge Downstream Limit/Cross Section: D-D Upstream Limit/Cross Section: K-K Name of Structure: Ornamental Masonry Wall Type (check one): Q Channelization C] Bridge/Culvert fj Levee/Floodwall Location of Structure: Northwest side of Agua Hedionda Creek, just north of the El Camino Real Bridge Downstream Limit/Cross Section: F-F Upstream Limit/Cross Section: Confluence with Calavera Creek (B-B) D Dam/Basin 2. D Dam/Basin 3.Name of Structure: Type (check one) l~l Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: ridge/Culvert D Levee/Floodwall [H Dam/Basin NOTE: For more structures, attach additional pages as needed. DHS - FEMA Form 61-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 1 of 10 B. CHANNELIZATION Flooding Source: Agua Hedionda Creek Name of Structure: Agua Hedionda Creek Channelization 1. Accessory Structures The channelization includes (check one): n Levees [Attach Section E (Levee/Floodwall)] D Superelevated sections D Debris basin/detention basin [Attach Section D (Dam/Basin)] D Other (Describe): Drop structures Transitions in cross sectional geometry Energy dissipator 2. Drawing Checklist Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hydraulic Considerations The channel was designed to carry 8,041 (cfs) and/or the 100-year flood. The design elevation in the channel is based on (check one): H Subcritical flow [H Critical flow d Supercritical flow Q Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. [3 Inlet to channel O Outlet of channel L~] At Drop Structures L~] At Transitions • Other locations (specify): At the confluence between Agua Hedionda and Calavera Creeks 4. Sediment Transport Considerations Was sediment transport considered? Q Yes • No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: N/A Name of Structure: 1. This revision reflects (check one): D Bridge/culvert not modeled in the FIS D Modified bridge/culvert previously modeled in the FIS C] Revised analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): Dimensions (height, width, span, radius, length) Shape (culverts only) Material Beveling or Rounding Wing Wall Angle D Skew Angle D Distances Between Cross Sections 4. Sediment Transport Considerations Erosion Protection Low Chord Elevations - Upstream and Downstream Top of Road Elevations - Upstream and Downstream Structure Invert Elevations - Upstream and Downstream Stream Invert Elevations - Upstream and Downstream Cross-Section Locations Was sediment transport considered? CD Yes PJ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 2 of 10 D. DAM/BASIN Flooding Source: N/A Name of Structure: 1. This request is for (check one): D Existing dam Q New dam D Modification of existing dam 2. The dam was designed by (check one): Q Federal agency Q State agency O Local government agency d Private organization Name of the agency or organization: 3. The Dam was permitted as (check one): a. D Federal Dam D State Dam Provide the permit or identification number (ID) for the dam and the appropriate permitting agency or organization Permit or ID number Permitting Agency or Organization b. D Local Government Dam D Private Dam Provided related drawings, specification and supporting design information. 4. Does the project involve revised hydrology? D Yes Q No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2). Was the dam/basin designed using critical duration storm? n Yes, provide supporting documentation with your completed Form 2. C] No, provide a written explanation and justification for not using the critical duration storm. 5. Does the submittal include debris/sediment yield analysis? d Yes [U No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why debris/sediment analysis was not considered. 6. Does the Base Flood Elevation behind the dam or downstream of the dam change? n Yes n No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below. Stillwater Elevation Behind the Dam FREQUENCY (% annual chance) FIS REVISED 10-year (10%) 50-year (2%) 100-year (1%) 500-year (0.2%) Normal Pool Elevation 7. Please attach a copy of the formal Operation and Maintenance Plan DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 3 of 10 E. LEVEE/FLOODWALL 1. System Elements a. This Levee/Floodwall analysis is based on (check one): d upgrading of an existing levee/floodwall system l~l a newly constructed levee/floodwall system Q reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): Q earthen embankment, dike, berm, etc. Station to D structural floodwall . Station to D Other (describe): Station to c. Structural Type (check one): [3 monolithic cast-in place reinforced concrete O reinforced concrete masonry block Q sheet piling Q Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? D Yes D No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 4. A layout detail for the embankment protection measures. Sheet Numbers: 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout d Yes Q No 3.5 feet or more at the upstream end D Yes D No 4.0 feet within 100 feet upstream of all structures and/or constrictions D Yes Q No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). D Yes D No 2.0 feet above the 1 %-annual-chance stillwater surge elevation D Yes D No E. LEVEE/FLOODWALL (CONTINUED) DHS-FEMAForm81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 4 of 10 2. Freeboard (continued) Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations. If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice-jamming can affect the BFE? O Yes D No If Yes, provide ice-jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): d exists FJ does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Opening Invert Type of Closure Device (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USAGE] EM-1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: b. The maximum levee slope floodside is: c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): e. Riprap Design Parameters (check one): Attach references I I Velocity Tractive stress Reach Sideslope Flow Depth Velocity Curve or Straight Stone Riprap Thickness Depth of Toedown Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 5 of 10 E. LEVEE/FLOODWALL (CONTINUED) 4. Embankment Protection (continued) f. Is a bedding/filter analysis and design attached? d Yes Q No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. 5. Embankment And Foundation Stability a. Identify locations and describe the basis for selection of critical location for analysis: D Overall height: Sta. ; height ft. D Limiting foundation soil strength: Sta. , depth to strength = degrees, c = psf slope: SS= (h) to (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.): c. Summary of stability analysis results: Case Loading Conditions Critical Sa 1 End of construction II Sudden drawdown III Critical flood stage IV Steady seepage at flood stage VI Earthquake (Case 1) (Reference: USAGE EM-1 1 10-2-1913 Table 6-1 ) ety Factor Criteria (Win.) 1.3 1.0 1.4 1.4 1.0 d. Was a seepage analysis for the embankment performed? n Yes n N° If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ED Yes O No f . Were uplift pressures at the embankment landside toe checked? D Yes [H No g. Were seepage exit gradients checked for piping potential? Q Yes Q No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 6 of 10 E. LEVEE/FLOODWALL (CONTINUED) 6. Floodwall And Foundation Stability a. Describe analysis submittal based on Code (check one): D UBC(1988) or Q Other (specify): b. Stability analysis submitted provides for: CD Overturning d Sliding If not, explain: c. Loading included in the analyses were: D Lateral earth @ PA = psf; Pp = psf D Surcharge-Slope @ , D surface psf D Wind @ P. = psf n Seepage (Uplift); D Earthquake @ Peq = %g n 1 %-annual-chance significant wave height: ft. n 1 %-annual-chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Loading Condition Criteria (Win) Overturn Sliding Sta Overturn To Sliding Sta Overturn To Sliding Dead & Wind 1.5 1.5 Dead & Soil 1.5 1.5 Dead, Soil, Flood, & Impact 1.5 1.5 Dead, Soil, & Seismic 1.3 1.3 (Ref: FEMA 114 Sept 1986; USAGE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf)Short Term Load (psf) Computed design maximum Maximum allowable f. Foundation scour protection Q is, d is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 7 of 10 E. LEVEE/FLOODWALL (CONTINUED) a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the established freeboard margin? D Yes D No b. The computed range of settlement is ft. to ft. c. Settlement of the levee crest is determined to be primarily from : C] Foundation consolidation [] Embankment compression D Other (Describe): d. Differential settlement of floodwalls d has Q has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Relationships Established Ponding elevation vs. storage d Yes d No Ponding elevation vs. gravity flow d Yes d No Differential head vs. gravity flow d Yes d No c. The river flow duration curve is enclosed: D Yes d No d. Specify the discharge capacity of the head pressure conduit: cfs e. Which flooding conditions were analyzed? Gravity flow (Interior Watershed) D Yes d No Common storm (River Watershed) D Yes D No Historical ponding probability d Yes d No Coastal wave overtopping d Yes d No If No for any of the above, attach explanation. f. . Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. D Yes Q No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. DHS - FEMAForm81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 8 of 10 E. LEVEE/FLOODWALL (CONTINUED) Interior Drainage (continued) i. Will pumping plants be used for interior drainage? If Yes, include the number of pumping plants: For each pumping plant, list: D Yes D No Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and flooding? Will the operation be automatic? If the pumps are electric, are there backup power sources? (Reference: USAGE EM-1110-2-3101, 3102, 3103, 3104, and 3105) D Yes D No D Yes D No Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction D is D is not a problem Hydrocompact'on n is D is not a problem Heave differential movement due to soils of high shrink/swell D is d is not a problem b. For each of these problems, state the basic facts and corrective action taken: Attach supporting documentation c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? D Yes D No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? C] Yes D No If Yes, then fill out Section F (Sediment transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 9 of 10 E. LEVEE/FLOODWALL (CONTINUED) 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? D Yes D No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations?BD Yes D No c. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? D Yes D No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? d Yes d No If No, please attach supporting documentation. 12. Operations and Maintenance Plan Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 10 of 10 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE STRUCTURES FORM O.M.B No. 1660-0016 Expires: 12/31/2010 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Calavera Creek Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization complete Section B Bridge/Culvert complete Section C Dam/Basin complete Section D Levee/Floodwall complete Section E Sediment Transport complete Section F (if required) Description Of Structure 1. Name of Structure: Calavera Creek Channelization Type (check one): Q Channelization Q Bridge/Culvert HJ Levee/Floodwall Location of Structure: 1,100 feet upstream of the confluence with Agua Hedionda Creek Downstream Limit/Cross Section: A-A Upstream Limit/Cross Section: K-K 2. Name of Structure: Ornamental Masonry Wall Type (check one): • Channelization O Bridge/Culvert n Levee/Floodwall Location of Structure: Northwest side of Calavera Creek, just north of the El Camino Real Bridge Downstream Limit/Cross Section: A-A Upstream Limit/Cross Section: B-B D Dam/Basin Dam/Basin 3. Name of Structure: Type (check one) l~l Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: D Bridge/Culvert D Levee/Floodwall E] Dam/Basin NOTE: For more structures, attach additional pages as needed. DHS - FEMA Form 81-898, DEC 07 Riverine Structures Form MT-2Form3 Page 1 of 10 B. CHANNELIZATION Flooding Source: Agua Hedionda Creek Name of Structure: Agua Hedionda Creek Channelization 1. Accessory Structures The channelization includes (check one): D Levees [Attach Section E (Levee/Floodwall)] • Drop structures d Superelevated sections d Transitions in cross sectional geometry d Debris basin/detention basin [Attach Section D (Dam/Basin)] d Energy dissipator D Other (Describe): 2. Drawing Checklist Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hydraulic Considerations The channel was designed to carry 891 (cfs) and/or the 100-year flood. The design elevation in the channel is based on (check one): H Subcritical flow d Critical flow d Supercritical flow d Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. D Inlet to channel D Outlet of channel Q At Drop Structures D At Transitions B Other locations (specify): At the confluence between Calavera and Agua Hedionda Creeks 4. Sediment Transport Considerations Was sediment transport considered? O Yes j& No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: N/A Name of Structure: 1. This revision reflects (check one): D Bridge/culvert not modeled in the FIS D Modified bridge/culvert previously modeled in the FIS d Revised analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): d Dimensions (height, width, span, radius, length) Q Erosion Protection d Shape (culverts only) D Low Chord Elevations - Upstream and Downstream d Material D Top of Road Elevations - Upstream and Downstream d Beveling or Rounding D Structure Invert Elevations - Upstream and Downstream d Wing Wall Angle d Stream Invert Elevations - Upstream and Downstream d Skew Angle d Cross-Section Locations d Distances Between Cross Sections 4. Sediment Transport Considerations Was sediment transport considered? d Yes d No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 2 of 10 D. DAM/BASIN Flooding Source: N/A Name of Structure: 1. This request is for (check one): D Existing dam D New dam D Modification of existing dam 2. The dam was designed by (check one): D Federal agency D State agency D Local government agency D Private organization Name of the agency or organization: 3. The Dam was permitted as (check one): a. n Federal Dam D State Dam Provide the permit or identification number (ID) for the dam and the appropriate permitting agency or organization Permit or ID number Permitting Agency or Organization b. rj Local Government Dam d Private Dam Provided related drawings, specification and supporting design information. 4. Does the project involve revised hydrology? CD Yes [U No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2). Was the dam/basin designed using critical duration storm? CD Yes, provide supporting documentation with your completed Form 2. CD No, provide a written explanation and justification for not using the critical duration storm. 5. Does the submittal include debris/sediment yield analysis? D Yes D No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why debris/sediment analysis was not considered. 6. Does the Base Flood Elevation behind the dam or downstream of the dam change? d Yes n No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below. Slillwater Elevation Behind the Dam FREQUENCY (% annual chance) FIS REVISED 10-year (10%) 50-year (2%) 100-year (1%) 500-year (0.2%) Normal Pool Elevation 7. Please attach a copy of the formal Operation and Maintenance Plan DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 3 of 10 E. LEVEE/FLOODWALL 1. System Elements a. This Levee/Floodwall analysis is based on (check one): D upgrading of an existing levee/floodwall system n a newly constructed levee/floodwall system O reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): n earthen embankment, dike, berm, etc. Station to D structural floodwall Station to D Other (describe): Station to c. Structural Type (check one): C] monolithic cast-in place reinforced concrete n reinforced concrete masonry block D sheet piling D Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? D Yes D No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 4. A layout detail for the embankment protection measures. Sheet Numbers: 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout [H Yes Q No 3.5 feet or more at the upstream end D Yes O No 4.0 feet within 100 feet upstream of all structures and/or constrictions C] Yes d No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). D Yes E] No 2.0 feet above the 1 %-annual-chance stillwater surge elevation Q Yes Q No E. LEVEE/FLOODWALL (CONTINUED) DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 4 of 10 2. Freeboard (continued) Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations. If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice-jamming can affect the BFE? D Yes D No If Yes, provide ice-jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): Q exists C] does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Opening Invert Type of Closure Device (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE] EM-1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: b. The maximum levee slope floodside is: c. The range of velocities along the levee during the base flood is: d. Embankment material is protected by (describe what kind): I I Velocitye. Riprap Design Parameters (check one): Attach references (min.) to (max.) Tractive stress Reach Sideslope Flow Depth Velocity Curve or Straight Stone Riprap -•100 Jso Thickness Depth of Toedown Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) DHS - FENIA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 5 of 10 E. LEVEE/FLOODWALL (CONTINUED) 4. Embankment Protection (continued) f. Is a bedding/filter analysis and design attached? D Yes D No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. 5. Embankment And Foundation Stability a. Identify locations and describe the basis for selection of critical location for analysis: D Overall height: Sta. ; height ft. CD Limiting foundation soil strength: Sta. , depth to strength = degrees, c = psf slope: SS = (h) to (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.): c. Summary of stability analysis results: Case 1 II III IV VI Loading Conditions End of construction Sudden drawdown Critical flood stage Steady seepage at flood stage Earthquake (Case 1) Critical Safety Factor Criteria (Min.) 1.3 1.0 1.4 1.4 1.0 (Reference: USAGE EM-1110-2-1913 Table 6-1) d. Was a seepage analysis for the embankment performed? Q Yes Q No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? CD Yes CD No f. Were uplift pressures at the embankment landside toe checked? CD Yes CD No g. Were seepage exit gradients checked for piping potential? CD Yes CD No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. DBS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 6 of 10 E. LEVEE/FLOODWALL (CONTINUED) 6. Floodwall And Foundation Stability a. Describe analysis submittal based on Code (check one): D UBC(1988) or D Other (specify): b. Stability analysis submitted provides for: n Overturning ED Sliding If not, explain: c. Loading included in the analyses were: D Lateral earth @ PA = psf; Pp = psf n Surcharge-Slope @ , Q surface psf D Wind@P« = psf D Seepage (Uplift); D Earthquake @ P«, = %g n 1 %-annual-chance significant wave height: ft. n 1 %-annual-chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Loading Condition Dead & Wind Dead & Soil Dead, Soil, Flood, & Impact Dead, Soil, & Seismic Criteria (Min) Overturn 1.5 1.5 1.5 1.3 Sliding 1.5 1.5 1.5 1.3 Sta Overturn To Sliding Sta Overturn To Sliding (Ref: FEMA 114 Sept 1986; USAGE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Computed design maximum Maximum allowable Sustained Load (psf)Short Term Load (psf) f. Foundation scour protection Q is, D is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 7 of 10 E. LEVEE/FLOODWALL (CONTINUED) 7. Settlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the established freeboard margin? d Yes D No b. The computed range of settlement is ft. to ft. c. Settlement of the levee crest is determined to be primarily from : D Foundation consolidation n Embankment compression D Other (Describe): d. Differential settlement of floodwalls n has C] has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Relationships Established Ponding elevation vs. storage D Yes O No Ponding elevation vs. gravity flow D Yes [U No Differential head vs. gravity flow d Yes Q No c. The river flow duration curve is enclosed: D Yes D No d. Specify the discharge capacity of the head pressure conduit: cfs e. Which flooding conditions were analyzed? Gravity flow (Interior Watershed) D Yes Q No Common storm (River Watershed) D Yes Q No Historical ponding probability D Yes Q No Coastal wave overtopping D Yes Q No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. D Yes [U No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 8 of 10 E. LEVEE/FLOODWALL (CONTINUED) 8. Interior Drainage (continued) i. Will pumping plants be used for interior drainage? [H Yes C] No If Yes, include the number of pumping For each pumping plant, list: The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and flooding? Will the operation be automatic? plants: Plant #1 DYes If the pumps are electric, are there backup power sources? D Yes Plant #2 DNo DNo (Reference: USAGE EM-1 11 0-2-31 01, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction Q is D is not a problem Hydrocompaction l~l is n is not a problem Heave differential movement due to soils of high shrink/swell C] is n is not a problem b. For each of these problems, state the basic facts and corrective action taken: Attach supporting documentation c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? D Yes D No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? D Yes D No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2Form3 Page 9 of 10 E. LEVEE/FLOODWALL (CONTINUED) 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? OYes d No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? D Yes D No c. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? D Yes D No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? D Yes Q No If No, please attach supporting documentation. 12. Operations and Maintenance Ran Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. DHS-FEMA Form 81-89B, DEC 07 Riverine Structures Form MT-2 Form 3 Page 10 of 10 APPENDIX B HEC-RAS Hydraulic Simulation B Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda 8 Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc HEC-RAS Plan: FINAL River: Aqua Hedionda Reach: 1 Profile: PF 1 Reach River Sta i Profile 1 1 '1 4850.351 PF 1 4800.691 PF 1 4749.705 PF1 1 4665.751 PF 1 1 1 4631.179 !PF1 4574.898 PF 1 1 4527. PF 1 1 4506.998 1 4480.664 PF1 1 4416.27 :PF1 1 4374.902 ;PF1 ;1 4349.904 PF1 1 4299.906 PF1 1 4249.908 ;PF1 :i i 4199.036 |PF1 4191.972 ;1 4159.973 PF 1 1 J4153 PF1 1 4152.9 PF1 ,1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T~ 1 111 1 1 ~l 1i 1 1 i1 11 1i 1 1 1 i1 1 1 1i 1 1 1 1 1 1 1 i 1 1 4147 PF 1 4081 ;PF1 4078 4077.9 4075 4005.91 4002.91 4002.81 3999.91 3955.911 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 3952.911 PF1 i 3952.811 3949.911 3948 PF1 PF1 PF1 3899.914 j PFI 3848.401 PF 1 3789.182 3749.916 3731.052 3699.917 3874.918 3624.92 3574.923 PF1 PF1 PF1 PF1 PF1 PF1 PF1 • 3524.925 PF 1 I 3474.927 3430.428 3399.93 3299.93 3199.93 3099.93 2999.93 2899.164 2799.93 2699.93 2599.93 2499.93 2399.931 2349.933 2299.935 2249.938 2199.94 2149.942 2099.95 2099.945 2049.95 2049.947 1999.95 1999.949 1949.952 1899.954 1876.78 1876.68 1870.78 1870.68 1867.78 1867.68 1 |1861.78 PFI PF1 PF1 ! PF1 ; PF1 PF1 PF1 PF1 PF1 PF1 i PF1 I PF1 PF1 | PFI ; PFI ; PF1 ! PF1 PF1 PF1 PF1 PFI ; PFI PFI PFI PF1 PF1 PF1 PFI PF1 PF1 PF1 PF1 PF1 0 Total (els) 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 Culvert 7338.00 7338.00 7338.00 MlnChEl (1) 52.00 52.00 50.33 W.S. Elev (ft) 62.78 62.45 61.96 60.00 60.59 50.00 50.00 46.00 59.90 60.00 58.68 cm w.s. TO 62.51 62.39 61.96 60.59 E.G. Elev (ft) 63.21 63.09 I 62.94 ! 61.47 59.90! 60.96 58.76 56.50 60.18 60.02 E.G. Slope (ft) 0.002180 0.001916 0.002608 0.002795 0.003266 0.000578 0.001786 Vel Crinl (tfs) 6.91 8.48 9.99 ^ 9.72 10.32 4.81 9.40 Flow Area (sqtt) 1952.25 1870.07 1398.57 1425.56 1261.11 2851.64 Top Width <«) FroudeKChl 1098.391 0.42 1120.56 887.66 854.64 667.57 1075.74 887.32! 186.48 0.52 0.61 0.62 0.66; 0.29 0.53 46.00 45.27 44.00 7338.00 44.00 7338.00 44.00 7338.001 44-00 7338.001 44.06 Bridge 7336.00 7338.00 7338.00 7338.00 7338.00 7338.00 55.76 56.38 55.13 56.19 55.86 65.89 55.15 55.42 53.20 52.88 58.45 57.85 57.73 57.63 57.39 57.17 56.97 0.005747 0.002517 0.002545 0.003547 0.002944 0.003701 0.000522 13.18 556.83 9.70 1 756.61 9.97 10.70 73659 686.05 9.82J 747.36 11.42| 642.71 10.02 43.00 43.00 42.00 42.00 40.88 40.88 7338.001 39.38 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.001 7338.00 7338.00 7338.00 7338.00 7338.00 39.38 38.43 38.43 36.93 36.93 36.74 36.74 35.24 35.24 35.09 35.01 34.94 34.85 34.79 34.76 34.71 34.68 34.60 34.53 34.45 7338.00 1 34.38 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 7338.00 8041.00 8041.00 8041.00, 8041.00 8041.00 8041.00 8041.00 8041.00 8041.00 8041.00 .34.3J-1 34.26 34.11 33.96 33.61 33.66 33.51 33.36 33.21 33.06 32.91 32.76 32.69 32.61 32.54 32.46 32.39 32.31 32.31 32.24 32.24^ 32.16! 32.16 32.08 i 32.01 32.00 32.00[ 32.00 31.00 31.00J 30.00 52.80 52.23 52.38 51.67 49.91 49.28 48.80 48.11 47.61 47.09 47.92 47.91 47.84 47.81 48.09 48.09 48.12 47.81 47.40 47.30 47.02 47.02 47.10 47.05 47.09 46.78 46.66 46.41 46.31 46.24t 46.04 45.79 45.67 45.29 45.07 44.96 44.87 44.48 44.15 43.68 43.59 43.25 42.91 42.80 42.32 42.16 42.16 42.18 42.18 43.30 43.18 43.15 43.14 43.09 43.09 43.09 43.13 43.12 43.17 30.00L 43.16 52.23 52.23 51.67 51.67 49.28 49.28 48.11 48.11 47.07 47.07 44.48 44.51 55.54 ! 55.46 ; 55.09 55.00 52.58 52.51 51.63 51.56 50.25 50.19 49.83 49.83 49.66 49.65 49.53 49.53 49.52 49.38 49.20 48.97 0.001132 0.005286 0.004076 13.29 14.46 13.21 0.0054051 14.65 0.004078 0.005274 0.004125 0.007696 0.004181 0.005226 0.002569 0.003718 0.002583 0.002655 0.001854 0.001854 0.002587 0.002727 0.003336 0.002981 13.11 14.42 13.49 14.90 13.04 j_ 732.47 80.86 96.23 91.47 L 93.64 101.97 128.30 257.18 0.88 0.60| 0.60i 0.70! 0.64! 0.71' 0.63 552.26 507.31 555.65 501.03 559.68 508.73 543.86 492.61 562.76 14.13 519.21 11.10 '~ 11.12 660.99 659.77 10.821 693.02 10.90 9.63 9.63 9.53 10.04 10.75 10.40 48.83 0.003558 i 10.81 48.75 0.002347 44.53 1 48.63! 0.002005 44.42 44.34 44.25 44.11 48.57 j 48.42 48.31 48.21 44,01 ! 48.09 43.92J 47.98 43.93 43.65 43.43 43.16 43.02 42.80 42.07 41.69 41.59 41.53 47.92 47.68 47.46 47.22 47.00 46.77 46.52 46.27 46.05 45.83 45.58 45.44 45.29 41.54J 45.13 41.26 40.76 41.40 38.59 38.13 38.07 38.07 38.07 37.31 37.31 36.55 44.95 44.76 44.57 44.57 44.32 44.32 43.72 43.71 43.65 43.60 43.58 43.58 43.58 43.56 h 43.66 43.55 36.55! 43.54 0.001953 0.001733 0.001992 0.002163 0.002226 0.002206 0.002254 0.002177 0.002159 0.001965 0.002201 0.002166 0.002030 0.001977 0.002049 0.002250 0.002371 0.002416 0.002774 0.003044 0.003051 0.003438 0.003553 0.003553 0.003184 0.003184 0.001017 0.001296 0.000820 0.000681 0.000499 0.000499 0.000500 0.000404 0.000404 0*000468 0.000469 10.56 9.93 9.88 9.27 9.92 9.97 10.40 687.81 780.55 780.52 789.11 1 34.83 i 0.90 94.44 105.04 75.19 82.56 78.92 1.00 |_ 0.88 1.00 0.89 1.00 76.12J 0.89 72.17 P 86.25 83.41 88.00 87.92 1.00 0.90 1.00 0.71 0.72 109.66! 0.71 109.301 0.72 11261; 0.60 112.611 0.60 112.85] 0.59 730.76! 85.94J 0.61 682.68 724.97 682.41 709.14 765.37 752.39 794.64 743.75 737.81 708.65 10.381 708.04 10.39 10.28 10.39 706.80 714.14 706.99 10.00J 755.01 10.49 10.46 716.21 715.34 10.04! 730.90 9.51 10.08 9022 0.66 160.92 0.63 128.9?! 0.69 201.63! 0.67 215.30 185.29 149.81 138.33 128.71 129.34 123.03 123.81 122.74 120.32^ 190.20 159.45 165.43 124.00 772.65 ! 137.28 730.23 10.41 707.11 11.05 10.90 11.46 665.10 ,_ 674.33 640.76 11.95! 614.62 11.76 12.54 12.46 623.87 585.13 588.75 12.46 588.75 11.74 11.74 6.11 6.83 6.01 625.32 625.32 1625.29 1598.34 1621.21 5.76 1648.24 5.84 5.84 1558.83 1558.82 5.84 1558.10 5.48 5.49 5.10 5.11 1653.25 1652.95 1748.35 1747.66 l_ 130.57 128.95 157.85 225.65 223.22 215.98 220.60 222.20 242.92 242.92 235.32 235.32 343.98 328.25 0.63 0.62 0.58 0.62 0.64 0.66 0.65 i 0.66 0.65 0.65 0.63 . 0.66 0.66 0.63 0.62 0.64 0.67 0.69 0.69 0.73 0.77 0.77 0.82 0.83 "" 0.83 0.79 0.79. 0.38 0.43 31 8.99 i 0.35 265.75 0.33 492.88! 0.33 492.87 491 .93 496.20 497.691 503.58 502.34 0.33 0.33 0.30 0.30 0.27 0.27 HEC-RAS Plan: FINAL River: Aqua Hedionda Reach: Resell 1 1 1 1 1 1 1 ]1 1 1 1 1 ;1 i1 :i1 ,1 ii 11!i '1 i< River Sta 1849.957 1819.12 1774.959 1724.961 1674.963 1649.964 1638.348 1599.81 1569.522 1488.443 1408.665 1351.03 1275.886 1238.54 1200.003 1142.497 1024.058 979.6722 928.4945 874.9925 824.9947 _, 774.9974 724.9996 !1 1700. Profile \ O Total I (Cfa) PF1 8041.00 PF1 , 8041.00 PF1 8041.00 PF1 B041.00 PF1 8041.00 PF1 8041.00 PF1 8041.00 'PF! 8041.00 Bridge PF1 8041.00 PF1 8041.00 PF1 8041.00 PF1 8041.00 PF1 8041.00 Bridge PF1 8041.00 PF1 8041.00 1 Profile: PF 1 (Continued) Min Ch El (fl) 30.00 30.00 L 30.00 ,_ 30.00 31.60 31 60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 W.S. Elev ! CritW.S. (1) i <«) 43.181 36.55 43.151 36.44 43.11 36.29 42.96: 36.39 42.71 42.58 42.53 37.87 42.53 38.26 42.21 37.80 42.22, 37.84 42.20: 37.73 42.04 37.74 41.86: 38.12 E.G. Elev 1 E.G. Slope (it) ! mm) 43.53' 0.000471 43.52: 0.000477 43.50, 0.000501 43.46: 0.000611 43.40! 0.001048 43.36: 0.001440 43.34! 0.001319 43.28! 0.000916 42.98, 0.000881 42.86! 0.001091 42.79i 0.001003 42.70: 0.001059 42.65 ! 0.000945 Vel Chnl <n/s) 5.12 . 5.04 5.23 5.72 6.76 7.08 7.24 6.98 7.06 6.44 6.16 6.51 7.13 Flow Area ! Top Width I Froude * CN (sqfl) i («) I L 1744.11 1 498.52 0.27 1730.15: 474.09! 0.27 1 847.05 i 527.96: 0.28 1533.95, 1020.56! 0.31 1264.65; 1027.75J 0.39 1136.46 983.31! 0.45 1110.45! 938.31! 0.44 1152.26 762.40 0.43 1139.24 137.75! 0.43: j_ 1249.00 793.28' 0.40 1304.40! 663.73 1 0.39 1235.91; 147.19' 0.40 1127.35: 142.04: 0.45 32.50 33.00 PF1 8041.00J 32.43 PF1 8041.00 PF1 8041.00 PF1 8041.00 PF1 : 8041.00 PF 1 8041 .00 PF1 8041.00 32.00 32.00 31.58 30.44 30.99 30.84 40.63! 39.08 38.30 37.46i 36.92J 36.41 36.05 35.63! 35.39 35.00: 33.82 42.20! 0.025279 38.96 0.024880 37.96! 0.018389 37.23! 0.010047 36.68 i 0.009910 36.24 , 0.007053 35.95; 0.004302 35.61 ! 0.01 1330 35.27, 0.016208 10.05 6.52 5.69 4.47 4.18 3.48 2.84 3.75 4.18 800.24: 123.01! 0,69 1233.76: 370.56! 0.63 1414.28 416.46 0.54 1800.26 483.72] 0.41 1925.57: 566.97: 0.40 2308.09 691. 25 ' 0.34 2827.80: 792.1 01 0.27 2141.55] 817.96 0.411 1924.52] 819.01 0.48 1 o••s 35 Agua Hediona Final Proposed Conds Plan: FINAL HEC1 flows_w_newtopo 4/28/2008 Aqua Hedionda 1 1000 2000 3000 Main Channel Distance (ft) 4000 5000 Agua Hediona Final Proposed Conds Plan: FINAL HEC1 flows_w_newtopo 4/28/2008 4574.898 1351.03 1275.886 Legend WSPF1 Ground Ineff •Bank Sta HEC-RAS Plan: newlopo River: Calavera Creek Reach: 1 Profile: PF 1 Reach 1 1 1 1 1 1 il 1 1 1 '1 1 1 ' 1 1 1 1 |1;i 1 ,1 1 1 '1 1i i i1 1i 1 1 1 1 i ii t 1 1 1 1 i i 11 11 1i i1 11 River sta Prollle 3526.202 PM 3497.842 PF 1 3440.587 PF1 3397.854 PF 1 3347.869 PF 1 3307.211 PF1 3300.001 PF1 3297.001 PF 1 3293.911 PF1 3197.880 PF1 3097.880 PF 1 2997.880 PF 1 2897.880 PF 1 2797.880 ]PF1 2897.880 PF1 2597.880 ;PF1 2497.880 PF 1 2397.880 PF 1 2297.880 2248.880 2243.880 2197.880 2100.000 2097.000 2000.000 1997.000 1992.930 1897.880 1880.880 1877.880 1797.432 1793.932 1747.886 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PM PF1 PF1 PF1 1897.906 PF 1 1847.922 1597.931 1547.946 1497.966 1447.987 1398.007 1348.021 1298.037 1248.033 1148.026 1048.018 948.0112 864.6447 823.6991 774.3492 724.7677 675.4707 649.9057 549.9057 500.9156 496.8356 449.9057 PF1 PF1 : PF1 ! PF1 : PF1 PF1 PF1 PF1 PF1 ! PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 Q Total (els) 629.00 629.00 629.00 629.00 629.00 629.00 Mm Ch El («) 55.00 54.07 54.00 54.00 53.00 53.00 629.00] 51.00 629.00] 51.00 629.00 876.00 ' 51.00 49.24 676.00 49.00 876.00 876.00 876.00 876.00 876.00 49.00 49.00 48.20 48.20 47.00 W.S. Bev («) 59.22 59.49 57.99 57.92 57.55 56.77 56.97 56.99 57.00 56.73 56.50 55.96 55.64 55.03 54.78 54.46 cm w.s. («) 59.22 57.99 56.77 56.77 55.48 55.23 55.05 876.00 47.00I 54.00 876.00 876.00 47.00 47.00 876.00! 47.00 876.00 876.00 47.00 46.00 876.00 1 44.00 876.00 876.00 876.00 42.10 43.03 42.00 876.00! 42.00 876.00 876.00 876.00 876.00 42.00 42.00 41.10 40.89 876.00! 40.88 876.00 876.00 876.00 876.00 876.00 876.00 876.00 876.00 876.00 876.00 876.00 876.00 40.75 40.62 40.49 40.32 40.15 39.98 39.73 39.48 39.23 38.98 38.73 38.23 876.00 1 37.82 876.00 876.00 876.00 876.00 876.00 876.00 891.00 891.00 891.00 891.00 891.00 37.49 37.21 37.08 36.97 36.94 36.90 36.89 36.82 36.78 35.27 35.13 53.36 53.28 51.85 51.99 I 50.99 49.04 49.58 "~ 49.38 49.41 49.34 49.22 49.15 49.16 49.01 49.01 48.69 48.37 48.06 47.93 4779 47.69 47.57 47.09 46.78 46.90 46.65 46.14 45.99 45.32 44.20 44.21 44.44 E.G. Elev • («) 60.50 59.82 59.44 58.53 58.22 57.84 57.40 57.37 57.36 57.14 56.92 56.60 ; 56.22 55.81 55.36 55.04 1 54.67 E.G. Slope <Mt) 0.012703 0.002253 0.014288 0.005776 0.006070 0.013012 0.003220 0.002740 0.002448 0.002074 |_ 0.002232 0.004097 0.003249 0.004668 0.003372 0.003123 0.004114 54.18J 0.005431 51.11 51.72 51.51 50.99 49.00 48.02 46.80 43.04 43.61 43.70 43.01 41.68 44.36 41.80 44.08j 43.96 44.09 43.13 43.30 42.80 53.71 1 0.002474 j 53.37 0.012488 ' 53.24 1 0.009236 l_ 52.68 50.66 I 50.39 49.92 49.90 49.88 49.61 49.57 49.55 49.40 49.39 49.26 49.08 <«•«,48.60 48.39 48.21 48.07 47.88 47.64 , 47.36 I 47.22 46.83 , 46.46 46.11 45.49 45.03 44.75 44.67 41 .94 | 44.55 41.80 42.40 42.15 41.39 41.32 44.47 44.19 44.01 43.91 43.68 0.013935 0.013524 0.005376 0.003091 0.002676 Vel Chnl <Ws) Flow Area (50.lt) Top Width j FrouduJChl m 9.231 71.88 29.95; 0.97 ] 5.07 9.69 6.28 6.60 6.32 5.30 4.98 4.76 5.13 5.21 6.45 6.13 7.09 6.12 6.11 6.56 7.26 5.50 9.91 8.97 10.45 10.24 7.23 177.73 123.06 0.43 65.50 24.83 1.01 102.24| 41.56 0.66 95.79 47.84 , 0.68 77.63i 68.22! 0.96 120.99 128.33 70.75 0.50 71.53 0.46 133.87 1 72.30 0.44 170.65 35.12 0.41 168.25 36.08 i 0.42 135.89 33.77; 0.57 142.93 31.57! 0.51 123.55* 28.12; 0.60 143. 13J 33.04 0.52 143.851 32.45j 0.50 133.52 32.34; 0.57 120.62 30.56! 0.64 387.67! 423.26; 0.44 89.04J 61.00 0.95 113.48' 155.48 0.82 83.85 •. 24.71 1.00 85.55 ^ 25.54 1 0.99 121.17' 27.84 0.61 5.90J 148.52: 34.47] 0.50 5.59 0.003179! 5.87 0.001908 0.002194 0.002051 5.00 H " 5.21 5.03 0.001766! 5.00 0.001731 0.003219 0.003725 0.0048191 0.004023 0.003601 0.002771 0.002570 0.004341 0.004687 0.002362 0.003293 0.004147 0.002299 0.004866 0.010217 0.005899 0.001415 0.001823 0.002729 0.002871 0.001034 0.006414 0.003664 0.005162 4.98 6.12 6.76 7.17 6.62 6.32 6.86 5.75 7.16 7.48 5.54 6.09 6.73 5.52 7.15 156.65 149.22 34.73 j 0.46 34.71 0.50 175.94! 41.48! 0.40 168.57 40.98 j 0.42 174.65 177.04 41.46 0.40 51.60! 0.36 178.30! 60.11! 0.38 145.70 38.35J 0.50 131.78 31.24 0.54 123.87 151.80 146.01 156.65 160.29 125.47 120.50 168.82 31.64 0.60 61.09 0.56 41.971 0.53 40.73 0.47 40.10 0.46 30.65 0.58 29.10 0.59 45.16 0.44 149.50 42.42 0.51 1 33.60 j 39.25 0.55 ,_ 159.02 122.83 9.131 95.901 7.27 4.48 4.52 5.48 5.73 3.25 7.54 6.23 7.52 120.49 202.89 194.70 159.86 155.41 395.82 118.24 71 .57 0.42 76.33 0.60 26.48 0.85 86.19 0.66 125.87 0.35 108.28 0.39 158.38| 0.47 156.19J 0.48 181.41 0.28 137.81 0.70 143.21 j 142.26 0.53 119.04: 129.31 0.62 IED Calavera Creek Proposed Conditions Plan: CC_Final hec1flows_newtopo 4/28/2008 Calavera Creek 1 - 1000 1500 2000 2500 3000 3500 Main Channel Distance (ft) Calavera Creek Proposed Conditions Plan: CC_Final hedflows_newtopo 4/28/2008 9156 Legend WSPF1 Ground • Bank Sta Ineft APPENDIX C Chang Consultant Reference Documents Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc HEC-RAS Plan: Box Culvert River: Weir Wall Reach: Reach 1 Profile: PF 1 Reach Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach Reach Reach Reach Reach Reach Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach Reach Reach Reach Reach Reach Reach Reach Reach River Sta 9 8.83333* 8.66666* 8.5* 8.33333* 8.16666* 8 7.96774* 7.93548* 7.90322* 7.87996* 7.83871* 7.88645* 7.77419* 7.74193* 7.78967* 7.67741* 7.64516* 7.61298* 7.58864* 7.54838* 7.51612* 7.48387* 7.45161* 7.41935* 7.38789* 7.35483* 7.32258* 7.29832* 7.25886* 7.22588* 7.19354* 7.16129* 7.12983* 7.89677* 7.86451* 7.83225* 7 Profile PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF PF PF PF PF PF PF1 PF1 PF1 PF PF PF PF PF PF PF PF PF PF PF PF PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 Q Total («*) 665.88 665.88 665.88 665.88 665.88 665.88 725.88 725.08 725.88 725.88 725.88 725.88 725.88 725.88 725.80 725.88 725.88 725.88 725.88 725.08 725.08 725.00 725.00 725.08 725.08 725.08 725.08 725.08 725.08 725.88 725.0? 725.00 725.00 725.0^ 725.08 725.08 725.00 725.00 MinChEl (ft) 62.80 61.86 61.72 61.58 61.44 61.30 61.16 61.88 68.84 68.69 60.53 68.37 68.21 68.85 59.90 59.74 59.58 59.42 59.26 59.11 58.95 58.79 58.63 58.47 58.31 58.16 58.00 57.84 57.68 57.52 57.37 57.21 57.05 56.89 56.73 56.58 56.42 56.26 W.S. Elev («) 67.2 67.3 67.4 67.4 67.5 67.5 66.3 65.7 65.3 65.1 64.8 64.5 64.3 i 64.1 63.9 63.7 63.5 63.3 63.1 62.9 62.7 62.5 62.3 62.1 62.0 61.8 61.6 61.4 61.3 61.1 60.9 60.7 68.6 60.4 60.2 60.1 59.9 59.7 CritW.S. (ft) 66.84 66.70 66.56 66.42 66.28 66.14 66.29 66.13 65.97 65.82 65.66 65.58 65.34 65.18' 65.03 64.87 64.71 64.55 64.39 64.24 64.08 63.92 63.76 63.60 63.44 63.29 63.13 62.97 62.81 62.65 62.50 62.34 62.18 62.02 61.86 61.71 61.55 61.39 E.G. Elev (ft) 69.31 69.22 69.15 69.09 69.04 68.99 68.85 68.76 68.67 68.59 68.50 68.41 68.32 68.221 68.13 68.03 67.93 67.83 67.72 67.61 67.49 67.37 67.26 67.14 67.01 66.89 66.77 66.65 66.52 66.40 66.27 66.14 66.81 65.88 65.75 65.62 65.48 65.35 E.G. Slope (ft/ft) 0.003644 0.003257 8.002949 8.002695 0.082488 0.082295 0.084581 0.885833 0.006540 0.007089 0.887578 0.007998 0.008394 0.008766 0.009096 8.009457 0.089785 0.010087 0.010369 0.010565 0.010786 0.011000 0.011209 0.011412 0.011609 0.011765 0.011950 0.012130 0.012303 0.012470 0.012590 0.012747 0.012897 0.013041 0.013179 0.013278 8.013399 0.013523 Vel Chnl (ft/s) 11.54 11.07 10.66 10.31 9.99 9.70 12.85 14.05 14.65 15.09 15.46 15.77 16.05 16.30 16.52 16.75 16.96 17.15 17.32 1743 17.56 17.69 17.81 17.92 18.03 18.12 18.22 18.32 18.41 18.58 18.56 18.64 18.72 18.79 18.86 18.91 18.98 19.04 Flow Area (sqft) 57.60 68.87 62.36 64.51 66.58 68.57 56.41 51.59 49.47 48.04 46.90 45.97 45.18 44.47 43.88 43.27 42.75 42.28 41.87 ^ 41.58 41.28 40.99 40.71 40.45 40.21 40.02 I 39.79 39.58 39.38 39.19 39.06 38.89 38.73 38.58 38.43 38.34 38.21 38.08 Top Width (ft) 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.08 11.00 11.00 11.00 11.00 11.00 11.08 11.88 11.88 11.88 11.88 11.88 11.80 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 Froude # Chi 0.89 0.83 0.79 0.75 0.72 0.68 1.00 1.14 1.22 1.27 1.32 1.36 1.40 1.43 1.46 1.49 1.52 1.54 1.56 1.58 1.60 1.61 1.63 1.65 1.66 1.67 1.69 1.70 1.71 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.79 1.80 HEC-RAS Plan: Box Culvert River: Weir Wall Reach: Reach 1 Profile: PF 1 (Continued) Reach Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach 1 Reach Reach Reach Reach Reach River Sta 6 5.5* 5 4.95454* 4.90909 4.86363* 4.81818* 4.77272* 4.72727* 4.68181* 4.63636* 4.59898* 4.54545* 4.5* 4.45454* 4.48999* 4.36363* 4.31818* 4.27272* 4.22727* 4.18181* 4.13636* 4.89898* 4.84545* 4 3.99 3 2 1 Profile PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF PF PF PF PF PF PF1 PF1 PF1 PF1 PF1 Q Total (cfs) 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 361.88 Min Ch El (ft) 56.26 56.18 55.93 55.77 55.61 55.45 55.29 55.13 54.97 54.81 54.65 54.49 54.33 5417 54.88 53.84 53.68 53.52 53.36 53.28 53.84 52.88 52.72 52.56 52.48 52.48 52.28 52.28 52.10 W.S. Elev (ft) 61.1 68.8 68.5 57.3 57.2 57.1 56.9 56.8 56.7 56.6 56.4 56.3 56.1 56.8 55.8 55.7 55.5 55.4 55.3 55.1 55.8 54.8 54.7 57.7 57.7 57.7 58.8 58.8 58.0 CritW.S. (ft) 61.86 61.70 61.53 58.99 58.83 58.67 58.51 58.35 58.19 58.03 57.87 57.71 57.55 57.39 57.22 57.06 56.98 56.74 56.58 56.42 56.26 56.10 55.94 55.78 55.62 53.62 E.G. Elev (ft) 64.87 64.77 64.67 64.24 63.81 63.42 63.85 62.70 62.37 62.06 61.77 61.58 61.24 68.99 60.77 60.55 60.34 60.13 59.92 59.72 59.52 59.33 59.14 58.34 58.32 58.32 58.06 58.05 58.05 E.G. Slope (ft/ft) 0.007751 0.088198 0.008647 8.035078 0.032789 0.038794 8.829856 0.027453 0.026076 0.024884 0.023847 0.022940 0.022146 0.821447 0.821844 8.820591 8.828178 8.819781 8.819423 0.019895 0.818796 0.018523 0.018276 0.001121 0.001023 0.001023 0.000047 0.000854 0.000031 Vel Chnl (ft/s) 15.64 15.97 16.30 21.10 28.63 28.21 19.83 19.46 19.13 18.83 18.57 18.33 18.12 17.93 17.81 17.68 17.56 17.45 17.34 17.24 17.15 17.87 16.99 Flow Area (sqft) 23.88 22.68 22.15 17.11 17.58 17.86 18.21 18.55 18.87 19.17 19.44 19.69 19.92 20.14 20.27 20.41 28.55 28.69 28.82 28.93 21.85 21.15 21.24 6.37 1 56.69 6.151 58.65 6.161 58.65 2.15 1 167.63 1.821 198.87 1.80j__ 288.57 Top Width (ft) 11.00 11.80 11.08 11.00 11.00 11.80 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.00 11.00 11.08 11.88 11.80 11.08 11.80 11.00 11.00 11.00 11.08 163.61 69.88 34.80 Froude # Chi 1.26 1.30 1.34 2.98 2.88 2.80 2.72 2.64 2.57 2.51 2.46 2.41 2.37 2.33 2.31 2.29 2.26 2.24 2.22 2.28 2.19 2.17 2.15 8.49 0.47 0.47 0.16 8.16 8.13 10Q-YEAR FLOOO^IN^€QNTAIN JhTPROP. 84! B6PS 3170 3410 OF DETAILED STUDY 2980 HEC-RAS Plan: 84" RCP River: 84 RCP Reach: 1 Profile: PF 1 Reach 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 n 1 1 1 ^ 1 1 1 1 1 1 1 River Sta 9 8.83333* 8.66666* 8.5* 8.33333* 8.16666* 8 7.96774* 7.93548* 7.99322* 7.87996* 7.83871* 7.89645* 7.77419* 7.74193* 7.78967* 7.67741* 7.64516* 7.61299* 7.58964* 7.54838* 7.51612* 7.48387* 7.45161* 7.41935* 7.38799* 7.35483* 7.32258* 7.29932* 7.25896* 7.22589* 7.19354* 7.16129* 7.12993* 7.99677* 7.96451* 7.93225* 7 Profile PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 ^ PF1 PF1 PF1 PF1 PF1 PF1 _ pF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 Q Total (cfs) 665.99 665.99 665.99 665.99 665.99 665.99 725.99 725.99 725.89 725.88 725.88 725.88 725.89 725.98 725.88 725.88 725.88 725.88 725.88 725.88 725.99 725.98 725.98 725.98 725.98 725.98 725.98 725.98 725.98 725.98 725.98 725.98 725.99 725.88 725.88 725.88 725.88 725.88 Win Ch El (ft) 62.89 61.86 61.72 61.58 61.44 61.38 61.16 61.88 68.84 68.69 68.53 68.37 68.21 68.85 59.98 59.74 59.58 59.42 59.26 59.11 58.95 58.79 58.63 58.47 58.31 58.16 58.88 57.84 57.68 57.52 57.37 57.21 57.85 56.89 56.73 56.58 56.42 56.26 W.S. Elev (ft) 67.2 67.3 67.4 67.4 67.5 67.5 66.3 65.7 65.3 65.1 64.8 64.5 64.3 64.1 63.9 63.7 63.5 63.3 63.1 62.9 62.7 62.5 62.3 62.1 62.8 61.8 61.6 61.4 61.3 61.1 69.9 68.7 68.6 68.4 68.2 68.1 59.9 59.7 Crit W.S. (ft) 66.84 66.78 66.56 66.42 66.28 66.14 66.29 66.13 65.97 65.82 65.66 65.58 65.34 65.18 65.83 64.87 64.71 64.55 64.39 64.24 64.88 63.92 63.76 63.68 63.44 63.29 63.13 62.97 62.81 62.65 62.58 62.34 62.18 62.82 61.86 61.71 61.55 61.39 E.G. Elev (ft) 69.31 69.22 69.15 69.89 69.84 68.99 68.85 68.76 68.67 68.59 68.58 68.41 68.32 68.22 68.13 68.83 67.93 67.83 67.72 67.61 67.49 67.37 67.26 67.14 67.81 66.89 66.77 66.65 66.52 66.48 66.27 66.14 66.81 65.88 65.75 65.62 65.48 65.35 E.G. Slope (ft/ft) 8.883644 8.893257 8.882949 8.882695 8.882488 8.882295 8.884581 9.885833 8.886548 8.887889 8.887578 8.887998 9.888394 9.888766 9.889996 9.889457 8.889785 8.818887 8.818369 8.818565 8.818786 8.811888 8.811289 8.811412 8.811689 8.811765 8.811958 8.812138 8.812383 8.812478 8.812598 8.812747 8.912897 8.913941 8.813179 8.813278 8.813399 8.813523 Vel Chnl (ft/s) 11.54 11.87 18.66 18.31 9.99 9.78 12.85 14.85 14.65 15.89 15.46 15.77 16.95 16.38 16.52 16.75 16.96 17.15 17.32 17.43 17.56 17.69 17.81 17.92 18.83 18.12 18.22 18.32 18.41 18.58 18.56 18.64 18.72 18.79 18.86 18.91 18.98 19.84 Flow Area (sqft) 57.68 68.87 62.36 64.51 66.58 68.57 56.41 51.59 49.47 48.94 46.98 45.97 45.18 44.47 43.88 43.27 42.75 42.28 41.87 41.58 41.28 48.99 48.71 48.45 48.21 48.82 39.79 39.58 39.38 39.19 39.86 38.89 38.73 38.58 38.43 38.34 38.21 38.98 Top Width (ft) 11.98 11.88 11.98 11.88 11.88 11.88 11.88 11.89 11.99 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.89 11.89 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.88 11.89 11.89 11.89 11.89 11.99 11.98 11.98 11.98 11.98 11.88 Froude # Chi 8.89 8.83 8.79 8.75 8.72 8.68 1.88 1.14 1.22 1.27 1.32 1.36 1.48 1.43 1.46 1.49 1.52 1.54 1.56 1.58 1.68 1.61 1.63 1.65 1.66 ,_ 1-67 1.69 1.78 1.71 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.79 1.88 HEC-RAS Plan: 84" RCP River: 84 RCP Reach: 1 Profile: PF 1 (Continued) Reach 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 River Sta 6 5.1 5 .2 .193333* .186666* .18* .173333* .166666* .16* .153333* .146666* .14* .133333* .126666* .12* .113333* .186666* 8.1 Profile PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 PF1 U?F1 PF1 PF1 PF1 Q Total (cfs) 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee 364.ee Win Ch El (ft) 56.36 56.63 56.63 56.63 56.53 56.43 56.33 56.23 56.13 56.03 55.93 55.84 55.74 55.64 55.54 55.44 55.34 55.24 55.14 W.S. Elev (ft) 59.7 ee.4 63.1 61.9 61.8 61.8 61.7 61.7 61.6 61.6 61.5 61.5 61.4 61.4 61.3 61.3 I 61.2 61.2 61.2 Grit W.S. (ft) 61.39 61.66 61.81 61.68 61.59 61.49 61.39 61.29 61.19 61.09 68.99 60.90 ee.se ee.7e ee.ee ee.se 68.48 68.38 68.19 E.G. Elev (ft) 65.35 64.80 64.19 64.07 63.98 63.89 63.80 63.71 63.62 63.54 63.45 63.37 63.38 63.22 63.14 63.07 62.99 62.92I 62.85 E.G. Slope (ft/ft) 0.813689 0.089508 0.003538 0.003998 0.003930 0.003862 8.003795 0.083728 0.003663 0.003591 0003522 0.003485 0.003420 0.003359 0.083308 0.003245 I 8.803192 0.083141 0.003100 Vel Chnl (ft/S) 19.07 16.75 8.25 11.83 11.75 11.65 11.56 11.46 11.37 11.26 11.15 11. 10 10.99 10.90 io.se 10.71 10.62 10.53 10.44 Flow Area (sqft) 19.09 21.73 44.18 30.76 30.98 31.23 31.49 31.75 32.02 32.33 32.63 32.81 33.11 33.41 33.71 34.00 34.29 34.58 34.87 Top Width (ft) n.ee 11.00 6.04 5.98 5.91 5.84 5.77 5.70 5.62 5.53 5.49 5.40 5.31 5.23 5.14 5.05 4.96 4.82 Froude # Chi 1.84 1.51 0.57 0.99 0.97 0.96 0.95 8.94 0.92 0.91 0.90 8.89 0.88 0.86 0.85 0.84 0.83 0.82 0.68 FLOOD HYEROGRAPH PACKAGE OUN 1998 VERSION 4.1 (HBC-1) PI m RUN ERIE 10EEC07 TIME 19:44:10 U.S. ARMY CORPS OF ENGINEERS HYEROLOGIC ENGINEERING CENTER 609 SECOND SIKKLT DAVIS, CALIFORNIA 95616 (916) 756-1104 X X XXXXXXX XXXXX XXX X XXX X XXXXXXX XXXX X XXX X X XX XX X XXXXXXX XXXXX X XX X XXXXX X X X XXX p Ml THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1EB, AND HEC1KW. THE EEFINTTICNS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FRCM THOSE USED WITH THE 1973-STYLE INPUT STRICTURE. THE EEFINmCN OF -AMSKK- ON RM-CARD MRS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FCRTRAN77 VERSION NEW OPTIONS: DAM3REAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT EESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM g f" br I HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 FREE *** 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 *DIAGRAM ID ID ID ID ID ID ID ID ID ID ID ID ID ID ID ID ID ID IT 10 KK KM IN PB PI PI PI PI PI BA LS UD KK KM RS PC RX RY KK KM PB PI PI PI PI PI BA LS UD CITY OF CARLSBAD ULTIMATE CONDITION LESS BJ CHANGED REC ANALYSIS SO 364 CFS DIVERTED NORTH OF WALL IN 84" RCP AND 75 CFS WILL CONTINUE TO CAIAVERA CREEK SOUTH BEFORE DIVERSION BEGINS. WITH CAIAVERA DAM MODS, WITH BJB MODS & BJB STORAGE VOLUME PER ODAY 5-12-05 TOPO (FROM APPROVED CLCMR) , NO BJ ADJUST ELEVATION IN CAIAVERA UNTIL Q APPROX SAME AS ULTIMATE CONDITION WITH BJ (ELEV 206.5) . ADJUST DIVNCiRTH TO MAINTAIN 364 CFS IN 84" FILENAME : ULTN3BJC2 . HC1 FINAL 100-YR, 24-HR HYDROLO3IC ANALYSIS FOR RANCHO CARLSBAD MOBILE HOME PARK INCLUDES DETENTION BASINS AT FARADAY, MELRDSE,BJB, AND BJ INCLUDES DETENTION AT CAIAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CAIAVERA CREEK JN: 13182-D FN: RC100.HC1 DATE: DECEMBER 1, 2004 5 0 0 300 4 BSNBC1 BASN1 FROM COUNTY OF SAN DIEGO CALCS 30 6 0 .009 .007 .009 .009 .011 .014 .016 .017 .02 .023 .03 .082 .041 .027 .023 .021 .02 .01 .016 .015 .014 .015 .012 .01 .011 .01 .009 .009 .009 4.34 0. 93 .739 RTBC2 ROUTE FROM BASIN BC1 THRCO3H BASIN BC2 1 STCR -1 .014 .014 .014 1220 .0098 20 50 70 " 70 100 100 410 410 410 400 400 410 BSNBC2 NORTH OF SH 78 5.7 0 .009 .007 .009 .009 .011 .014 .016 .017 .02 .023 .03 .082 .041 .027 .023 .021 .02 .01 .016 .015 .014 .015 .012 .01 .011 .01 .009 .009 .009 0.55 0 91 .246 .009 .011 .012 .045 .067 .088 .019 .017 .016 .013 .01 .01 .009 .01 .009 120 130 410 410 .009 .011 .012 .045 .067 .088 .019 .017 .016 .013 .01 .01 .009 .01 .009 .013 .096 .018 .009 .013 .096 .018 .009 I0 m 1 1m P m m m HEC-1 INPUT PAGE 2 LINE ID 1 2 3 4 5 6 7 8 9 10 E 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 KK KM HC KK KM RS RC RX RY KK KM PB BA LS UD KK KM HC KK KM RS RC RX RY KK KM PB BA LS UD KK KM HC KK PB BA LS UD KK KM RS SV SQ SE BC1&BC2 OTBINE BASINS BC1 AND BC2 2 RTBC3 ROUTE FPCK BASIN BC2 THROO3H BASIN BC3 1 STCR -1 .060 .080 .060 2000 .0125 767.5 767.9 789.5 830.3 864 390.6 391 391.1 378.25 378 BSNBC3 SOOTH OF SH 78 5.6 1.18 0. 91 .221 BC2&BC3 COMBINE BASINS BC2 AND BC3 2 RTBC4 ROUTE EKM BASIN BC3 THROXH BASIN BC4 1 STCR -1 .060 .060 .060 3580 .0072 473 500.1 505.8 546.1 582.3 370.79 370.63 372.1 352.86 353.22 BSNBC4 NEAR CONFLUENCE WITH AGUA HEDIONDA 5.5 0.31 0. 88 .133 BC3&BC4 COMBINE BASINS BC3 AND BC4 2 AH1 5.7 2.83 0. 92 .712 DETSYC DETAIN AT SYCAMCRE AVE 1 STCR -1 0 0.34 1.57 7.08 26.44 0 622 1521.3 2091.0 2578.3 360 365 370 375 380 889.7 898.6 905.6 387.5 388.2 388.00 654.9 664.5 688.1 374.7 375.75 384.24 c HEC-1 INPUT PAGE 3 LINE ID 1 2 3 4 5 6 7 8 9 10 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 ' 135 136 137 138 139 KK KM HC KK KM RS RC RX RY KK PB BA LS UD BC&H1 COMBINE 2 RTAH2 BUENA CREEK BASINS AND AH1 ROUTE BASIN AH1 AND BUENA CREEK BASINS THROUGH BASIN AH2 1 .060 0 400 AH3 5.4 0.83 0. .227 STOR .080 100 380 92 -1 .060 8180 .007 200 300 600 800 900 360 340 340 360 380 1100 400 KKEETSHADOH KM RS SV SQ SE KK KM RS RC RX RY KK PB BA LS UD CETAIN AT SHADOWRIDGE 1 0 0 339.5 RTAH2 STCR 1.14 190.8 345 -1 6.25 15.18 21.83 405.0 547.1 618.3 350 355 358 ROUTE EKM BASIN AH3 THROUGH BASIN AH2 1 .060 0 400 AH2 5.4 1.41 0. .356 STOR .080 80 380 87 -1 .060 3000 .013 250 450 500 600 700 340 320 320 340 380 750 400 KKAH1-34BC KM HC KK KM RS RC RX RY KK PB BA LS UD CCMBINE 3 AH2-AH7 BUENA CREEK BASINS AND AH1 AND AH3 WITH AH2 FDUTE AH2 THROUGH AH7 1 .08 0 400 AH4 5.4 .70 0. .172 STOR .08 150 340 90 -1 .08 7660 .023 300 350 400 470 520 300 280 280 300 340 680 400 P m P it I 1m HEC-1 INPUT PACE 4 LINE ID 1 2 3 4 5. 6 7 8 9 10 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 KK AH4-AH5 KM ROUTE AH4 THROUGH AH5 PS 1 STOR PC .06 .08 RX 0 50 RY 440 420 KK AH5 PB 5.3 BA .74 LS 0 92 UD .212 KK OC*BINE HC 2 KKDEMUOSE -1 .06 4900 .016 100 220 300 450 380 360 360 380 600 700 400 440 KM DETAIN AT MELPOSE KM WITH RECTANGULAR 5.6'WIDE BY 4'TALL ORIFICE AT KM SEE ENVELOPE DATED 1-14-04 IN JOB FILE 13182-D RS 1 STOR SV 0 .029 SV 33.4 45.8 SQ 0 55.44 SQ 457.59 482.34 SE 308 310 SE 328 330 KK AH5-AH6 RS 1 STOR PC .08 .08 RX 0 120 RY 320 300 KK AH6 PB 5.2 BA .91 LS 0 93 UD .259 KK COMBINE HC 2 KKDETNFARADAY -1 .162 .482 1.12 2.30 52.6 152.53 215.71 264.19 305.06 494.26 312 314 316 318 331 -1 .08 5000 .002 150 300 420 550 280 260 260 280 EXISTING CULVERT FOR BACKUP 4.59 8.67 14.8 341.07 373.62 403.56 320 322 324 650 750 300 320 KM DETAIN AT PROPOSED FARADAY CROSSING 5x5 RGB KM . SEE ENVELOPE DATED 1-13-04 IN JOB FILE 13182-D RS 1 STOR SA .000 .196 SA 7.09 SE 221.84 224 SE 242 SQ 0 100 SE 221.84 225.91 -1 .432 .924 1.32 1.77 226 228 230 232 200 300 400 500 228.46 231.55 231.90 234.72 FOR BACKUP 3.09 4.30 5.36 234 236 238 600 682.5 700 238.56 244.16 245.43 23.0 431.42 326 6.20 240 HEC-1 INPUT PAGE 5 LINE 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 KK KM RS PC RX RY KK PB Eft LS UD KK KM RS RC RX RY KK PB BA LS UD KK KM HC KK KM RS RC RX RY KK PB BA LS UD KK HC KK KM RS SV SQ AH6-7 ROUTE 1 .08 0 220 AH8 5.0 .31 0 .1 AH8-7 ROUTE 1 .08 0 220 AH7 5.2 1.12 0 .420 COMBINE CCMBD 4 AH7-AH9 ROUTH 1 .08 0 200 AH9 5.0 1.0 0 .307 COMBINE 2 AH9-10 ROUTE 1 4.5 500 AH6 THROUGH AH7 STOR -1 .08 .08 2800 .02 50 110 230 350 500 600 200 180 160 160 180 200 92 AH8 THROUGH AH7 STOR -1 .08 .08 3260 .02 50 110 230 350 500 600 200 180 160 160 180 200 82 E BASINS AH7 WITH AH6 AND AH8 AH7 THROUGH AH9 STOR -1 .08 .08 5260 .007 80 200 250 650 950 1200 180 140 100 100 140 ' 180 87 AH9 THROUGH AH10 (MODIFIED PULS) STOR -1 7.5 12.8 35 60 88.1 101.9 1000 2000 4000 6000 8000 9000 650 220 650 220 1300 200 p hi P h i £ 1 m HEC-1 INPUT PAGE 6 LINE ID 1 2 3 4 5 6 7 8 9 10 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 KK AH10 PB 4.8 BA .66 LS 0 89 UD .173 KK CO-BINE HC 2 KKAHIO-RCA KM ROUTE AH10 THROUGH RCA RS 1 STOR -1 RC .03 .03 .03 2780 .007 RX 0 10 26 35 52 95 100 120 RY 50 48 46 42 42 44 46 48 KK RCA PB 5.0 BA .11 LS 0 85 UD .071 KK AGUAHEDICNDA TOTAL DISCHARGE KM COMBINE AH10 AND RCA HC 2 KK Cl KM BASN1 FROM COUNTY OF SAN DIEGO CALCS IN 30 PB 5.5 PI 0 .009 .007 .009 .009 .011 .009 .011 PI .014 .016 .017 .02 .023 .03 .045 .067 PI .082 .041 .027 .023 .021 .02 .019 .017 PI .01 .016 .015 .014 .015 .012 .013 .01 PI .01 .011 .01 .009 .009 .009 .009 .01 BA .87 LS 0 90 UD .409 KKCCDETMELRQSE KM CETAIN NEAR N. MEIBDSE RS 1 STCR -1 SV 0 0.32 1.13 3.37 21.53 SQ 0 454.2 688.8 770.4 962.9 SE 326.95 335.0 338.0 340.0 345.0 KK C1-C2 KM ROUTE Cl THROUGH C2 RS 1 STCR -1 RC .06 .08 .06 18380 .014 RX 0 80 300 600 650 1000 1350 1700 RY 300 280 260 240 240 260 280 300 .012 .013 .088 .096 .016 .018 .01 .009 .009 HEC-1 INPUT PAGE 7 LINE ID 1 2 3 4 5 6 7 8 9 10 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 KK PB BA LS UD KK HC KK KM KM KM RS SV SV SE SE SQ SQ SE SE KK KM RS RC RX RY KK KM PB BA LS UD KK HC KK KM KM KM KM KM RS SA SE SQ SQ SE SE C2 5.3 2.72 0 91 .480 COMBINE 2 DETCAIA DETAIN AT CALVERA LAKE SS CARD BASED ON 100% SUBMHTAL PLANS FOR CONCRETE SPILLWAY-PBS&J/GGvL 2004 1 0 335 180 212 0 1323 180 220 C2-C3 ELEV 30.5 455 190 216 33.3 2562 194 222 206.5 63.0 490 195 217 35.5 198 73 526 196 218 37.7 202 93 565 198 219 39.7 206 113 605 200 220 41.6 210 171 647 204 221 43.5 214 186 692 205 222 44.4 216 205 206 45.0 217 ROUTE C2 THROUGH C3 1 .05 0 200 C3 STOR .06 200 160 AREA ADJUSTED 5.1 .88 0 .201 COMBINE 2 DETNBJB 89 -1 .05 250 120 5620 300 100 .021 800 100 TO INCLUDE CALAVERA HILLS 900 120 ii (+0. DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN INTERIM CONDITION WITH APPROVED 2007 SQ & SE CARDS ROBERTSON 10'X7' RANCH BOX & 72" 1100 140 .03 SQ. MI 1400 160 .) BJB ELOW-TRU BASIN RCP. SA & SE CARDS FROM CLOMR BY CHANG CONSULTANTS. CHANGED BASED ON NEW GEOMETRY OF ORIFICE OPENING AT 72" PIPE 1 0 62 0 901 62 75.16 STOR 0.09 64 100 915 64.65 75.31 -1 0.31 66 200 66.21 2.26 68 300 67.52 5.35 70 400 68.68 10.12 72 500 70.02 14.74 74 600 71.58 20.02 76 700 73.27 24.13 78 760 74.32 242 208 404 218 800 74.06 Im HBC-l'INPUT PAGE 8 LINE ID 1 2 3 4 5 6 7 8 9 10 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 KK KM KM KM KM DIVCC PORTION OF BJB ASSUMES THE 364 FLOWS FLOW DIVERTED TO NORTH SIDE OF WALL CFS OF A 100-YR STORM WILL BE DIVERTED LESS THAN 75 WILL REMAIN IN CAIAVERA CREEK THE MECHANISM FOR DIVERTING THIS 364 CFS WILL BE 84" PCP DTDIVNORTH DI DQ KK PB BA LS UD. KK HC KK KM RS RC RX RY KK PB BA LS UD KK KM HC KK KM HC KK DRI KK KM RS RC RX RY 0 0 C4 5.2 1.24 0 .513 COMBINE 2 C3&-RCC ROUTE 1 .03 0 48 RCC1 4.8 .0545 0 .108 CCTOTAL 75 0 88 725 364 C3 AND C4 THROICH RCC STCR .04 190 48.4 87 CAIAVERA CREEK 2 AH4CC -1 .03 3900 .016 280 300 310 325 390 820 48 42 42 46 46 48 TOTAL DISCHARGE AGUA HEDICNDA AND CAIAVERA CREEK (SOUTH OF WALL) TOTAL Q AT ECR BRIDGE 2 RETDIV jrVNCKTH RTNDR ROUTE 1 .03 17 50 DIVERTED STOR .03 20 50 FLOW ALONG THE NORTH SITE OF THE WALL -1 .03 4400 .0125 20.1 61 108 133 139 140 44 40 38 50 50 50 i HEC-1 INPUT PAGE 9, LINE ID 1 2 3... 4 5 6 7 8 .9 10 * 361 KK RCC2 362 PB 4.8 363 BA .208 m 364 LS 0 87 365 UD .185 *** 366 KK BOX |» 367 HC 2 •• 368 KK RFCH 369 PB 4.7 370 . BA .425 <W 371 LS 0 87 372 UD .167 ** 373 KK EX_8x8 _ 374 HC 2 * MM375 KK COMBINE 376 HC 2 P377 KK DSAHDOHNSTKESM OF ECR 378 PB 4.7 (• 379 BA .508 380 LS 0 87 381 UD .280 P 382 KK COMBINE • 383 HC ' 2 ' 384 ZZ _ P UK P •ft INPUT LINE NO. 22 34 SCHEMATIC DIAGRAM OF STREAM NETWORK (V) ROOTING ( » DIVERSION CR PUMP FLOW (.) CONNECTOR (< ) RETURN OF DIVERTED OR PIMPED FLOW BSNBC1 V V RTBC2 40 BSNBC2 51 54 BC1&BC2. V V RTBC3 60 BSNBC3 66 69 BC24BC3. V V RTBC4 75 BSNBC4 81 BC3&BC4. 84 AH1 V V DETSYC 95 98 BCSH1. V V RTAH2 104 109 115 AH3 V V DETSHADO V V RTAH2 121 AH2 m m 126 AH1-3&BC. V V 129 AH2-AH7 135 140 AH4 V V AH4-AH5 146 AH5 151 . OCMBINE V V 153 . EETMEIfD V V 164 . AH5-AH6 169 . . AH6 174 . CCMBINE V V 176 . EETOFARA V V 186 . AH6-7 192 . . AH8 V V 197 . . AH8-7 203 ... AH7 208 OCMBINE V V 211 AH7-AH9 217 . AH9 222 COYBINE vv 224 AH9-10 229 . AH10 234 OOyEINE V V 236 AH10-RCA 242 . RCA 247 AGUA 250 262 Cl V V CCEEIiyEL V V m P *p m I g 268 C1-C2 274 C2 P m m. M 279 . QCMBINE V . . V 281 . DEICAIA V V 294 . C2-C3 300 . . C3 306 . CCMBINE V V 308 . EEINBJB 326 ' . . >DIVNCKrH 321 . DIVCC 329 . . C4 334 . COMBINE V V 336 . C3&-RCC 342 . . BOO. 347 . OCIOIKL 350 AH+CC 354 . .< DIWCKTH 353 . RETDIV V V 355 . RTNOR 361 . . RCC2 366 . BOX 368 . . RPCH 373 . EX_8x8 375 OMBINE 377 DSAH &|i 382 COMBINE (***) RUNDEF ALSO OCMPUTED AT THIS ICCATICN I P m E m Pi in E Ill m * FLOOD HYDROGRAPH PACKAGE (HEC-1) * JUN 1998 * VERSIOSI 4.1 * * RUN DATE 10CBC07 TIME 19:44:10 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 CITY OF CARLSBAD ULTTMKEE CONDITION LESS BJ CHANGED REC ANALYSIS SO 364 CFS DB/EKIED NORTH OF WALL IN 84" RCP AND 75 CFS WILL CONTINUE TO CAIAVERA CREEK SOOTH BEFORE DIVERSICN BEGINS. WITH CAIAVERA DAM MDDS, WITH BJB MDDS & BOB STORAGE VOLUME PER ODAY 5-12-05 TOPO (FROM APPROVED CLCMR), NO BJ ADJUST ELEVATION IN CALAVERA UNTIL Q APPPOX SAME AS ULTIMATE CONDITION WITH BJ (ELEV 206.5). ADJUST DIVNORTH TO MAINTAIN 364 CFS IN 84" FILENAME: ULTNOBJC2.HC1 FINAL 100-YR, 24-HR HYDROLOGIC ANALYSIS FOR RANCHO CARLSBAD MOBILE BM PARK INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CAIAVERA CREEK JN: 13182-D FN: RC100.HC1 DATE: DECEMBER 1, 2004 21 10 IT OUTPUT CONTROL VARIABLES IPRNT 4 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 1 HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTIME ICENT 5 0 0000 300 2 0 0055 19 COMPUTATION INTERVAL TOTAL TIME BASE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUYEER OF HYDSOGRAPH ORDINATES ENDING DATE EUDING TIME CENTURY MARK .08 HOURS 24.92 HOURS m m iI ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLCME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT m. i 22 KK BSNBC1 BASN1 FROM COUNTY OF SAN DIEGO CALCS 24 IN TIME DATA FOR INPUT TIME SERIES JXMIN 30 TIME INTERVAL IN MINUTES JXQATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA 31 BA SUBBASIN CHARACTERISTICS TAREA 4.34 SUBBASIN AREA PRECIPITATION DATA 25 PB STORM 6.00 BASIN TOTAL PRECIPITATION 26 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00.00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 E I 32 LS SCS LOSS RATE STRTL .15 INITIAL ABSTRACTION • CRVNBR 93.00 CURVE NUMBER ™ RTIMP .00 PERCENT IMPERVIOUS AREA •* 33 UD SCS DIMENSICNLESS UNITGRAPH TLAG .74 LAG ™ •* UNIT HYERCGRAPH _ NATES . - Ml93. 2542. 523. 91. 17. 302. 2348. 437. 76. 14. 576. 2124. 366. 65. 11. 950. 1843. 308. 54. 8. 1436. 1502. 260. 45. 5. 1949. 1222. 217. 38. 2. 2344. 1025. 183. 32. 2587. 858. 151. 28. 2678. 725. 129. 24. 2670. 620. 107. 21. 1 m 34 KK RTBC2 ROUTE FROM BASIN BC1 THROUGH BASIN BC2 HYDRCGRAPH BOOTING DATA 36 RS STORMS. POUTING NSTPS RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION . 00 WORKING R AND D COEFFICIENT 37 PC NORMAL DEPTH CHANNEL ANL .014 LEFT OVERBANK N-VALUE ANCH .014 MAIN CHANNEL N-VALUE ANR .014 RIGHT OVERBANK N-VALUE RLNTH 1220. REACH LENGTH SEL .0098 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION 39 RY 38 RX ELEVATION DISTANCE CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL 410.00 410.00 410.00 400.00 400.00 20.00 50.00 70.00 70.00 100.00 410.00 100.00 RIGHT OVERBANK 410.00 410.00 120.00 130.00 COMPUTED STORAGE-OUTFLOW-ELEVATICN DATA STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION .00 .00 400.00 4.42 4118.90 405.26 .44 105.98 400.53 4.86 4746.18 405.79 329.06 401.05 5.31 5396.18 406.32 1.33 633.02 401.58 5.75 6066.83 406.84 1.77 1001.38 402.11 6.19 6756.30 407.37 2.21 1423.45 402.63 6.63 7463.01 407.89 2.65 1891.44 403.16 7.08 8185.56 408.42 3.10 2399.38 403.68 7.52 8922.69 408.95 3.54 2942.45 404.21 7.'96 9673.29 409.47 3.98 3516.72 404.74 • 8.40 10436.36 410.00 *** WARNING *** MODIFIED POLS ROOTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 106. TO 10436. THE ROOTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIMS INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 40 KK BSNBC2 mI NORTH OF SH 78 24 IN TIME DATA FOR INPUT TIME SERIES CKMTN 30 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTME . 0 STARTING TIME SUBBASIN RUNOFF DATA 48 BA SUBBASIN CHARACTERISTICS TAREA .55 SUBBASIN AREA 42 PB 43 PI PRECIPITATION DATA STORM 5.70 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .•01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 49 LS SCS LOSS RATE STRTL .20 INITIAL ABSTRACTION CRVNBR 91.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 50 UD ' SCS DBENSIONLESS UNITGRAPH TLftG .25 LAG UNIT HHSCGRAPH 17 END-OF-PERIOD ORDINATES 167. 573. 897. . 882. 676. 400. 249. 159. 98. 61. 38. 24. 15. 10. 6. 3. 1. E I I 51 KK * BC1&BC2 * COMBINE BASINS BC1 BND BC2 53 HC HYEPCGRAPH COMBINATION ICCMP. 2 NUMBER OF HYEJCGRAPHS TO COMBINE 54 KK * KTBC3 Ml ROUTE FROM BASIN BC2 THROUGH BASIN BC3 HYDRQGRAPH ROOTING DATA 56 .RS STORAGE BOOTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR THE OF INITIAL O3NDITION RSVRIC . -1.00 INITIAL CONDITION X .00 WORKING R MO D COEFFICIENT 57 RC NORMAL EEFTH CHANNEL ANL .060 LEFT OVERBANK N-VALUE ANCH .080 MAIN CHANNEL N-VALUE ANR .060 RIGHT OVERBANK N-VALUE RLNTH 2000. REACH LENGTH SEL .0125 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK 59 RY ELEVATION 390.60 391.00 391.10 378.25 378.00 387.50 388.20 388.00 58 RX DISTANCE 767.50 767.90 789.50 830.30 864.00 889.70 898.60 905.60 COMPUTED STCRAGE-OOTFLCW-ELEVATION DATA STORAGE .00 .92 2.15 3.51 5.00 6.62 8.37 10.25 12.25 14.38 OUTFLOW .00 27.50 105.90 224.67 381.61 576.39 809.49 1081.75 1394.25 1748.19 ELEVATION 378.00 378.69 379.38 380.07 380.76 381.45 382.14 382.83 383.52 384.21 STORAGE 16.65 19.04 21.55 24.20 26.98 30.11 33.54 37.05 40.62 44.31 OOTFLOW 2144.83 2585.51 3071.54 3604.29 4198.11 4894.22 5669.83 6516.29 7429.93 8409.33 ELEVATION 384.89 385.58 386.27 386.96 387.65 388.34 389.03 389.72 390.41 391.10 60 KK * BSNBC3 SOUTH OF SH 78 SUBBASIN RUNOFF DATA 63 BA SUBBASIN CHARACTERISTICS TAREA 1.18 SUBBASIN AFEA • PRECIPITATION DATA 62 EB STORM 5.60 BASIN TOTAL PRECIPITATION 43 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 m m .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 64 LS SCS WSS RATE STRTL .20 INITIAL ABSTRACTION CRVNBR 91.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 65 UD SCS DTMENSIGNLESS UNITGRAPH TIAG .22 LAG UNIT HYDRCGRAPH 15 END-OF-PERIOD ORDINATES 459. 1557. 2166. 1919. 1255. 714. 437. 260. 154. 92. 55. 32. 21. 12. 5. 66 KK * EC2&BC3 COMBINE BASINS BC2 AND BC3 68 HC HYDRCGRAPH COMBINATION ICOMP 2 NUMBER OF HYDRCGRAEHS TO COMBINE 69 KK * RTBC4 ROUTE FROM BASIN BC3 THROUGH BASIN BC4 HYDRCGRAPH ROUTING DATA 71 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X . 00 WDRKING R AND D COEFFICIENT I 72 RC NORMAL EEPTH CHANNEL ANL AMS AMR RIMH SEL EUMAX .060 .060 .060 3580. .0072 .0 LEFT CVERBANK N-VALUE MAIN CHANNEL N-VALUE ' RIGHT CVERBANK N-VALOE REACH LENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTELOH CALCULATION 74 RY 73 RX ELEVATION DISTANCE CROSS-SECTION DATA LEFT OVERBANK + — MAIN CHANNEL 370.79 370.63 372.10 352.86 353.22 473.00 500.10 505.80 546.10 582.30 374.70 654.90 RIGHT CVERBANK 375.75 384.24 664.50 688.10 STORAGE OUTFLOW ELEVATION .00 .00 352.86 4.84 149.62 354.51 COMPUTED STCeAGE<UIFLCW-ELEVATION DATA 11.43 549.30 356.16 19.25 1173.44 357.81 28.29 2029.94 359.47 38.57 3132.84 361.12 50.06 4498.10 362.77 62.79 6142.27 364.42 76.74 91.92 8081.97 10333.71 366.07 367.72 STORAGE 108.33 126,70 149.80 173.94 199.22 225.61 252.62 280.26 OUTFLOW 12913.74 15846.69 19423.39 23742.63 29043.83 35036.98 41571.65 48639.21 ELEVATION 369.38 371.03 372.68 374.33 375.98 377.63 379.29 380.94 .308.53 337.41 56234.87 64355.75 382.59 384.24 75 KK BSNBC4 NEAR CONFLUENCE WITH AGUA HEDICNDA SUBBASIN RUNDFF DATA 78 BA SUBBASIN CHARACTERISTICS TAREA .31 SUBBASIN AREA 77 PB 43 PI PRECIPITATION DATA STORM 5.50 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN p w .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 fi .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 79 LS SCS IOSS RATE STRTL .27 INITIAL ABSTRACTION CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 80 UD SCS DIMENSIONIESS UNITGRAPH TLAG .13 LAG UNIT HYDRCGRAPH 10 END-OF-PERIOD ORDINATES 374. 859. 646. 281. 131. 61. 28. 13. 6. 2. 81 KK * BC3&BC4 COMBINE BASINS BC3 AND BC4 83 HC HYDRCGRAPH CCMBINATiaN ICCMP 2 NUMBER OF HYCRDGRAEHS TO COMBINE fi 84 KK * AH1 SUBBASIN RUNOFF DATA 86 BA SUBBASIN CHARACTERISTICS TAREA 2.83 SUBBASIN AREA PRECIPITATION DATA 85 PB STORM 5.70 BASIN TOTAL PRECIPITATION 43 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 87 LS 88 UD INITIAL ABSTRACTION CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSICNLESS UNITGRAPH TLAG .71 LAG UNIT HYDRCGRAPH 45 END-OF-PERIOD CRDINATES 68. 1666. 309. 51. 8. 216. 1521. 255. 43. 6. 414. 1347. 215. 35. 4. 685. 1129. 179. 29. 2. 1034. 909. 149. 25. 0. 1381. 746. 125. 21. 1635. 621. 103. 18. 1779. 517. 87. 16. 1813. 441. 72. 13. . 1789. 369. 61. 11. 89 KK EETSYC DETAIN AT SYCAMORE AVE HYDRCGRAPH ROUTING DATA 91 RS 92 SV 93 SQ 94 SE STORAGE ROUTING NSTES I NUMBER OF SUBREACHES ITYP STCR TYPE OF TNTTIAL CCMDmCN RSVRIC -1.00 INITIAL CCNDrTICN X STORAGE DISCHARGE ELEVATION .00 .0 0. 360.00 WORKING R AND D COEFFICIENT .3 1.6 7.1 26.4 622. 1521. 2091. 2578. 365.00 370.00 375.00 380.00 m 1 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FCR OUTFLOWS BETWEEN 0. TO 1521. THE ROOTED HYDRCGRAPH SHOULD BE EXAMINED FCR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 95 KK BC&H1 COMBINE BUENA CREEK BASINS AND AH1 . 97 HC HYDROGRAPH CdyBINATION ICCMP 2 NUMBER OF HYDRCGRAPHS ID COMBINE 98 KK RTAH2 * ************** ROUTE BASIN AH1 AND BUENA CREEK BASINS THROUGH BASIN AH2 HYDRCGRAPH ROUTING DATA 100 RS 101 RC STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT NORMAL DEPTH CHANNEL Pi. ANL ANCH ANR RLNTH SEL EIMAX .060 .080 .060 8180. .0070 .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH IEN3TH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA 103 RY 102 RX LEFT OVERBANK + ELEVATION 400.00 380.00 360.00 DISTANCE .00 100.00 200.00 - MAIN CHANNEL 340.00 340.00 300.00 600.00 — + RIGHT OVERBANK 360.00 380.00 400.00 800.00 900.00 1100.00 COMPUTED STCKAGE-OUTFLOW-ELEVATION DATA STORAGE .00 191.95 411.99 660.12 936.34 1240.64 OUTFLOW .00 3267.83 10709.81 21775.29 36418.75 54716.53 ELEVATION 340.00 343.16 346.32 349.47 352.63 355.79 1573.04 1931.45 2309.11 2705.49 76794.38 105870.10 140890.40 180561.80 358.95 362.11 365.26 368.42 STORAGE 3120.60 3554.43 4006.99 4478.80 4976.62 5502.53 6056.53 6638.62 7248.80 7887.06 OUTFLOW 225026.40 274416.10 328859.30 388188.40 452578.60 522961.80 599560.30 682612.40 772357.90 869034.40 ELEVATION 371.58 374.74 377.89 381.05 384.21 387.37 390.53 393.68 396.84 400.00 104 KK AH3 106 BA 105 PB 43 PI SUBBASIN RUNOET DATA SUBBASIN CHARACTERISTICS TAREA .83 SUBBASIN AREA ERECIPITATICN DATA STORM 5.40 BASIN TOTAL PRECIPITATICN 107 LS 108 UD INCREMENTAL PRECIPITATICN PATTERN .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR KTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 ' .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .17 92.00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00. .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DTMENSICNLESS UNITGRAPH TLAG .23 LAG 302. 43. 1035. 26. 1483. 16. 1347. 10. UNIT ffiXROGRAPH 16 END-OF-PERIOD ORDINATES 925. 528. 325. 5. 1. 195.117.71. P M 109 KK CETSHADO DETAIN AT SHADOHRIDGE HYDROGPAPH ROOTING DATA 111 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ST3R TYPE OF INITIAL OONDITION -1.00 INITIAL CCNDITICN .00 WORKING R AND D COEFFICIENT 112 SV 113 SQ 114 SE STORAGE DISCHARGE ELEVATION .0 0. 339.50 1.1 191. 345.00 6.3 405. 350.00 15.2 547. 355.00 115 KK RTAH2 ROUTE FROM BASIN AH3 THROUGH BASIN AH2 HYCFCGRAPH ROUTING DATA 117 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NIMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT 118 PC NORMAL DEPTH CHANNEL ANL ANCH ANR RLNTH SEL ELMAX .060 .080 .060 3000. .0130 .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH LENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION 120 RY 119 RX ELEVATION DISTANCE CROSS-SECnCN DATA LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK 400.00 380.00 340.00 320.00 320.00 340.00 380.00 400.00 .00 80.00 250.00 450.00 500.00 600.00 700.00 750.00 COMPUTED STORAGE-OUTFLCW-ELEVATION DATA STORAGE .00 23.66 65.63 125.91 204.51 301.11 408.79 524.71 648.86 781.26 OUTFLOW .00 1523.60 6202.65 14974.85 28744.31 49640.93 81062.81 119570.60 165425.70 218887.60 ELEVATION 320.00 324.21 328.42 332.63 336.84 341.05 345.26 349.47 353.68 357.89 STORAGE 921.91 1070.79 1227.91 1393.28 1566.89 1748.65 1938.36 2136.01 2341.59 2555.11 OUTFLOW 280221.90 349698.40 427589.70 514169.00 609709.30 714670.80 829136.30 953284.401087363.001231619.00 ELEVATION 362.11 366.32 370.53 374.74 378.95 383.16. 387.37 391.58 395.79 400.00 WARNING *** MODIFIED PULS POUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 49641. TO 1231619. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL CR INCREASING STORAGE (USE A LON3R REACH.) m m 121 KK AH2 SUBBASIN RUNDFF DATA 123 BA SUBBASIN CHARACTERISTICS TAREA 1.41 SUBBASIN AREA 122 PB 43 PI PRECIPITATICN DATA STCFM 5.40 BASIN TOTAL PRECIPITATICN 124 LS 125 UD INCREMENTAL PRECIPITATICN PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STKTL CRVNBR KTTMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 . .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .30 87.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 \00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUffiER PERCENT IMPERVIOUS AREA SCS DIMENSICNLESS UNITGRAPH TLAG .36 LAG 186. 301. 11. 584. 213. 7. 1210. 151. 3. 1634. 107. UNIT HYERCGRAPH 23 END-OF-PERIQD CRDTNATES 1706. 1525. 1222. 76. 54. 39. 829. 27. 580. 19. 420. 15. 126 KK * AH1-3SBC * . CCMBINE BUENA CF1EEK BASINS AND AH1 AND AH3 WITH AH2 128 HC HYDPOGRAPH OCMBINATICN ICCMP 3 NUMBER OF HYDROGRAPHS ID CCMBINE 129 KK AH2-AH7 * ROUTE AH2 THROUGH AH7 HYDRCGRAPH FOOTING DATA 131 RS STORAGE FOOTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL QCNDITICN -1.00 INITIAL CONDITION .00 WCWONG R AND D COEFFICIENT 132 RC NOPMAL DEPTH CHANNEL ANL ANCH ANR RLNTH SEL ELMAX .080 .080 .080 7660. .0230 .0 LEFT OVEFBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH LENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION P m CROSS-SECnCN DATA 134 RY 133 FX LEFT OVERBANK + ELEVATION 400.00 340.00 300.00 DISTANCE .00 150.00 300.00 — MAIN CHANNEL 280.00 280.00 350.00 400.00 — + RIGHT OVERBANK 300.00 340.00 400.00 470.00 520.00 680.00 STORAGE OUTFLOW ELEVATION .00 76.57 .00 3518.76 280.00 286.32 COMPUTED STOPAGE-COIFLOW-ELEVATION DATA 195.24 355.99 556.39 791.96 1062.60 1368.32 1709.10 2084.96 13103.46 29819.70 59316.38 99749.75 151134.30 214231.70 289782.20 378511.20 292.63 298.95 305.26 311.58 317.89 324.21 330.53 336.84 STORAGE 2496.04 2943.22 3426.63 3946.29 4502.19 5094.33 5722.72 6387.34 7088.21 7825.31 OUTFLOW 481468.90 599723.30 733622.30 883788.401050880.001235563.001438505.001660364.001901792.002163432.00 ELEVATION 343.16 349.47 355.79 362.11 368.42 374.74 381.05 387.37 393.68 400.00 E E I *** WARNING *** MODIFIED PULS ROOTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 883788. TO 2163432. THE ROOTED HYDRCGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OF INCREASING STORAGE (USE A LONGER REACH.) 1 m 135 KK AH4 Pm SUBBASIN RUNOFF DATA III m m m m m m In 137 BA 136 PB 43 PI SUBBASIN CHARACTERISTICS TAREA .70 SUBBASIN AREA PRECIPITATION DATA STORM 5.40 BASIN TOTAL PRECIPITATION 138 IS 139 UD INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STKTL CRVNBR RTMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .22 90.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 ' .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSICNLESS UNITGRAPH TLAG .17 LAG £j|i 473. 12. 1442. 5. 1505.965. UNIT HYOCGRAPH 12 END-OF-PERIOD ORDINATES 484. 262. 139J 73.39.21. 140 KK * AH4-AH5 * * * ROUTE AH4 THROUGH AH5 ffiJROGRAPH ROUTING DATA 142 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES TTYP STCR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 143 RC NORMAL CEPTH CHANNEL ANL ANCH AMR RINTH SEL ELMAX .060 .080 .060 4900. .0160. .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH IENGTH ENERGY SLOPE MAX. KIEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA 145 RY 144 RX ELEVATION DISTANCE LEFT OVERBANK 440.00 420.00 .00 50.00 — + MAIN CHANNEL + RIGHT OVERBANK 380.00 360.00 360.00 380.00 400.00 440.00 100.00 220.00 300.00 450.00 600.00 700.00 STORAGE OUTFLOW ELEVATION .00 51.35 .00 2393.89 360.00 364.21 COMPUTED STORAGE-OUTFLOW-ELEVATICN DATA 129.63 234.82 8875.69 20113.04 368.42 372.63 366.95 525.69 704.55 900.86 1114.62 1345.83 36913.16 61519.04 97873.45 142439.50 195760.30 258332.00 376.84 381.05 385.26 389.47 393.68 397.89 STORAGE 1593.25 1849.39 2113.00 2384.10 2662.67 2949.43 3246.07 3552.69 3869.28 4195.84 OUTFLOW 331558.70 415288.70 508306.80 610502.00 721823.40 841699.90 970995.001110061.001259029.001418048.00 ELEVATION 402.11 406.32 410.53 414.74 418.95 423.16 427.37 431.58 435.79 440.00 WARMING *** MODIFIED PULS POUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 258332. TO 1418048. THE ROUTED HYDRCGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LCfCER REACH.) P ftt 146 KK AH5 P m SUBBASIN RUNOFF DATA 148 BA SUBBASIN CHARACTERISTICS TAREA . 74 SUBBASIN AREA PRECIPITATION DATA 147 PB 43 PI STORM 5.30 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Ml .00 .00 .00 .00 .00 .00 .00 .00 iOO .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 In .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .•00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 ^ .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 pi .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Hi .00 .00 .00 .00 149 LS SCS LOSS RATE PI STRTL .17 INITIAL ABSTRACTION . CRVNER 92.00 CURVE NUMBER •* KTIMP .00 PERCENT IMPERVIOUS AREA 150 UD SCS DIMENSICNLESS UNITGRAPH TLAG .21 LAG UNIT HYDRCGRAPH 15 END-OF-PERIOD ORDINATES 317. 1062. 1411. 1200. 731. 416. 250. 145. 84. 50. 29. 17. 11. 6. 1. 151 KK * CCMBINE 152 HC HYDROGRAPH COMBINATION ICCMP . 2 NUMBER OF HYEROGRAPHS TO COyBINE 153 KK * DETMELRO * SE DETAIN AT MELPDSE WITH RECTANGULAR 5.6'WIEE BY 4'TALL ORIFICE AT EXISTING CULVERT SEE ENVELOPE DATED 1-14-04 IN JOB FILE 13182-D FOR BACKUP HYDRCGRAPH ROUTING DATA 157 RS STORAGE ROUTING - NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 158 SV STORAGE .0 .0 .2 .5 1.1 2.3 4.6 8.7 14.8 23.0 33.4 45.8 52.6 160 SQ 162 SE DISCHARGE ELEVATION 0. 458. 308.00 328.00 55. 482. 153. 494. 216.264.305.341.374. 310.00 312.00 330.00 . 331.00 314.00 316.00 318.00 320.00 322.00 404. 324.00 431. 326. C WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY ttETABLE. Fm OUTFLOWS BETWEEN 0. TO 153. THE ROOTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE THE INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 164 KK AH5-AH6 HYDROGRAPH ROUTING DATA 165 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT 166 PC NORMAL DEPTH CHANNEL ANL ANCH ANR RLNTH SEL ELHAX .080 .080 .080 5000. .0020 .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH LENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLCW CALCULATION 168 RY 167 RX ELEVATION DISTANCE CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL 320.00 300.00 280.00 260.00 260.00 .00 120.00 150.00 300.00 420.00 — + RIGHT OVERBANK 280.00 300.00 320.00 550.00 650.00 750.00 P Mi COMPUTED STORAGE-OUTFlO/MIjEVATION DATA STORAGE .00 51.51 119.05 202.61 302.19 417.80 549.44 695.19 OUTFLOW .00 729.28 2510.62 5354.12 9357.78 14631.98 21288.31 30619.31 ELEVATION 260.00 263.16 266.32 269.47 272.63 275.79 278.95 282.11 848.86 1009.98 42136.63 55269.51 285.26 288.42 STORAGE 1178.53 1354.52 1537.95 1729.11 1931.72 2146.91 .2374.70 2615.08 2868.05 3133.61 OUTFLOW 70027.03 86421.19 104467.00 124111.10 145445.90 168696.50 193914.10 221163.70 250513.00 282029.60 ELEVATION 291.58 294.74 297.89 301.05 304.21 307.37 310.53 313.68 316.84 320.00 P P m E 169 KK AH6 * 171 BA SUBBASIN RUNDFF DATA SUBBASIN CHARACTERISTICS TAREA . 91 SUBBASIN AREA 170 FB 43 PI PRECIPITATION DATA STORM 5.20 BASIN TOTAL PRECIPITATION 172 LS 173 UD INCBmENTAL PRECIPITATION PATIERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS IOSS RATE STRTL CRVNBR KTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .15 93.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00:oo .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 . .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00. .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA. SCS DIMENSICNLESS UNITGRAPH TLAG .26 LAG 248. 75. 838. 48. 1387. 31. 1439. 20. UNIT HOTiCGRAPH 18 END-OF-PEKECD CRDINATES 1156. 726. 453. 13. - . 8. 4. 295. 0. 187.119. • m 174 KK * COMBINE * 175 HC HYERDGRAPH CCMBINATICN ICCMP 2 NUMBER OF HYEPDGRAPHS TO CCMBINE Pm 176 KK DETNFARA DAY DETAIN AT PROPOSED FARADAY CROSSING 5x5 RGB SEE ENVELOPE DATED 1-13-04 IN JCB FILE 13182-D FOR BACKUP HYDRCGRAPH ROOTING DATA 179 RS 180 SA 182 SE 184 SQ 185 SE STORAGE ROUTING NSTPS ITYP RSVRIC X AREA ELEVATION DISCHARGE ELEVATICN 1 STOR -1.00 .00 .0 7.1 221.84 242.00 0. 221 .84 NUMBER OF SUBREACHES TYPE OF INITIAL INITIAL CONDITION CONDITION WORKING R AND D OCEFFICIENT .2 .224.00 100. 225.91 .4 .9 226.00 228.00 200. 300. 228.46 231.55 1.3 1.8 3.1 4.3 5.4 230.00 232.00 234.00 236.00 238.00 400. 500. 600. 683. 700. 231.90 234.72 238.56 244.16 245.43 6.2 240.00 CCMFOTED STORAGE-ELEVATION DATA STORAGE ELEVATION STORAGE ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION .00 221.84 54.02 242.00 .00 .00 221.84 12.19 474.47 234.00 .14 224.00 .14 53.07 224.00 14.56 500.00 234.72 .75 226.00 COMPUTED .72 100.00 225.91 19.55 533.33 236.00 2.08 228.00 4.31 230.00 7.39 232.00 12.19 234.00 19.55 236.00 29.19 238.00 40.74 240.00 STORAGE-OOTFLCW-ELEVATION DATA .75 103.53 226.00 29.19 585.42 238.00 2.08 181.96 228.00 32.25 600.00 238.56 2.52 200.00 228.46 40.74 621.21 240.00 4.31 249.84 230.00 54.02 650.68 242.00 6.62 300.00 231.55 70.43 682.50 244.16 7.21 400.00 231.90 81.14 700.00 245.43 7.39 403.55 232.00 ** WARNING *** MODIFIED PULS ROOTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 53. THE ROUTED HYDRCGRAPH SHOULD BE EXAMINED FCR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) E I m m 186 KK 188 RS AH6-7 ROUTE AH6 THROUGH AH7 HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC 1 NUMBER OF SUBREflCHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION I X .00 ICRKTNG R AND D COEFFICIENT 189 RC NORMAL CEPTH CHANNEL ANL .080 ANCH .080 ANR .080 R1NIH 2800. SEL .0200 ELMAX .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH LENGTH ENERGY SLDEE MAX. EUEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA 191 RY 190 RX ELEVATION DISTANCE LEFT OVERBANK 220.00 200.00 .00 50.00 180.00 110.00 — MAIN CHANNEL 160.00 160.00 230.00 350.00 — + RIGHT CVERBANK 180.00 200.00 220.00 500.00 600.00 650.00 COMPUTED STCRAGEKXmDW-ELEVATTCN DATA STORAGE OUTFLOW ELEVATION .00 .00 160.00 28.69 2299.42 163.16 66.02 7891.03 166.32 112.02 166.66 16780.67 29257.12 169.47 172.63 229.96 301.92 381.74 466.89 557.16 45651.14 66299.02 95186.98 130903.20 171783.80 175.79 178.95 182.11 185.26 188.42 STORAGE 652.57 753.10 858.76 969.44 1083.76 1201.27 1322.00 1445.93 1573.06 1703.40 OUTFLOW 217929.20 269439.80 326419.40 389202.90 457972.20 532197.10 611867.00 696986.30 787569.60 883639.80 ELEVATION 191.58 194.74 197.89 201.05 204.21 207.37 210.53 213.68 216.84 220.00 WARNING *** MODIFIED PULS ROOTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 66299. TO 883640. THE ROUTED HYDROGRAEH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIMS INTERVAL OR INCREASING STORAGE (USE A LON3ER REACH.) 192 KK AH8 SUBBASIN RUNOFF DATA 194 BA SUBBASIN CHARACTERISTICS TAREA .31 SUBBASIN AREA PRECIPITATION DATA 193 PB 43 PI STORM 5.00 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN m fa .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 p 195 LS 196 UD .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS IOSS RATE SIKH. CKVNBR KTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .17 92.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL ABSTRACTION CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DMNSIOOESS UNITGRAPH TLfiG .10 LAG 679.1005.441.171. UNIT HYDROGRAPH 8 END-OF-EERIOD CREMATES 65. 25. 10. 197 KK AH8-7 ROUTE AH8 THROUGH AH7 HYDROGRAPH ROOTING DATA 199 RS 200 RC STORAGE ROOTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT NORMAL EEPTH CHANNEL ANL ANCH ANR RLNTH SEL ELMAX .080 .080 .080 3260. .0200 .0 LEFT CVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT CVERBANK N-VALUE REACH LENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA E iit I B 202 RY 201 RX LEFT CVERBANK + MAIN CHANNEL + RIGHT CVERBANK ELEVATION 220.00 200.00 180.00 160.00 160.00 180.00 200.00 220.00 DISTANCE .00 50.00 110.00 230.00 350.00 500.00 600.00 650.00 COMPUTED STORAGE-OUTFLCW-ELEVATION DATA STORAGE .00 33.40 76.87 130.42 194.04 267.74 351.52 OUTFLOW .00 2299.42 7891.03 16780.67 29257.12 45651.14 66299.02 ELEVATION 160.00 163.16 166.32 169.47 172.63 175.79 178.95 444.45 543.59 648.70 95186.98 130903.20 171783.80 182.11 185.26 188.42 ftm STORAGE 759.78 876.82 999.84 1128.71 1261.80 1398.63 1539.18 1683.47 1831.49 1983.24 OUTFLOW 217929.20 269439.80 326419.40 389202.90 457972.20 532197.10 611867.00 696986.30 787569.60 883639.80 ELEVATION 191.58 194.74 197.89 201.05 204.21 207.37 210.53 213.68 216.84 220.00 m m m WARNIM3 *** MDIFTED PULS ROUTING MAY BE NUMERICALLY UNSTABLE PGR OUTFLOWS BETWEEN 66299. ID 883640. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTEIOWS GREATER THAN PEAK INFLOWS. THIS Cm BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 203 KK AH7 205 BA 204 PB 43 PI SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 1.12 SUBBASIN AREA PRECIPITATION DATA STORM 5.20 BASIN TOTAL PRECIPITATION 206 LS 207 UD INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR RTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00.01 • .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .44 82.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUffiER PERCENT IMPERVIOUS AREA SCS DIMENSICNLESS UNITGRAPH TLAG .42 LAG IP ta 101.308.643.989. UNIT HYDROGRAPH 27 END-OF-PERIOD ORDINATES 1160. 1161. 1037.862.627.453. 336. 18. 257. 14. 191. 11. 142.106. 6. 79. 4. 58. 1. 44.33.24. 208 KK * OCMBINE * COMBINE BASINS AH7 WITH AH6 AND AH8 210 HC HYDPCGRAPH COMBINATION IOMP 4 NUMBER OF HYDROGRAPHS TO OCMBINE 211 KK AH7-AH9 RQUTH AH7 THROUGH AH9 HYDRCGRAPH ROOTING DATA 213 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STCR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT I 214 RC NORMAL DEPTH CHANNEL ANL .080 ANCH .080 ANR .080 RLNTH 5260. SEL .0070 ELMAX LEFT OVERBANK N-VRLDE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH IENGTH ENERGY SLDEE .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION 216 RY 215 RX ELEVATION DISTANCE CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL 200.00 180.00 140.00 100.00 100.00 .00 80.00 200.00 250.00 650.00 — + RIGHT OVERBANK 140.00 180.00 200.00 950.00 1200.00 1300.00 m m COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 268.85 566.97 894.36 1251.02 1636.94 2052.13 2496.59 2970.46 3474.96 OUTFLOW .00 10100.04 32719.43 65746.57 108697.60 161506.20 224288.20 297253.90 386553.00 496341.00 ELEVATION 100.00 '105.26 110.53 115.79 121.05 126.32 131.58 136.84 142.11 147.37 STORAGE 4010.40 4576.79 5174.11 5802.38 6461.59 7151.73 7872.56 8623.50 9404.54 10215.70 OUTFLOW 618736.80 754203.80 903144.601065937.001242949.001434537.001641278.001863359.002101031.002354605.00 ELEVATION 152.63 157.89 163.16 168.42 173.68 178.95 184.21 189.47 194.74 200.00 fl^j WARNING *** MODIFIED PULS ROOTIN3 MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 1641278. TO 2354605. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) m at 217 KK AH9 SUBBASIN RUNOFF DATA 219 BA SUBBASIN CHARACIERISTICS TAREA 1.00 StBBASIN AREA 218 PB 43 PI PRECIPITATION DATA STORM 5.00 BASIN TOTAL PRECIPITATION 220 LS 221 UD INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR RTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .30 87.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00. .00 .00 .00 .00 -.01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSICNLESS UNTHKAPH TLAG • .31 LAG m in 187. 142. 603. 96. 1164. 65. 1382. 44. UNIT HHBCGRAPH 20 END-OF-PERJCO CRDINATES 1295. 1035. 676. 30. 20. 14. 450. 10. 312. 6. 208. 3. 222 KK * COMBINE 223 HC HYDRCGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE 224 KK * AH9-10 * ROUTE AH9 THROU3H AH10 (MDDIFIED PULS) HYDROGRAPH ROUTING DATA 226 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC . -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 227 SV STORAGE 4.5 7.5 12.8 35.0 60.0 88.1 101.9 228 SQ DISCHARGE 500. 1000. 2000. 4000. 6000. 8000. 9000. m m 229 KK * AH10 SUBBASIN RUNOFF DATA 231 BA SUBBASIN CHARACTERISTICS TAREA . 66 SUBBASIN AREA PRECIPITATION DATA 230 PB STORM 4.80 BASIN TOTAL PRECIPITATION 43 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 e § .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .'00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 232 LS SCS IOSS BATE STRTL .25 INITIAL ABSTRACTION CRVNBR 89.00 CURVE NUMBER KEMP .00 PERCENT IMPERVIOUS AREA 233 UD SCS DBENSICNLESS UNITGRAPH TLAG .17 IfC UNIT HYDRCGRAPH 12 END-OF-PERIOD ORDINATES 441. 1346. 1417. 918. 461. 251. 133. 70. 38. 20. 12. 5. 234 KK * COMBINE 235 WC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDBOGRAPHS TO COMBINE 236 KK * AH10-RCA * ROUTE AH10 THROUGH RCA HYDRQGRAPH ROUTING DATA 238 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CCNDITICN X .00 WORKING R AND D COEFFICIENT 239 RC NORMAL DEPTH CHANNEL ANL .030 LEFT CVERBANK N-VALUE ANCH .030 MAIN CHANNEL N-VALUE ANR .030 RIGHT OVERBANK N-VALUE RLNTH 2780. REACH LENGTH SEL .0070 ENERGY SLOPE EIMAX .0 MAX. ELEV. PDR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA ELEVATION DISTANCE 50.00 48.00 46.00 42.00 42.00 44.00 .00 10.00 26.00 35.00 52.00 95.00 RIGHT OVERBANK 241 RY ELEVATION 50.00 48.00 46.00 42.00 42.00 44.00 46.00 48.00 240 RX DISTANCE .00 10.00 26.00 35.00 52.00 95.00 100.00 120.00 COMPUTED S1DBAGE-OUTED3W-ELEVATICN DATA STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION .00 .00 42.00 15.06 2130.48 46.21 .59 18.82 42.42 17.25 2611.57 46.63 1.45 68.05 42.84 19.65 3146.47 47.05 2.58 151.26 43.26 22.25 3738.45 47.47 3.98 273.54 43.68 25.05 4390.81 47.89 5.64 449.02 44.11 28.02 5123.39 48.32 7.41 698.27 44.53 31.04 5923.25 48.74 9.24 991.82 44.95 34.13 6783.23 49.16 11.12 1327.95 45.37 37.27 7702.43 49.58 13.05 1705.44 45.79 40.46 8680.24 50.00 p Ik WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 6783. TO 8680. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 242 KK * RCA P IP SUBBASIN RUNOFF DATA 244 BA SUBBASrN CHARACTERISTICS TAREA .11 SUBBASIN AREA PRECIPITATION DATA 243 PB STOFM 5.00 BASIN TOTAL PRECIPITATION 43 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 -.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 ,.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 § I m M .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 245 LS SCS LOSS RATE STRTL .35 INITIAL ABSTRACTION CRVNBR 85.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 246 UD SCS DIMENSIONLESS UNITGRAPH TLAG .07 LAG UNIT HYDROGRAPH 6 END-OF-EERIOD CRDINATES 398. 323. 93. 27. 8. 3. 247 KK * AGUA * HEDIONDA TOTAL DISCHARGE ************** COMBINE AH10 AND RCA 249 HC HYDROGRAPH OOyBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE 250 KK * Cl BASN1 EKM COUNTY OF SAN DIEGO CALCS i 252 IN TIME DATA FOR INPUT TIME SERIES JXMTN 30 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA 259 BA SUBBASIN CHARACTERISTICS TAREA . 87 SUBBASIN AREA PRECIPITATION DATA 253 PB STORM 5.50 BASIN TOTAL PRECIPITATION 254 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 260 LS 261 UD INITIAL ABSTRACTION CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSICMIESS UNITGRAPH TLflG .41 LAG UNIT IKDROGRAPH 27 END-OF-FERIOD ORDINATES 83. 255. 535. 805. 925. 918. 805. 249. 188. 136. 102. 75. 56. 41. 12. 9. 7. 5. 4. 2. 0. 653. 31. 462. 23. 336. 17. 262 KK CCDETMEL ROSE DETAIN NEAR N. MELROSE HYDROGRAPH ROOTING DATA 264 RS 265 SV 266 SQ 267 SE STORAGE ROOTING NSTFS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X STORAGE DISCHARGE ELEVATION . 00 W3KKING R .0 .3 0. 454. 326.95 335.00 AND D COEFFICIENT 1.1 3.4 689. 770. 338.00 340.00 21.5 963. 345.00 E P* I m m WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETOKEN 0. ID 454. THE ROOTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 268 KK C1-C2 RDOTE Cl THROUGH C2 HYDPCGRAPH ROUTING DATA 270 RS 271 RC STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF rNTTIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT NORMAL DEPTH CHANNEL ANL ANCH ANR R1NTH SEL ELMAX .060 .080 .060 18380. .0140 .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH IEN3TH ENERGY SLOPE MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA 273 RY 272 RX ELEVATION DISTANCE LEFT OVERBANK 300.00 280.00 .00 80.00 — + MAIN CHANNEL 260.00 240.00 240.00 300.00 600.00 650.00 + RIGHT OVERBANK 260.00 280.00 300.00 1000.00 1350.00 1700.00 COMPUTED STCtWE-OUTFLCW-ELEVATION DATA STORAGE .00 135.00 406.75 815.26 1360.52 2042.53 2861.30 3813.07 4885.71 6078.27 OUTFLOW .00 1153.86 5146.52 13089.18 25976.30 44711.89 70134.98 108385.70 158375.70 218660.80 ELEVATION 240.00 243.16 246.32 249.47 252.63 255.79 258.95 262.11 265.26 268.42 STORAGE 7390.74 8823.15 10375.47 12046.08 13813.70 15671.79 17620.34 19659.36 21788.86 24008.81 OUTFLOW 290153.10 373681.00 470025.30 580577.20 706398.30 846456.201001097.001170690.001355616.001556263.00 ELEVATION 271.58 274.74 277.89 281.05 284.21 287.37 290.53 293.68 296.84 300.00 274 KK C2 276 BA SUBBASrN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 2.72 SUBBASIN AREA 275 PB 254 PI PRECIPITATION DATA STORM 5.30 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 277 LS SCS WSS RATE STKTL .20 INITIAL ABSTRACTION CFVNBR 91.00 CURVE NUMBER RUMP .00 PERCENT IMPERVIOUS AREA 278 UD SCS DIMENSICNLESS UNITQRAPH P TLAG .48 LAG P UNIT HYEBCGRAPH H| 31 END-OF-PERIOD CRDINATES 181. 538. 1100. 1820. 2339. 2509. 2466. 2205. 1870. 1418. 1058. 810. 635. 494. 373. 292. 226. 173. 132. 102. 79. 62. 47. 36. 28. 23. 18. 13. 9. 5. 1.i 279 KK * COMBINE I II 280 HC HYEBCGRAPH COMBINATION ICCMP 2 NUMBER OF HYERCGRAPHS TO COMBINE 1*1 m m m 281 KK EBTCAIA DETAIN AT CALVERA 1AKE SS CARD BASED CN 100% SUBTOTAL PIANS FDR CONCRETE SPILLWAY-PBS&J/CGvL 2004 HYDRCGRAPH ROUTING DATA 285 RS 286 SV 288 SE 290 SQ 292 SE STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE ELEVATION DISCHARGE ELEVATION 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 206.50 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT .0 335.0 180.00 212.00 0. 1323. 180.00 220.00 30.5 455.0 190.00 216.00 33. 2562. 194.00 222.00 63.0 490.0 195.00 217.00 36. 73.0 526.0 196.00 218.00 38. 93.0 565.0 198.00 219.00 40. 113.0 605.0 200.00 220.00 42. 171.0 647.0 204.00 221.00 44. 186.0 692.0 205.00 222.00 44. 205.0 242.0 206.00 208.00 45.404. 198.00 202.00 206.00 210.00 214.00 216.00 217.00 218.00 COMPUTED STORAGE-OUTFLOrt-ELEVATION DATA m STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATICN .00 .00 180.00 205.00 39.70 206.00 30.50 23.79 190.00 242.00 40.65 208.00 647.00 692.00 1942.50 2562.00 221.00 222.00 56.50 33.30 194.00 288.50 41.60 210.00 63.00 33.85 195.00 335.00 42.55 212.00 73.00 34.40 196.00 395.00 43.50 214.00 93.00 35.50 198.00 455.00 44.40 216.00 113.00 36.60 200.00 490.00 45.00 217.00 142.00 37.70 202.00 526.00 404.00 218.00 171.00 38.70 204.00 186.00 39.20 205.00 565.00 605.00 863.50 1323.00 219.00 220.00 294 KK C2-C3 ^•a 1 ROUTE C2 THROUGH C3 HYDRCGRAPH ROOTING DATA 296 RS 297 RC STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D CCEFFIOESTT NORMAL DEPTH CHANNEL ANL .050 LEFT OVERBANK N-VALUE ANCH .060 MAIN CHANNEL N-VALUE ANR .050 RIGHT OVERBANK N-VALUE RIMH 5620. REACH LENGTH SEL .0210 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTICN DATA IEET OVERBANK + 299 RY ELEVATION 200.00 160.00 120.00 298 RX DISTANCE .00 200.00 250.00 - MAIN CHANNEL + 100.00 100.00 120.00 300.00 800.00 900.00 FIGHT OVERBANK 140.00 160.00 1100.00 1400.00 COMPUTED STORAGEH3UTFI£W-EI£VATION DATA STORAGE .00 352.92 732.65 1139.18 1572.78 2042.30 2552.03 3101.96 3693.53 4339.95 OUTFLOW .00 28999.61 93310.91 186085.70 307588.40 466632.80 656751.60 879534.701135227.001426614.00 ELEVATION 100.00 105.26 110.53 115.79 121.05 126.32 131.58 136.84 142.11 147.37 STORAGE 5044.46 5807.04 6620.45 7454.95 8307.33 9177.57 10065.68 10971.66 11895.51 12837.23 OUTFLOW 1758591.002133645.002568418.003060373.003598547.004181839.004809623.005481520.006197308.006956868.00 ELEVATION 152.63 157.89 163.16 168.42 173.68 178.95 184.21 189.47 194.74 200.00 WARNING *** MODIFIED PULS BOOTING MAY BE NUMERICALLY UNSTABLE FCR OUTFLOWS BETWEEN 307588. TO 6956868. THE ROUTED HYDROGRAEH SHOULD BE EXAMINED BCR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIKE INTERVAL CR INCREASING STORAGE (USE A LONGER REACH.) 300 KK C3 303 BA 302 PB 254 PI AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (+0.03 SQ. MI.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA . 88 SUBBASIN AREA PRECIPITATION DATA STOFM 5.10 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01• .01 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 • .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 '.01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 304 LS 305 OD .00 .00 .00 WSS RATE STKTL CKVNBR RTIMP .00 .00 .00 .25 89.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL ABSTRACTION CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DMNSIONLESS UNTTGBAPH TLAG .20 LAG 425. 27. 1401. 17. 1749. 10. 1405. 3. UNIT HYERCGRAPH 14 END-OF-PERIOD CRDINATES 786. 452. 257.149.85.48. 306 KK COMBINE 307 HC HYEROGBAPH COMBINATION IGOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE 308 UK EETNBJB DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLOW-TRU BASIN INTERIM CONDITION WITH 10'X7' BOX & 72" RCP. SA & SE CARDS FROM APPROVED 2007 ROBERTSON RANCH CLOMR BY CHANG CONSULTANTS. SQ & SE CARDS CHANGED BASED ON NEW GEOMETRY OF ORIFICE OPENDC AT 72" PIPE HYDFCGRAPH ROUTING DATA m a p m 314 RS 315 SA 316 SE 317 SQ 319 SE STORAGE ROUTING NSTPS I ITYP STOR RSVRIC -1.00 X AREA ELEVATION DISCHARGE ELEVATION .00 .0 62.00 0. 901. 62.00 • 75.16 NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION WORKING R .1 64.00 100. 915. 64.65 75.31 AND D COEFFICIENT .3 66.00 200. 66.21 2.3 5.3 10.1 68.00 70.00 72.00 300. 400. 500. 67.52 68.68 70.02 14.7 74.00 600. 71.58 20.0 76.00 700. 73.27 24.1 78.00 760. 74.32 800. 74.06 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION .00 62.00 .00 .00 62.00 21.31 600.00 71.58 .06 64.00 .06 75.47 64.00 25.32 624.85 72.00 .44 66.00 2.71 68.00 10.10 70.00 25.32 72.00 50.04 74.00 COMPUTED STCfSAffi-OUTEDCW-ELEVATICN DATA .14 100.00 64.65 39.93 700.00 73.27 '.44 186.54 66.00 50.04 741.71 74.00 .52 200.00 66.21 54.88 760.00 74,32 1.78 300.00 67.52 68.83 901.00 75.16 2.71 341.38 68.00 71.51 915.00 75.31 84.66 76.00 4.54 400.00 68.68 128.75 78.00 10.10 498.51 70.00 84.66 128.75 979.40 1166.08 76.00 78.00 10.21 500.00 70.02 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 100. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS (SWEATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LON3ER REACH.) 321 KK DIVCC PORTION OF BOB FLOW DIVERTED TO NORTH SIDE OF WALL ASSUMES THE 364 CFS OF A 100-YR STORM WILL BE DIVERTED FLOWS LESS THAN 75 WILL REMAIN IN CAIAVERA CREEK THE MECHANISM FOR DIVERTING THIS 364 CFS WILL BE 84" RCP DT DI CQ DIVERSION ISTAD DMKRTH DIVERSION HYDROGRAPH IDENTIFICATION INFLOW DIVERTED FLOW .00 .00 75.00 725.00 .00 364.00 329 KK C4 331 BA SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 1.24 SUBBASIN AREA 330 PB 254 PI PRECIPITATION DATA STORM 5.20 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 m .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 -.01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 332 IS SCS DOSS RATE STRTL .27 INITIAL, ABSTRACTION -CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 333 UD SCS DIMENSICNIESS UNITGRAPH TLAG .51 LftG UNIT IHEROGRAPH 33 END-OF-PERIOD ORDINATES 70. 206. 422. 714. 946. 1069. 1074. 1002. 883. 731. 548. 419. 328. 262. 206. 158. 125. 99. 77. 59. 47. 37. 29. 22. 18. 14. 11. 9. 7. 5. 4. 2. 0. 334 KK * COMBINE * 335 HC HYIKCGRAPH CCMBINATICN ICCMP 2 NUMBER OF HYEPCGRAPHS TO COMBINE 336 KK * C3&-RCC * ROUTE C3 AND C4 THROUGH ROC HYDROGRAPH ROUTING DATA 338 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 VCRKING R AND D COEFFICIENT 339 RC NORMAL DEPTH CHANNEL ANL .030 LEFT OVERBANK N-VALUE ANCH .040 MAIN CHANNEL N-VALUE ANR .030 RIGHT OVERBANK N-VALUE RLNTH 3900. REACH LENGTH SEL .0160 ENERGY SLOPE EIMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK 341 RY ELEVATION 48.00 48.40 48.00 42.00 42.00 46.00 46.00 48.00 340 RX DISTANCE .00 190.00 280.00 300.00 310.00 325.00 390.00 820.00 COMPUTED STORAGEH3UTFLCW-ELEVATION DATA STORAGE .00 .34 .75 1.23 1.78 2.41 3.10 3.87 4.72 5.63 OUTFLOW .00 8.00 26.64 55.11 93.73 143.10 203.89 276.76 362.44 461.59 ELEVATION 42.00 42.34 42.67 43.01 43.35 43.68 44.02 44.36 44.69 45.03 STORAGE 6.61 7.67 9.06 13.56 20.28 29.22 40.38 53.75 69.43 90.61 OUTFLOW 574.92 703.08 851.16 1132.57 1601.86 2305.50 3288.16 4591.43 6331.69 8901.05 ELEVATION 45.37 45.71 46.04 46.38 46.72 47.05 47.39 47.73 48.06 48.40 342 KK * RCC1 SUBBASIN RUNOFF DATA 344 BA SUBBASIN CHARACTERISTICS TAREA. .05 SUBBASIN AREA PRECIPITATION DATA 343 PB STORM 4.80 BASIN TOTAL PRECIPITATION 254 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .0^ .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 ' .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00.00 .00 :oo .00 •M 345 LS SCS LOSS RATE STRTL .30 INITIAL ABSTRACTION CRVNBR 87.00 CURVE NUMBER PI KTIMP .00 PERCENT IMPERVIOUS AREA •" . 346 UD SCS DIMENSICNLESS OSHTGRAPH TLAG .11 LAG UNIT HYDRCGRAPH 8 END-OF-PERIOD CRDINKTES 103. 174. 87. 35. 14. 6. 2. 1. m M 347 KK * CCTOTAL CAIAVERA CREEK TOTAL DISCHARGE 349 HC HYEROGRAPH COMBINATION ICCMP 2 NIMBER OF HYEROGRAPHS TO COMBINE 350 KK * AH+CC * AGUA HEDICMDA AND CAIAVERA CREEK (SOOTH OF WALL) TOTAL Q AT ECR BRIDGE IN 352 HC HYDRCGRAPH COMBINATION ICCMP 2 NUMBER OF HYDRCGRAPHS TO COMBINE m 353 KK * RETDIV * m 354 ER RETRIEVE DIVERSION HYDROGRAPH ISTAD DIVNCRTH DIVERSION HYDROGRAPH IDENTIFICATION • 355 KK RTNCR ROUTE DIVERTED FICW ALCN3 THE NORTH SIDE OF THE WALL HYDROGRAPH ROUTING DATA 357 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STCR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT 358 RC NORMAL DEPTH CHANNEL ANL ANCH ANR RLNTH SFT. ELMAX .030 .030 .030 4400. .0125 .0 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH IENGTH ENERGY SLOPE MAX. ELEV. FOR STORAGE/COTFLCW CAICULATICN 360 RY 359 RX ELEVATION DISTANCE CROSS-SECTION DATA IEFT OVERBANK 50.00 50.00 17.00 20.00 44.00 20.10 • MAIN CHANNEL 40.00 38.00 61.00 108.00 + RIGHT CVERBANK 50.00 50.00 50.00 133.00 139.00 140.00 COMPUTED STORAGE-CUrFLCW-ELEVATICN DATA STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION .00 .00 38.00 39.00 5182.82 44.32 .52 13.05 38.63 45.49 6635.65 44.95 2.06 82.89 39.26 52.07 8232.74 45.58 4.64 244.39 39.89 58.72 9969.34 46.21 8.06 546.37 40.53 65.47 11841.54 46.84 11.99 971.97 41.16 72.30 13846.07 47.47 16.41 1520.95 41.79 79.21 15980.22 48.11 21.32 2199.80 42.42 86.21 18241.64 48.74 26.74 3015.63 43.05 32.65 3975.79 43.68 Pi 93.29 100.45 20628.37 23138.66 49.37 50.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 11842. TO 23139. THE ROUTED HYORCGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) P I 361 KK RCC2 SUBBASTN RUNOFF DATA 363 BA SUBBASIN CHARACTERISTICS TAREA .21 SUBBASIN AREA P ll nm m PRECIPITATION DATA 362 PB 254 PI STORM 4.80 BASIN TOTAL PRECIPITATION 364 IS 365 UD INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE SIKTL CRVNBR RTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .30 87.00 .00 .00' .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ' .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA DIMENSrCNLESS UNTTGRAPH TLAG .19 LAG 120. 5. 380. 3. 437. 1. 313. UNIT HYCRD3RAPH 13 END-OF-PERIQD ORDINATES 162. 91. 50.27.15. iff 366 KK BOX 367 HC HYEROGRAPH COMBINATION ICOMP 2 NUMBER OF HYEFCGRAPHS TO COMBINE pn t r 368 KK KRCH 370 BA 369 PB 254 PI SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .43 SUBBASIN AREA ERECIPITATICN DATA STORM 4.70 BASIN TOTAL PRECIPITATICN 371 LS 372 UD INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR RTIMP .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .30 87.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INITIAL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ABSTRACTION .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 . .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 CURVE NUMBER PERCENT IMPERVIOUS AREA SCS DIMENSIOMLESS UNITGRAPH TLAG .17 LAG 306.920. 2. 923.558. UNIT HYEPCGRAPH 12 END-OF-PERIOD ORDINATES 279. 147. 77.40.21.11. P m I 373 KK * EX 8x8 * 374 HC HYERCGRAPH COBINATION IOCMP 2 NUVEER OF HYEROGRAPHS TD COMBINE 375 KK * COMBINE _ 376 HC HYEBOGRAPH COMBINATION ^ IOCMP 2 NUMBER OF HYEBCGRAPHS TO COMBINEm 377 KK * DSAH * DOWNSTREAM OF ECR SUBBASIN RUNOFF DATA 379 BA SUBBASIN CHARACTERISTICS TAREA .51 SUBBASIN AREA -PRECIPITATION DATA 378 PB STORM 4.70 BASIN TOTAL PRECIPITATION 254 PI INCREMENTAL PRECIPITATION PATTERN m in .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01' .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .02 . .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 p m .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 380 LS SCS IOSS PATE STRTL .30 INITIAL ABSTRACTION CKVNBR 87.00 CURVE NUMBER RUMP .00 PERCENT IMPERVIOUS AREA 381 UD SCS DMNSICNLESS UNITGRAPH TLftG .28 IfG UNIT HYORCGRAPH 19 END-OF-FERIOD CRDINATES 117. 385. 691. 761. 659. 469. 292. 194. 128. 83. 55. 36. 23. 15. 10. 7. 5. 3. 1. 382 KK * COMBINE 383 HC HYTeCGRAPH CEMBINATICN ICCMP 2 NtMBER OF HYERDGRAPHS TO COMBINE Hi f Ill OPERATION STATION RUNOFF SUMMARY FLOW IN CUBIC FEES' PER SECOND TIME IN HOURS, AREA IN SQUARE MIIES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FIOW PEAK 6-HOUR 24-HOUR 72-HOUR BASIN MAXIMUM TINE OF AREA STAGE MAX STAGE HYDROGRAPH AT ROUTED TO BSNBC1 2744. 10.58 RTBC2 1453. 2743. 10.58 1453. 598. 597. 576. 4.34 575. 4.34 404.02 10.58 m m m my HYDROGRAPH AT 2 COMBINED AT. ROUTED TO HYDROGRAPH AT 2 COMBINED AT ROUTED TO HYDROGRAPH AT 2 COMBINED AT BSNBC2 RTBC3 BSNBC3 RTBC4 BSNBC4 BC3&BC4 350. 10.08 BC1&BC2 3052. 10.58 739. 10.C BC2&BC3 3693. 10.50 182. 10.00 168. 1620. 353. 1970. 69. 666. 145. 809. 66..55 642. 4.89 3046. 10.58 1620. 664. 639. 4.89 139. 1.18 779. 6.07 3677. 10.58 1969. 804. 775. 6.07 85. 35. 33. .31 386.24 10.58 361.78 10.58 3826. 10.58 2053. 839. 808. 6.38 HYDROGRAPH AT AH1 1673. 10.58 877. 359. 346. 2.83 m m ROUTED TO 2 COMBINED AT ROUTED TO HYDROGRAPH AT DETSYC BCSH1 RTAH2 AH3 1663. 10.67 877. 359. 346. 2.83 5481. 10.58 2931. 1198. 1154. 9.21 5172. 10.92 2892. 1180. 1136. 9.21 371.24 10.67 343.97 10.92 507. 10.C 243.100.96. .83 ROUTED TO DETSHADO 457. 10.50 243.100.96. .83 351.83 10.50 U^jj ROUTED TO HYDROGRAPH AT 3 COMBINED AT RTAH2 AH2 454. 10.67 756. 10.17 243. 366. 100. 149. 96. .83 144. 1.41 321.25 10.67 AH1-3&BC 6234. 10.75 3489. 1428. 1376. 11.45 FOOTED TO AH2-AH7 6159. 10.92 3481. 1420. 1368. 11.45 288.06 10.92 HYDROGRAPH AT AH4 416. 10.00 196.77..70 FOOTED TO AH4-AH5 399. 10.17 196.77..70 360.70 10.17 HYDRflGRAPH AT AH5 443. 10.08 212.87.84..74 2 COMBINED AT COMBINE 839. 10.08 407.167.161. 1.44 FOOTED TO DETMEtPD 489. 11.00 406. 167. 161. 1.44 330.53 11.00 FOOTED TO AH5-AH6 465. 11.92 389. 164. 158. 1.44 262.01 11.92 HYDROGRAPH AT AH6 539. 10.08 261.107.103..91 2 COMBINED AT CCMBINE 906. 10.17 638.272.262. 2.35 FOOTED TO 'DETNE7ARA 642. 11.42 607.271. 261. 2.35 241.39 11.42 ROOTED TO AH6-7 641. 11.67 607. 270. 260. 2.35 160.88 ' 11.67 HYDFOGRAPH AT AH8 177. 10.00 83.34.33..31 FOOTED TO AH8-7 173. 10.08 83.34.33. .31 160.24 10.08 HYDFOGRAPH AT 4 COMBINED AT AH7 491. 10.33 COMBINE 7305. 10.83 239.94. 1.12 4392. 1822. 1755. 15.23 FOOTED TO AH7-AH9 7020. 11.17 4376. 1809. 1743. 15.23 103.66 11.17 HYDFCGRAPH AT AH9 491. 10.17 235.96.92. 1.00 2 CCMBINED AT COMBINE 7275. 11. C 4596. 1905. 1835. 16.23 ROOTED TO AH9-10 ' 7207. 11.25 4593. 1990. 1934. 16.23 HYDFOGRAPH AT AH10 332. 10.00 156.64.61. .66 2 COMBINED AT COMBINE 7328. 11.25 4733. 2053. 1995. 16.6 ROOTED ID M p m p n• P AH10-RCA 7321. 11.25 4732. 2052. 1991. 16.8 HYDROGRAPH AT 2 COMBINED AT HYESOGRAPH AT RCA FOOTED TO ROOTED TO HYDROGRAPH AT 2 CCMBINED AT ROOTED TO ROOTED TO HYDROGRAPH AT 2 CCMBINED AT ROUTED TO DETCAIA C2-C3 C3 CCMBINE DETNBJB DIVERSION TO DrVNORTH HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT ROOTED TO HYDROGRAPH AT 2 CCMBINED AT 2 COMBINED AT DTVCC C4 COMBINE RCC1 OCTOTAL 54. 10.00 24.10. AGUA 7338. 11.25 475. 10.C 906. 12.08 725. 13.75 364. 13.75 361. 13.75 629. 10.42 876. 10.42 C3&-RCC 869. 10.58 26. 10.00 891. 10.50 224. 682. 329. 334. 314. 603. 12. 614. 91. '350. 157. 192. 128. 320. 5. 324. 10. 5. .11 4754. 2062. 2000. 17.00 Cl 505. 10.25 249. 102. 98. .87 OCDEINEL 504. 10.25 249. 102. 98. .87 C1-C2 361. 11.00 235. 98. 95. .87 C2 1519. 10.33 760. 311. 299. 2.72 CCMBINE 1831. 10.42 988. 409. 394. 3.59 789. 12.00 581. 260. 252. 3.59 784. 12.17 579. 258. 250. 3.59 339. 4.47 663. 349. 338. 4.47 151. 4.47 187. 4.47 123. 1.24 310. 5.71 603. ' 319. 309. 5.71 .05 314. 5.76 49.40 11.25 335.64 10.25 240.99 11.00 218.84 12.00 100.14 12.17 73.71 13.75 46.06 10.58 AHtCC 8041. 11.17 5368. 2386. 2314. 22.76 HOTCGRAPH AT RETDIV 364. 13.75 329. 157. 151. .00 POUTED TO RTNCR 364. 13.92 329. 156. 150. .00 40.14 13.92 HYDROGRAPH AT RCC2 99. 10.08 46. 19. 18. .21 2 CCMBINED AT BOX 384. 13.67 349. 175. 168. .21 HYDRCGRAPH AT RRCH 198. 10.00 92. 38. 36. .43 2 COyEINED AT EX_8x8 494. 10.08 411. 212. 204. .63 2 OOyBHSED AT CCMBINE 8376. 11.17 5777. 2598. 2518. 23.40 HYDROGRAPH AT DSAH 231. 10.17 110. 45. 43. .51 2 QOBINED AT CCMBINE 8490. 11.17 5879. 2643. 2561. 23.91 *** NORMAL END OF HEC-1 *** c rb c APPENDIX D Rick Engineering Company Reference Documents E p m m m mm I I Use of data contained on this sheet is subject to the limitations specified at the end of this document. P:\Projects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc <D RICKENGINEERINGCOMPANY RANCHO CARLSBAD MOBILE HOME PARK ALTERNATIVE ANALYSIS FOR AGUA HEDIONDA CHANNEL MAINTENANCE Job Number 13182-D December 13,2004 RANCHO CARLSBAD MOBILE HOME PARK ALTERNATIVE ANALYSIS FOR AGUA HEDIONDA CHANNEL MAINTENANCE Job Number 13182-D Dennis C. Bowling, RCE #32838, Exp.O Prepared For: City of Carlsbad David Hauser 1635 Faraday Ave Carlsbad, CA 92008 Prepared by: Water Resources Division Rick Engineering Company 5620 Friars Road, San Diego, California 92110 (619)291-0707 www.rickengineering.com December 13,2004 C C TABLE OF CONTENTS Introduction 1 Exhibit 1. Rancho Carlsbad Mobile Home Park Vicinity Map 4 Exhibit 2. Agua Hedionda Basin Flood Control Projects 5 Exhibit 3. Agua Hedionda Creek and Calavera Creek Watershed Map 6 Exhibit 4. Flood Insurance Rate Map (FIRM) 7 Hydrologic Analysis , 8 Table 1: Description of Detention Basins 10 Table 2:100-year Discharges in Calavera Creek and Agua Hedionda Creek within the Rancho Carlsbad Mobile Home Park 13 Project Constraints 14 Hydraulic Analysis ;. 16 Table 3. Anticipated Detained 100-year WSELs for the Agua Hedionda Creek Grading Alternatives and Number of Inundated Lots 21 Exhibit 5. Alternative A Approximate Limits of Grading 22 Exhibit 6. Alternative B Approximate Limits of Grading 23 Exhibit 7. Alternative C Approximate Limits of Grading 24 Ongoing Maintenance Program 27 Conclusion 28 Table 4. Matrix Summary of Proposed Agua Hedionda Creek Maintenance Alternatives 29 APPENDICES (on CD) Appendix A: Referenced Plans • "Grading Plan Rancho Carlsbad Mobile Home Park," June 27,1969, South Bay Engineering • "Cannon Road Bridge Over Agua Hedionda General Plan," sheet 59 of 131, February 19,1998, McDaniel Engineering (Drawing No. 333-2G) • "El Camino Real Bridge Widen Over Agua Hedionda Channel General Plan," sheet 68 of 131, February 19,1998, McDaniel Engineering (Drawing No. 333-2G) • "Lake Calavera Remedial Improvements General Site Plan," sheet 6 of 35, "Lake Calavera Remedial Improvements Civil Site Plan 1," sheet 7 of 39, "Lake Calavera Remedial Improvements Concrete Spillway Sections," sheet 10 of 39, "Lake Calavera Remedial Improvements New Outlet Pipe Section," sheet 24 of 35, October 2003, CGvL Engineers (Drawing No. 411-6) Prepared by: DCB:KH:jtfReport/13182-D.002 Rick Engineering Company - Water Resources Division 12-13-04 Hf P • Grading Plans for Melrose Detention Basin Outlet: "Palomar Forum Melrose Drive" sheet 11 of 17, June 3,2004, O'Day Consultants (Drawing No. 399-4A) • Grading Plans for Faraday Detention Basin Outlet: "Carlsbad Oaks North Faraday Ave," sheet 20 of 37, February 2003, O'Day Consultants (Drawing No. 415-9C) • Grading Plans for Detention Basin BJB: "Calavera Hills Phase II," sheet 5 of 80, October 22,2002, O'Day Consultants (Drawing No. 390-9A) • Grading Plans for Detention Basin B J: Base Map "City of Carlsbad Orthophoto Mapping," sheet 55 of 225, Copyright 1991 (Drawing No. 296-5) Appendix B: Back-up Hydraulic Calculations • Detention Basin Outlet Structure at Melrose • Detention Basin Outlet Structure at Faraday • Detention Basin Outlet Structure at BJB • Capacity of 8x8 RCB at El Camino Real Appendix C: Hydrologic Analyses • 100-Year Ultimate Detained HEC-1 (FN: RC100.HC1) • 100-Year Ultimate Undetained HEC-1 (FN: RCUNDET.HC1) • 100-Year, 24-Hour Precipitation Map • HEC-1 Workmap with USGS Topographic Map Appendix D: HEC-RAS Analysis of No Action Alternative (Executable Files: Project - RanchoCarlsbadAH.prj; Plan - RanchoCarlsbadAH.pOl; Geometry - RanchoCarlsbadAH.g01; Steady Flow - RanchoCarlsbadAH.f04) Appendix E: HEC-RAS Analysis of Existing Detained Alternative (Executable Files: Project-RanchoCarlsbadAH.prj; Plan- RanchoCarlsbadAH.p07; Geometry - Ranch.oCarlsbadAH.g08; Steady Flow - RanchoCarlsbadAH.fO 1) Appendix F: HEC-RAS Analysis of Alternative A (Executable Files: Project - RanchoCarlsbadAH.prj; Plan - RanchoCarlsbadAH.p02; Geometry - RanchoCarlsbadAH.g21; Steady Flow - RanchoCarlsbadAH.fOl) Appendix G: HEC-RAS Analysis of Alternative B (Executable Files: Project - RanchoCarlsbadAH.prj; Plan - RanchoCarlsbadAH.p24; Geometry - RanchoCarlsbadAH.g23; Steady Flow - RanchoCarlsbadAH.fOl) P Ml Prepared by: Rick Engineering Company - Water Resources Division DCB:KH:jfi'Report/13182-D.002 12-13-04 ta Appendix H: HEC-RAS Analysis of Alternative C (Executable Files: Project - RanchoCarlsbadAH.prj; Plan - «• RanchoCarlsbadAH.p27; Geometry - RanchoCarlsbadAH.g26; Steady Flow m RanchoCarlsbadAH.fOl) p ^ MAP POCKETS p Map Pocket 1: ^ Preliminary Rancho Carlsbad Channel and Basin Project 100-Year Floodplain Alternatives L Map Pocket 2: HEC-RAS Workmap (Available on Request) E C E C Prepared by: DCB:KH:jfiTleport/13182-D.002 Rick Engineering Company - Water Resources Division 12-13-04 INTRODUCTION The purpose of this report is to summarize the design alternatives for Agua Hedionda Creek that have been prepared by Rick Engineering Company for the City of Carlsbad as part of the Rancho Carlsbad Channel and Basin Project. The Rancho Carlsbad Mobile Home Park (RCMHP) is an existing residential area located north-east of El Camino Real, south-east of Cannon Road and south-west of College Boulevard Reach 'A,' within the City of Carlsbad, California (see Exhibit 1 on page 4). RCMHP contains portions of both Agua Hedionda and Calavera Creeks. Agua Hedionda Creek flows westerly through the southern portion of RCMHP. Calavera Creek flows southwesterly along the northern property boundary. The confluence of Calavera Creek with Agua Hedionda Creek within the RCMHP is located approximately 300 feet upstream of El Camino Real. The Agua Hedionda Creek and Calavera Creek watersheds are shown on Exhibit 3 (page 6). Original Channel Design The original constructed Agua Hedionda Creek channel was an earthen trapezoidal channel, as shown on the "Grading Plans for Rancho Carlsbad Mobile Home Park" dated June 27, 1969 prepared by South Bay Engineering (Appendix A). The overall length of the channel was approximately 1.2 miles and included both Agua Hedionda Creek and Calavera Creek. The side slopes were 2:1 (horizontal:vertical) and the approximate average bed slopes were 0.15 and 0.30 percent in Agua Hedionda Creek and Calavera Creek, respectively. The bottom width of Agua Hedionda Creek varied from 58 feet at the El Camino Real Bridge to 44 feet upstream of the confluence. The approximate channel depth was 11.5 feet. The bottom width and channel depth of Calavera Creek were 4 feet and 9 feet, respectively. Sedimentation Pattern within the Channels Historically, Agua Hedionda Creek has been highly subject to sedimentation within the channel along areas of the entire creek. Portions of the channel have experienced up to 6 feet or more of sediment deposition within the Mobile Home Park. This high sediment load may be the result of large agricultural areas upstream of the RCMHP as well as the effects of an increased peak discharge within Agua Hedionda Creek due to development within the upstream watershed. Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company - Water Resources Division 1 12-13-04 Because of the increased peak discharge and the accumulation of sediment in the channel over time, the capacity of Agua Hedionda Creek to convey storm water through the RCMHP has diminished, and currently a large number of properties within the Mobile Home Park are subject to inundation during a 100-year storm event. li Calavera Creek has been subject to erosion within the upstream portion of the channel and sy sedimentation within the downstream portion of the creek near the confluence with Agua Hedionda Creek. As a result of the sedimentation and the encroachment of homeowners into the E channel, Calavera Creek no longer has capacity for the 100-year storm event. t! Proposed Channel Maintenance In an effort to alleviate flooding within the Mobile Home Park, the City of Carlsbad has investigated several alternatives to increase the capacity of the creeks and improve flood protection in the area. Rick Engineering Company prepared a study entitled, "Rancho Carlsbad Channel and Basin Project," dated June 30, 1998 that provided the preliminary design of four detention basins within the watershed tributary to the RCMHP, determined the maintenance and sediment removal required to return Agua Hedionda and Calavera Creeks to their original design configurations per the 1969 Grading Plans, and analyzed the effects of the reduced flow and restored channel capacity on the limits of inundation within the Mobile Home Park. P •c c f^aj Since the 1998 study, further modifications to the proposed maintenance improvements were required. These modifications include updates to the hydrologic model, exclusion of Calavera Creek from maintenance and grading activities, the analysis additional alternatives, as well as final design plans and calculations of three of the four proposed detention basins. The "Project Constraints" section of this report addresses in detail the background of the required modifications. The existing Calavera Creek channel configuration results in split flow, with some flow being conveyed north of the wall along the RCMHP as shown on Exhibit 4, the Flood Insurance Rate Map (FIRM) panel number 06073C0768 F dated June 19, 1997 (page 7). The original Channel and Basin Project design called for maintenance of Calavera Creek (i.e. widening the creek), which would force all of the flow into Calavera Creek thereby eliminating the split flow to the Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company - Water Resources Division 2 12-13-04 ^-'^r:! 2'c',-1"5"' \\ '"" \ \~T~ '/'• !'' PACIFIC OCEAN EXHIilTt ] ROCEtoNEERING GOMmNYMOO Man HA* in m r M c c m m pii E E m m to. I 11 i HYDROLOGIC ANALYSES The U.S. Army Corps of Engineers Hydrologic Engineering Center HEC-1 computer program was used to prepare hydrologic models of the watersheds tributary to Agua Hedionda Creek and Calavera Creek upstream of the Rancho Carlsbad Mobile Home Park. The hydrology was used to determine preliminary detention basin sizes and outlet structures for four proposed detention basins upstream of the Rancho Carlsbad Mobile Home Park; two within Agua Hedionda Creek, one at Melrose Drive and one at Faraday; and two within Calavera Creek, Basins BJ and BJB, near the intersection of the Cannon Road and College Boulevard extensions. The hydrology was also used as a source in the HEC-RAS hydraulic analyses. Since the publication of the 1998 study there have been several modifications to the hydrologic analysis of the watershed related to the hydrologic modeling parameters, Calavera Dam, and final design of three of the proposed detention basins. Hvdrologic Modeling Parameters One aspect of the hydrologic modeling parameters that has been modified since the initial study was the channel Manning's "n" and basin factor values used to calculate the lag time for each watershed. Since the hydrology is based on the ultimate development of the watershed, the Manning's "n" and basin factor values were originally based on a typical developed condition for the land-use type dominant in each watershed. However, based on current California State Water Resources Control Board requirements for new developments, the tendency is less directly connected impervious surfaces, resulting in a higher Manning's "n" and higher basin factors due to more natural channels. Therefore, the hydrologic model was updated to reflect this change. Calavera Dam The City of Carlsbad has recently initiated a project involving the restoration and reconstruction of the outlet structure for Calavera Dam. The modifications include replacing the existing outlet tower, which currently does not function, with a new one. The new outlet tower will allow the lake to be drawn-down in anticipation of large storm events, resulting in a lower peak flow out of Calavera Lake, which has resulted in a change in the hydrology upstream of detention basin BJB. The project is currently scheduled to go to bid in the Spring/Summer 2005. The hydrologic Prepared by: DCB:KH:jffReport/13l82-D.002 Rick Engineering Company - Water Resources Division 8 12-13-04 ta model was updated based on the following assumptions to reflect the impacts of drawdown of Galavera Dam on the peak discharge in Calavera Creek. ^" to • Lake elevation is at 209' (the crest of the outlet tower) when the storm begins _ • The 3 valves are opened once the storm starts »» • Valve geometry can be found on sheet 24 on the improvement plans prepared by CGvL p. Engineers titled "Lake Calavera Remedial Improvements" (Drawing #: 411-6, dated M October 2003, Appendix A) ^ • Spillway elevation is at 214.5' per sheet 6 of the aforementioned plans M ^ These analyses result in a 100-year peak flow into Lake Calavera of 1,831 cubic feet per second M (cfs) and a peak flow out of Calavera Dam of 967 cfs with a maximum ponded water surface ^ elevation (WSEL) of 219.2'. Detention Basin Design ta The goal of the detention basins proposed by the 1998 study is to detain less than 50 acre-feet of volume, to avoid being within the jurisdiction of the California Department of Water Resources ^ Division of Safety of Dams (DSOD). The modifications to the hydrology, as well as the analysis of the final basin grading, has resulted in some changes to the outlet structure geometries. MB Three of the four proposed detention basin outlet structures have been designed. The Melrose detention basin outlet design prepared by O'Day Consultants (Drawing #: 399-4A, dated June 3, 2004) has been signed and approved by the City of Carlsbad. The Faraday detention basin outlet design prepared by O'Day Consultants (Drawing #: 415-9C, dated February 2003) has also been approved. Based on the modifications to the hydrologic modeling parameters and the Calavera<•» Dam outlet, as well as the final design information provided by the City of Carlsbad for the Faraday and Melrose basin grading, the detention basin routing has been updated. Copies of the y plans are included in Appendix A for reference and copies of the hydraulic calculations (prepared by Rick Engineering Company) for the outlet structures are included in Appendix B. <P . H The construction of detention basin BJB was completed with the construction of the College iT Boulevard and Cannon Road extensions per the plans prepared by O'Day Consultants dated October 22,2002 (Drawing #:390-9A sheet 5 of 80, Appendix A). However, the outlet structure fl H Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company-Water Resources Division 9 . 12-13-04 1 for detention basin B JB will ultimately require modifications to further reduce flows once the Calavera Dam improvements are constructed to maximize the flood control benefit of Basin BJB. Copies of the hydraulic calculations (prepared by Rick Engineering Company) for the BJB outlet structure are included in Appendix B. Detention basin BJ is still modeled based on the preliminary design outlined in the 1998 report. The preliminary plans are based on the map titled "City of Carlsbad Orthophoto Mapping" sheet 55 of 225, Copyright 1991 (Appendix A). Table 1 provides a detailed summary of the detention basins. Table 1: Description of Detention Basins Location of Detention Basin Melrose Faraday BJB* BJ++ Q100 (cfs) In 839 906 1094 629 Out 489 642 901 348 Max. ponded WSEL (feet) 330.5 241.4 75.16 75.9 Max. Inundation Area (ac) 6.8 6.& 2.4 8 Max. Storage Volume (ac-ft) 44.2 49.8 49.9 48 Outlet Structure Details Box culvert with a rectangular orifice 5.6' wide x 4' tall (FL@ 308.0') Box culvert 4.3' wide x 5.7' tall (FL @ 221.8') 72" RCP (FL @ 65.0') and a rectangular box culvert 11' wide x 7" tall with a 10' wide x 7' tall square-edged entrance (FL @ 62.0')* Rectangular box culvert 6' wide x 3' tall (FL@62')++ * The ultimate configuration of detention basin BJB will require construction of a 7.5' x 7' rectangular opening over the 10' x 7' box and a V-notched opening with a 0.1' bottom width and a 1.4' top width placed over the 72" RCP to maximize the storage in the basin once the Calavera Lake Dam improvements are constructed. ++ Preliminary design per 1998 Channel and Basin Project report. Subject to revision pending final design FEMA Drainage Patterns The current effective Federal Emergency Management Agency (FEMA) study for Calavera Creek shown on the FIRM Panel number 06073C0768 F, dated June 19,1997 (page 7) shows the flow splitting to the north and south sides of the existing concrete wall that is located along the creek. Per the FEMA Flood Insurance Study (FIS), the total flow in Calavera Creek is 1350 cfs. The FEMA models show approximately 805 cfs conveyed through Calavera Creek on the north Prepared by: Rick Engineering Company - Water Resources Division 10 DCB:KH:jf/Report/l 3182-D.002 12-13-04 p m PI ta side of the existing wall, and 545 cfs conveyed on the south side of the wall within the Calavera Creek Channel in the RCMHP. Modified Drainage Patterns The analysis in the 1998 report assumed the entire flow from Calavera Creek would be conveyed through the RCMHP because the flow would be concentrated from Basin BJB and the channel would be graded to increase capacity (i.e. flow would not split to the north side of the wall). However, the project approach to Calavera Creek was modified since the initial study for several *" reasons. The majority of property owners adjacent to Calavera Creek have encroached into the creek with the construction of decks, patios, retaining walls, and landscaping. Any grading ** activities within the channel would result in the removal of the structures which will not be acceptable to many of the RCMHP residents. Also, preliminary biological investigations of "" Calavera Creek identified mature oaks and willows established within the channel. The removal of these mature trees would require extensive mitigation. If the trees were attempted to be *"" preserved by relocation or structural measures (e.g. retaining walls, etc.), the engineering and *"" construction costs would be extremely high and the .survival rate of the trees is unknown. *" Because the Calavera Creek channel does not have capacity for the entire flow in its current ** condition, a split flow scenario that more closely mimics the current FEMA model was created *"" by the construction of a weir near the outlet of detention basin BJB at the entrance to Calavera •— Creek. The proposed split flow will result in the conveyance of approximately 500 cfs along the *• north side of the wall adjacent to the RCMHP and Calavera Creek. This flow will be conveyed — under Cannon Road through triple 10' wide x 7' tall reinforced concrete boxes (RGB), under El "" Camino Real through an existing 8' x 8' RGB, and combine with Agua Hedionda Creek PI upstream of the Cannon Road Bridge prior to discharging into Agua Hedionda Lagoon. p* The 8' x 8' RGB beneath El Camino Real is a restriction of the amount of flow that can split to *• the north side of the wall at the weir. If too much flow splits to the north, flow will overtop El HH Camino Real at a low point in the road (elevation = 41.3') just upstream of the 8' x 8' RGB. The I* peak discharge to be conveyed north of the wall was determined based on the capacity of the p existing 8' x 8' box assuming 500 cfs is diverted to the north side of the wall. Calculations I* included the preparation of a HEC-2 hydraulic model for the north side of the wall extending f* from the weir to the downstream face of the 8' x 8' box and a WSPGN hydraulic model of the 8' te, Prepared by: ' DCB:KH:jffReport/13182-D.002 Rick Engineering Company-r Water Resources Division 11 12-13-04 x 8' box. The following flow rates from the HEC-1 were input into the HEC-2: 500 cfs at the weir, 522 cfs at the Cannon Road triple RGBs, and 568 cfs at the 8' x 8' RGB. Based on results from the HEC-2 the WSEL at the location of the low point in El Camino Real was 39.6,' which results in 1.7' of freeboard. The HEC-2-calculated WSEL at the upstream face of the 8' x 8' RGB was compared to the WSPGN-calculated WSEL at the same location for verification. Copies of the WSPGN, HEC-2, and HEC-2 workmap are included in Appendix B. It should be noted that due to environmental considerations from the resource agencies, frequent storm flows from detention basin BJB that result in a peak discharge of less than approximately 300 cfs will be conveyed in Calavera Creek without flow splitting to the north side of the wall. Any modifications to the split flow or the drainage patterns on the north side of the wall should be designed to maintain this scenario, and not intercept any portion of flows less than approximately 300 cfs to preserve the downstream habitat. The drainage basin modeling in the HEC-1 has been modified since the preparation of the 1998 study to reflect the split flow scenario. Refer to Appendix C for HEC-1 hydrologic calculations. Table 2 shows a comparison of the 1998 study hydrologic results to those of the current 2004 study. Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company - Water Resources Division 12 • 12-13-04 Table 2:100-year Discharges in Calavera Creek and Agua Hedionda Creek within the Rancho Carlsbad Mobile Home Park Location Calavera Creek upstream of the Mobile Home Park Calavera Creek north of the wall (within Robertson Ranch) Calavera Creek upstream of the confluence with Agua Hedionda Creek Agua Hedionda Creek upstream of the confluence with Calavera Creek Agua Hedionda Creek downstream of the confluence with Calavera Creek Existing Condition (FEMA) 1350 805 545 7810 8080 1998 Hydrology* City of Carlsbad Ultimate Developed Condition (Existing Hydrology) 1910 N/A 8050 9950 Preliminary Ultimate Developed Detained Condition (Proposed Hydrology) 1550 N/A 7600 8970 2004 Updated Hydrology Undetained Hydrology 1419 1410 7795 9195 Detained Hydrology 749 500 756 7338 8092 * Source: "Rancho Carlsbad Channel & Basin Project" dated June 30,1998 (Rick Engineering Company) m m Prepared by: Rick Engineering Company - Water Resources Division 13 DCB:KH:jtfReport/l 3182-D.002 12-13-04 PROJECT CONSTRAINTS Additional factors affecting the limits of grading of this project have impacted the proposed Agua Hedionda channel grading. These factors include, but are not limited to: the proximity of the project to the Coastal Zone, the presence of native and non-native trees along the channel banks, environmental processing requirements, and channel vegetation. Coastal Zone The limits of the Coastal Zone are located along El Camino Real in the vicinity of this project. Any maintenance alternative proposing to grade between El Camino Real and Cannon Road would require additional permits and coordination with the Coastal Commission. This area is within the Local Coastal Zone administered by the City Council. The Coastal Commission could appeal any decision to allow grading or maintenance within the proposed channel downstream of El Camino Real. Native and Non Native Trees within the Channel The RCMHP Homeowners Association and the Environmental Resource Agencies have voiced concerns regarding the removal of mature trees and native trees along the Agua Hedionda Creek bank. In order to preserve as many existing mature trees as possible within Agua Hedionda Creek, a site visit was conducted with representatives from Rick Engineering Company, RECON, RCMHP, and the City of Carlsbad in the spring of 2002 to identify the native and exotic trees along the channel to determine what trees located on the channel banks could be preserved during the proposed maintenance. Survey data was also collected to assist in determining the maximum limits of grading along Agua Hedionda Creek. Due to the location of these trees along the channel side-slopes, the original channel bottom widths as shown on the "Grading Plans for Rancho Carlsbad Mobile Home Park" dated June 27,1969 prepared by South Bay Engineering can not be completely restored. Environmental Processing The Agua Hedionda Creek maintenance project involves activities within a jurisdictional water. Therefore, this project would require processing through the California State Water Resources Control Board, the U.S. Army Corps of Engineers, as well as the California Department of Fish and Game. The detention basins proposed at Melrose, Faraday, BJB, and BJ are subject to Prepared by: DCB:KH:j£'Report/l 3182-D.002 Rick Engineering Company - Water Resources Division 14 12-13-04 ft w i P I. separate processing through the resource agencies as part of their associated development projects since their construction is linked to the construction of adjacent developments, not to the maintenance of Agua Hedionda Creek channel. Channel Vegetation The existing condition hydraulic analyses of Agua Hedionda Creek that are discussed later in this report show high velocities throughout the creek especially at bridge crossings during large storm events. The high velocities as well as ongoing maintenance by the residents of the RCMHP have prevented significant establishment of mature vegetation within the main channel bed of Agua Hedionda Creek upstream of El Camino Real. The side slopes of the channel have become vegetated with mostly ornamental and exotic species presumably planted by the residents of the Mobile Home Park. Therefore, maintenance of the Agua Hedionda Channel within RCMHP is expected to have little impact to environmentally sensitive habitat. The hydraulic analysis of Agua Hedionda Creek assumes that the channel will continue to be maintained regularly and the establishment of mature vegetation within the channel will be prevented. r Due to the above-mentioned factors, the original design configuration of Agua Hedionda Creek cannot be completely restored. Several design alternatives have been proposed for the grading in Agua Hedionda Creek that address the project constraints. The Hydraulic Analysis section of this report includes detailed discussion and hydraulic analyses of three proposed design alternatives for maintenance of Agua Hedionda Creek. Prepared by: DCB:KH:jf Report/13182-D.002 Rick Engineering Company - Water Resources Division IS 12-13-04 HYDRAULIC ANALYSIS The U.S. Army Corps of Engineers Hydrologic Engineering Center HEC-RAS computer program was used to determine the hydraulic effects of the maintenance and sediment removal from Agua Hedionda Creek based on the ultimate detained 100-year storm event. The existing condition cross-sectional geometry is based on field surveys of Calavera Creek in December 2001 and Agua Hedionda Creek in May 2002. Updated cross-sectional geometry downstream of Cannon Road is based on field surveys in June 2004. The following improvement plans were used to model the Cannon Road Bridge crossing and El Camino Real Bridge crossing, respectively: "Cannon Road Bridge Over Agua Hedionda General Plan," sheet 59 of 131, and "El Camino Real Bridge Widen Over Agua Hedionda Channel General Plan," sheet 68 of 139, prepared by McDaniel Engineering (Drawing No 333-2G). Copies of these improvement plans are included in Appendix A. Description of Alternatives Several alternatives for maintenance of the Agua Hedionda Creek channel within the Rancho Carlsbad Mobile Home Park have been investigated since 1998. There are environmental and/or community impacts within Calavera Creek and Agua Hedionda Creek that may render maintenance within portions of the channels undesirable. However, maintenance of the Agua Hedionda Creek channel is imperative to improving conveyance and reducing flooding in the RCMHP. The proposed alternatives for Agua Hedionda channel maintenance are described below. Exhibits 5, 6, and 7 show the approximate limits of grading for Alternatives A, B, and C, respectively. A schematic of the cross-sectional geometry for Alternatives A, B, and C as well as the 100-year floodplain limits are shown on the floodplain alternatives map in Map Pocket 1. The HEC-RAS workmaps are located in Map Pocket 2. No Action Alternative The No Action Alternative models the current channel topography within the RCMHP and models the conveyance of the 100-year undetained ultimate development hydrology. This alternative proposes no changes to the existing drainage patterns and is presented to reflect the current flooding potential within the RCMHP if no channel maintenance Prepared by: DCB:KH:jtfReport/13182-D.002 Rick Engineering Company - Water Resources Division 16 12-13-04 ^ occurs and if none of the 4 proposed detention basins were constructed, and no ta improvements were made to the Lake Calavera outlet structure. See Appendix D for the ^ No Action Alternative HEC-RAS model. k» ^ Existing Condition Detained Alternative ^ The Existing Condition Detained Alternative models the current channel topography within the RCMHP and models the conveyance of the 100-year detained ultimate ^ development hydrology. This alternative is presented to reflect the potential flooding within the RCMHP if no channel maintenance occurs, but assumes the 4 proposed ^ detention basins, Melrose, Faraday, BJB and BJ, are constructed, Calavera Dam improvements are complete, the subsequent modifications to the BJB outlet structures have been constructed, and 500-cfs is conveyed on the north side of the wall. See Appendix E for the Existing Condition Detained Alternative HEC-RAS model. Alternative A fm Alternative A models the current channel topography within Calavera Creek, and models the maintenance of approximately 2,500 feet of Agua Hedionda Creek between El «n Camino Real and just downstream of Rancho Carlsbad Drive. Alternative A models the•*• conveyance of the 100-year detained ultimate development hydrology as discussed in the Existing Condition Detained Alternative. Alternative A proposed maintenance includes grading within Agua Hedionda Creek to remove accumulated sediment in the channel bottom. The Alternative A channel maintenance will require re-grading Agua Hedionda Creek back to the original trapezoidal channel geometry shown on the "Grading Plans for Rancho Carlsbad Mobile J.'.; Home Park" dated June 27, 1969 prepared by South Bay Engineering. The channel consists of 2:1 (horizontal:vertical) side slopes and a 44-foot to 58-foot bottom-width. p • ' M • The channel will be graded down to the original channel elevation between the existing f drop structure and El Camino Real Bridge. At El Camino Real the ground elevation will Prepared by: DCB:KH:jCrReport/13182-D.OQ2 Rick Engineering Company - Water Resources Division 17 12-13-04 begin to "ramp" up from the original channel flowline of 31.6 feet to the existing ground elevation at cross-section 10.1 (elevation 35.5'). This alternative includes possible complications related to the potential for continuous ponded water upstream of El Camino Real. See Appendix E for the Alternative A HEC-RAS model. Alternative B Alternative B models the current channel topography within Calavera Creek, and models the maintenance of approximately 3,100 feet of Agua Hedionda Creek between Cannon Road Bridge and just downstream of Rancho Carlsbad Drive. This alternative models the conveyance of the 100-year detained ultimate development hydrology as discussed in the Existing Condition Detained Alternative. Alternative B proposed maintenance includes grading within Agua Hedionda Creek to remove accumulated sediment in the channel bottom while protecting the mature trees that have established on the channel banks where possible. Upstream of the El Camino Real Bridge this alternative will require grading a trapezoidal channel with 2:1 side slopes, with the top of the proposed graded slope starting near the toe of the existing channel slope. The channel grading will project down to the original channel flowline elevation and longitudinal slope of 0.3%, with approximately a 40-foot bottom width. Downstream of the El Camino Real Bridge to Cannon Road, the channel will be re- graded with a 70-foot bottom width and 2:1 side slopes, to daylight. The channel flowline will be graded at a 0% longitudinal slope from the current elevation at the northerly edge of the Cannon Road Bridge of approximately 32.0 feet, upstream until it meets the original Agua Hedionda Creek flowline elevation shown on the 1969 plans, approximately 135 feet upstream of the El Camino Real Bridge. This alternative minimizes impacts to the existing trees within the RCMHP. However, grading activities downstream of El Camino Real are within an area of the Local Coastal Plan (LCP) which is administered by the City and are subject to permitting requirements. See Appendix G for the Alternative B HEC-RAS model. Prepared by; DCB:KH:jtfReport/l 3182-D.002 Rick Engineering Company - Water Resources Division 18 12-13-04 Alternative C Alternative C models the current channel topography within Calavera Creek, and models the maintenance of approximately 3,100 feet of Agua Hedionda Creek between Cannon Road Bridge and just downstream of Rancho Carlsbad Drive. This alternative also includes widening of a portion of Agua Hedionda Creek between El Camino Real and the confluence with Calavera Creek to improve the channel capacity. This alternative models the conveyance of the 100-year detained ultimate development hydrology as discussed in the Existing Condition Detained Alternative. Alternative C proposed maintenance includes grading within Agua Hedionda Creek to remove accumulated sediment in the channel bottom while protecting the mature trees that have established on the channel banks where possible. Upstream of the confluence with Calavera Creek this alternative will require grading a trapezoidal channel with 2:1 side slopes, with the top of the proposed graded slope starting near the toe of the existing channel slope. The channel grading will project down to the original channel flowline elevation and longitudinal slope of 0.3 %, with approximately a 40-foot bottom width. Downstream of the confluence with Calavera Creek to El Camino Real Bridge, Agua Hedionda Creek will be widened by approximately 27-feet to increase the channel capacity. A vertical wall is proposed along a portion of the right channel bank (looking downstream). Downstream of the El Camino Real Bridge to Cannon Road, the channel will be re-graded with a 70-foot bottom width and 2:1 side slopes, to daylight. The channel flowline will be graded at a 0% longitudinal slope from the current elevation at the northerly edge of the Cannon Road Bridge of approximately 32.0 feet, upstream until it meets the original Agua Hedionda Creek flowline elevation shown on the 1969 plans, approximately 135 feet upstream of the El Camino Real Bridge. Alternative C minimizes impacts to the existing trees within the RCMHP. Grading activities downstream of El Camino Real are within an area of the Local Coastal Plan (LCP) which is administered by the City and are subject to permitting requirements. The construction of one vertical wall is required just downstream of the confluence of Agua Hedionda Creek and Calavera Creek (between cross-sections 30 and 20). The wall will be Prepared by: DCB:KH:j£'Report/13182-D.002 Rick Engineering Company - Water Resources Division 19 12-13-04 P m up to 10 feet high and 275 feet long along the opposite creek bank from the mobile homes. A second vertical wall may be required to protect an existing structure. This second vertical wall located along the creek bank closest to the mobile homes will be up to 6 feet tall and 120 feet long to preserve an existing structure. In final design, it may be possible to implement an alternative solution to the wall(s), such as adjusting the property line and/or the perimeter wall location, so that the slope can be extended without the need for a retaining wall. See Appendix H for the Alternative C HEC-RAS model. Bridge Improvements The hydraulic analyses of all alternatives except the No Action Alternative include improvements to the bridges at El Camino Real and Cannon Road. These improvements include connecting the piers under the bridge to create one elongated pier to minimize hydraulic losses and debris potential, as well as constructing a debris nose on the upstream face of the bridge piers to minimize the impacts of floating debris on the hydraulics of the bridge crossing. Preferred Alternative Alternative C is the preferred alternative by the City of Carlsbad because it removes the largest number of lots from the 100-year floodplain, while minimizing impacts to several of the mature trees along the Agua Hedionda Creek channel banks within the RCMHP. Table 3 presents the anticipated 100-year WSELs in Agua Hedionda Creek and the number of inundated lots for each of the proposed alternatives. Prepared by: DCB:KH:jffReport/13182-D.002 Rick Engineering Company - Water Resources Division 20 12-13-04 Pk Table 3. Anticipated 100-year WSELs for the Agua Hedionda Creek Grading Alternatives and Number of Inundated Lots X-Sec 20.9 50.1 70.58 120.2 170.19 210.51 250.41 No Action Alternative 49.6 50.2 50.4 50.5 50.4 51.3 51.3 Detained 100-year WSEL (feet) Existing Detained 48.6 49.2 49.4 49.5 49.5 50.9 51.0 Alternative A 48.5 48.8 48.8 48.8 48.6 49.0 49.1 Alternative B 43.1 43.9 43.9 44.9 46.0 46.6 47.2 Alternative C 42.8 42.0 42.8 44.8 46.0 46.6 47.1 Approximate Number of Inundated Lots Maximum Water Depth* Above Channel Bank (feet) 278 7.4 210 6.5 141 6.1 45 1.2 12 0.4 * These depths were taken at cross-section 50.1 located just upstream of the Calavera Creek and Agua Hedionda Creek confluence m The RCMHP consists of mainly elevated foundations. Therefore, although a lot deemed as inundated may not necessarily mean the home is entirely flooded. The finished floor elevation of the structure may be above the floodplain, in which case an elevation certificate may be prepared to ensure the structure is not within the floodplain. Prepared by: Rick Engineering Company - Water Resources Division 21 DCB:KH:jffReport/13182-D.002 12-13-04 ei e i 11 n » i 11 ii 11 ii ii 11 i * *«* •• »'•• rf ;>B , GRAPHIC SCALE 1^ 200* AGUA HEDIONDA CREEK CHANNEL MAINTENANCEEXHIBITS Alternative A Approximate Limits of Grading J-13182 D December 13,2004 fA ,, 3^68||a8 ' •A>i!' AGUA HEDIONDA CREEK CHANNEL MAINTENANCE EXHIBIT 6 Alternative B Approximate Limits of Grading GRAPHIC SCALE ft 200' December 13,2004 II II II II II II II II II II II IJ II II II II 11 II IllJIlllllilllftltlllllllllllllllflflll \ ] . 200 KM 0" AGUA HEDIONDA CREEK CHANNEL MAINTENANCE EXHIBIT 7 Alternative C Approximate Limits of Grading December 13,2004 Additional Alternatives Investigated but not Analyzed The following alternatives were considered during the development of the proposed improvement alternatives. However, preliminary investigations determined several alternatives presented either limited flood control benefit or extensive engineering difficulties. Therefore, no detailed analyses were prepared for these alternatives. The following provides a discussion of alternatives investigated but not analyzed. DSOD Jurisdictional Dam Preliminary analyses of the feasibility for construction of a DSOD Jurisdictional Dam upstream of the RCMHP was investigated to estimate the storage volume required to provide flood protection within the RCMHP. The construction of additional detention basins could minimize flooding in the RCMHP area without maintenance within Agua Hedionda Creek. The existing hydraulic capacity of the channel was determined using the HEC-RAS hydraulic program by modeling the existing topography in Agua Hedionda Creek with a series of flows until the flow was contained within the channel through most of the RCMHP. The HEC-RAS analyses show that the existing capacity of Agua Hedionda is approximately 4000 cfs. In order to reduce 100-year flows in Agua Hedionda Creek to approximately 4000 cfs, along with the construction of the Melrose, BJ, and BJB detention basins currently proposed, the detention basin at Faraday would require an increased storage volume from 49.8 acre-feet (currently designed) to 200 acre-feet of storage volume, and an additional detention basin would need to be constructed within the Agua Hedionda watershed that what would provide 895 acre-feet of storage volume. The location of this additional detention basin is located in the vicinity of the City of Carlsbad and the City of Vista corporate boundary. This preliminary investigation has determined that constructing two DSOD dams as additional detention facilities will result in a significant impact to available open space, would impact not only the City of Carlsbad, but potentially the City of Vista, and is therefore not a practical alternative. Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company-Water Resources Division 25 12-13-04 Levees within RCMHP The impact of constructing levees along the existing channel banks to increase the capacity of Agua Hedionda Creek was investigated for the RCMHP project. Water surface elevations for the Existing Detained analysis are 5 feet or more higher than the top of the channel throughout the RCMHP. FEMA requires a minimum of 3 feet of freeboard for levees over the 100-year water surface elevation, which would require construction of a berm up to 8 feet higher than the current bank throughout the RCMHP. This alternative would not be aesthetically acceptable for many homeowners within the RCMHP, and to construct a berm of this size assuming 2:1 side slopes would require almost a 40' wide footprint impact on each side of the channel. The construction of this alternative would also impact approximately 53 property owners by requiring removal of then* homes. Also, if similar improvements were not made to Calavera Creek several structures and lots would still be subject to inundation. Box Culvert along El Camino Real An alternative to construct a box culvert system to divert flows exceeding the capacity of Agua Hedionda channel around the RCMHP and into Agua Hedionda Lagoon was investigated. However, this structure would be required to convey approximately 3,500- cfs and would require approximately 6 ~ 10'wide x 6' high box culverts beneath El Camino Real for approximately 2,500 linear feet. This option is cost prohibitive and has significant constructability issues due in part to utility conflicts. Prepared by: DCB:KH:j£'Report/13182-D.002 Rick Engineering Company - Water Resources Division 26 12-13-04 m ONGOING MAINTENANCE PROGRAM Once the initial channel maintenance and grading outlined by this project has been completed, it to is vital that ongoing maintenance including sediment removal and vegetation removal be performed on a regular basis to preserve the capacity of the channel and to ensure an acceptable• level of flood protection within the RCMHP. »• m The maintenance area will begin at the north edge of the Cannon Road Bridge and extend approximately 2,500 feet upstream to the drop structure underneath the Rancho Carlsbad Drive Ml bridge crossing. It is anticipated that ongoing vegetation removal maintenance will need to be performed to ensure no vegetation becomes established between the aforementioned bridge m crossings. It should be noted, however, that the sediment deposition in the channel is directly related to ** each rainfall event and therefore, the frequency of maintenance may be more or less frequent H than anticipated. Monitoring of the sedimentation in the channel over the first few years W following the initial channel maintenance will be helpful in determining the future sedimentg removal maintenance frequency requirements. Sediment posts marked in 1-foot increments can P! be utilized in sections of the channel to assist in monitoring sediment depth. Once a depth ofn approximately 2 to 3 feet of sediment has been accumulated, maintenance including sediment H removal between Cannon Road and the drop structure at the Rancho Carlsbad Drive bridgeu crossing will be needed. P m The maintenance must be performed routinely by qualified personnel and a sufficient budget P should be established for the maintenance. If any questions arise during the maintenance, a £1 ™ professional engineer specializing in water resources should be consulted. The maintenance of • Agua Hedionda Creek must be incorporated into the environmental permitting when processed ™ through the California Regional Water Quality Control Board - Region 9, the U.S. Army Corps • of Engineers, the California Department of Fish and Game, and the Coastal Commission if *• appropriate. Prepared by: DCB:KH:j£Tlepoit/13182-D.002 Rick Engineering Company - Water Resources Division 27 12-13-04 CONCLUSION Agua Hedionda Creek is highly subject to sedimentation for the majority of the creek. Portions of the channel within the Rancho Carlsbad Mobile Home Park (RCMHP) have experienced up to 6 feet or more of sediment deposition since the original channel construction. This high sediment load may be the result of agricultural areas upstream of the RCMHP as well as the effects of an increased peak discharge within Agua Hedionda Creek due to development within the upstream watershed. Because of the increased peak discharge and the accumulation of sediment in the channel over time, the capacity of Agua Hedionda Creek to convey storm water has diminished, and currently a significant portion of the lots within the RCMHP are subject to inundation during a 100-year storm event. In an effort to minimize flooding within the Mobile Home Park, the City of Carlsbad has investigated several alternatives to restore the capacity of the channel and improve flood protection in the area. Updated hydrology for the watershed tributary to the RCMHP was prepared using HEC-1 to determine the peak 100-year ultimate development runoff to the creeks. The detained hydrology for the watershed models the construction of four proposed detention basins upstream of the Rancho Carlsbad Mobile Home Park; two within Agua Hedionda Creek, one at Melrose Drive and one at Faraday; and two within Calavera Creek, BJ and BJB, near the intersection of the Cannon Road and College Boulevard extensions. The results of the HEC-1 analyses were modeled in the proposed alternative hydraulic analyses. The implementation of the proposed maintenance alternatives for Agua Hedionda Creek includes the following considerations: proximity of the project to the coastal zone, native and non-native trees within the channel, environmental processing, and channel vegetation. Table 4 shows a matrix summary of the proposed alternatives presented for the maintenance of Agua Hedionda Creek. All of the following alternatives include the proposed ultimate detained hydrologic conditions with the exception of the No Action Alternative. Prepared by: DCB:KH:jf/Report/13182-D.002 Rick Engineering Company - Water Resources Division 28 12-13-04 II • Table 4. Matrix Summary of Proposed Agua Hedionda Creek Maintenance Alternatives Alternative Effective FIRM No Action Existing Detained A B C 100-year Discharge at El Camino Real (cfs) 8,080 9,195 8,092 8,092 8,092 8,092 Grading Downstream of El Camino Real No No No No Yes Yes Bridge Pier Improvements No No Yes Yes Yes Yes Retaining Wall No No No No No Yes Approximate Number of Inundated Lots 316 260 225 163 33 12 Maximum 100- year Water Depth Above Channel Bank (ft) N/A 7.4 6.5 6.1 1.2 0.4 Each alternative was analyzed hydraulically to determine the number of lots removed from the floodplain. The resulting water surface elevations were mapped, and the floodplain for each alternative is shown on the map entitled, "Preliminary Rancho Carlsbad Channel and Basin Project 100-year Floodplain Alternatives," dated September 2004 included in Map Pocket 1. Additional alternatives were investigated but not analyzed in detail, including: constructing a DSOD Jurisdictional Dam, constructing levees within the RCMHP, or constructing a box culvert along El Camino Real. m m This report summarizes the maintenance design alternatives for Agua Hedionda Creek. In order for the Rancho Carlsbad Channel and Basin Project to proceed into final design stages, the following issues need to be resolved: • Initiate environmental permitting through the California Regional Water Quality Control Board — Region 9, the U.S. Army Corps of Engineers, the California Department of Fish and Game. • Initiate processing a Coastal Development Permit for maintenance of Agua Hedionda Creek channel in-between Cannon Road and El Camino Real. n|te| Prepared by: Rick Engineering Company - Water Resources Division 29 DCB:KH:jffReport/l 3182-D.002 12-13-04 '.•;..; i .-'-.' , •,;.-.-•.. V '-.""•.'' ;; APPENDIXA • ;, : . •.•"••.-•";.,•••;- '••.:-;'•'' Referenced Plans 1. "Grading Plan Rancho Carlsbad Mobile Home Park," June 27,1969, South Bay Engineering 2. "Cannon Road Bridge. Over Agua Hediorida General Plan," sheet 59 of 131, February 19, 1998, McDaniel Engineering (Drawing[No. 333-2G) '.•••''.'( ;^ ••''.;•:'' ;3. "El Caraino Real-Bridge Widen Over Agua Hedionda Channel General Plan," sheet 68 of 131, February. 19,1998, Mcpaniel Engineering (Drawing No. 333-2G) . 4. "Lake Calavera Remedial Improvements General Site Plan," sheet 6 of 3 5, "Lake Calavera Remedial Improvements Civil Site Plan 1," sheet 7 of 39, "Lake Calavera Remedial Improvements Cbncrete Spillway Sections," sheet 10 of 39, "Lake Calavera Remedial Improvements New Outlet Pipe Section," sheet 24 of 35, October 2003, CGvL Engineers 5. Grading Plans for Melrpse Detention Basin Outlet; "Palomar Forum Melrose Drive," sheet: 11of 17, June3,2004,rO'Day^^Consultants^(Drawing No. 399-4A) : ; 6. Grading Plans for Faraday Detention Basin Outlet: "Carlsbad Oaks North Faraday Ave," sheet 20 of 37, February 2003,0'Day Consulbmts prawing^ No, 415-9C) 7. Grading Plans for Detention Basin BJB: "Calavera Hills Phase IL" sheet 5 of 8Q, October 22, .; 2002,0'Day Cotisuitants (Drawing No, 390-9A) 8. GradingPlans for Detention Basin BJ: Base Map "City of Carlsbad Orthophoto Mapping," sheet 55 of 225, Copyright 1991 (Drawing No. 296-5) Prepared by: DCB:KHyffReport/13182-D.002 Rick Engineering Company-Water Resources Division .''••• • 12-13-04 pi hi m m APPENDIX E Agua Hedionda and Calavera Creeks Floodplain Limits & Work Map m m Use of data contained on this sheet is subject to the limitations specified at the end of this document P:\Prolects\Carlsbad, City of (CA)\129309-Agua Hedionda & Calavera Creek Dredging\WP\S00648.FINAL_Basis for FEMA Dredging(06-02-08).doc I 1 I I I I I I I I I I I I I I I REVISED FLOODPLAIN CHANG CONSULTANTS (CLOMR CASE #07-09-1313R) ^ V Vrli a Mip-v-t—, v J I I I I I I I I I I I I I I I I ^—- REVISED FLOODPLAIN CHANG CONSULTANTS (CLOMRCASEffQ7-09-1313R; I I I I r c i R C L I r ' i I I sI CONSTRUCTION PLANS FOR AGUA HEDIONDA & CALAVERA CREEKS DREDGING AND IMPROVEMENTS PROJECT NO. 3338-1 CITY OF OCEANSIDE VICINITY MAP CITY OF CARLSBAD CARLSBAD, CALIFORNIA FEBRUARY 2008 CITY COUNCIL LOCATION MAP CLAUDE A. LEWIS ANN J. KULCHIN MATT HALL MARK PACKARD JULIE NYGAARD RAYMOND R. PATCHETT GLENN PRUIM CONRAD C. HAMMANN, JR. MAYOR MAYOR PRO TEM COUNCIL MEMBER COUNCIL MEMBER COUNCIL MEMBER CITY MANAGER PUBLIC WORKS DIRECTOR CITY ENGINEER 100%SUBMITTAL IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE. BROWN AND HORIZONTAL HOCHORIZONTAL N<« VERTICAL • BUILT" 0*"EBI * ""* 1ili ofwicmij nccrRipTlOWREVISION DEaoror nun own WPROVAL SHEET 1 TY OF CARLSBAD ENGINEERING DEPARTMENT 22 AGUA HEDIONDA & CALAVERA CREEKS DREDGING AND IMPROVEMENTS PROJECT ODWY OTY EMCMEEK P6 33061 OPKS M/30/M OATC OWN BY: -BK™m BY. -RVWD BY: - 1 I F1 L I I rL I I V r f L i SHEET INDEX KEY LEGEND SHEET NO. GENERAL DESCRIPTION 1 TITLE SHEET 2 INDEX MAP 3 GENERAL NOTES LEGENDS, ABBREVIATIONS 4 HORIZONTAL CONTROL MAP -1 5 HORIZONTAL CONTROL MAP-2 SHEET NO. CIVIL DESCRIPTION 6 AGUA HEDIONDA CREEK PLAN AND PROFILE - STA 7+00 TO STA 11 +00 7 AGUA HEDIONDA CREEK PLAN AND PROFILE - STA 11 +00 TO STA 24+00 8 AGUA HEDIONDA CREEK PLAN AND PROFILE - STA 24+00 TO STA 35+00 9 AGUA HEDIONDA CREEK PLAN AND PROFILE - STA 35+00 TO STA 41+98.71 10 CALAVERACREEK PLAN AND PROFILE- STA0+00 TO STA 11 +00 11 CALAVERA CREEK PLAN AND PROFILE - STA 11 +00 TO STA 23+00 12 CALAVERA CREEK PLAN AND PROFILE -STA 23+00 TO STA 34+00 13 MAINTENANCE ROAD PLAN AND PROFILE - STA 50+00 TO STA 52+16 14 MASONRY WALL PLAN AND PROFILE - STA 10+00 TO STA 13+91.92 15 AGUA HEDIONDA CREEK GABION CROSS-SECTIONS 16 CALAVERA CREEK GABION CROSS-SECTIONS 17 GABION STRUCTURE DETAIL-1 18 GABION STRUCTURE DETAIL - 2 19 GABION STRUCTURE DETAIL - 3 20 DRAINAGE PROFILES 21 MISCELLANEOUS DRAINAGE DETAILS 22 SWING GATE DETAIL ABBREVIATIONS AH AGUA HEDIONDA (ALIGNMENT LINE) AHMR AGUA HEDIONDA MAINTENANCE ROAD (ALIGNMENT LINE) BW BOTTOM OF WALL CC CALAVERA CREEK (ALIGNMENT LINE) CMLC CONCRETE MORTER LINED CHANNEL CMP CORRUGATED METAL PIPE CONC CONCRETE DIP DUCTILE IRON PIPE DOC DOCUMENT DWG DRAWING EG EXISTING GROUND EL. ELEVATION ELEC ELECTRICAL FG FINISHED GROUND FL FLUID LINE HORIZ HORIZONTAL HP HIGH PRESSURE I.E. INVERT ELEVATION LT LEFT NO. NUMBER PVC POLYVINYL CHLORIDE PIPE ROB REINFORCED CONCRETE BOX RSP ROCK SLOPE PROTECTION RT RIGHT R/W RIGHT OF WAY RW RECYCLED WATERLINE STA STATION TEL TELEPHONE TYP TYPICAL TW TOP OF WALL UNKN UNKNOWN VCP VITRIFIED CLAY PIPE VERT VERTICAL W WALL (ALIGNMENT LINE) EXISTING CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR REMOVE TREE REMOVE TREE - BROWN & CALDWELL PROPOSED CONCRETE STRUCTURE $ EXISTING TREE OR STUMP jgfty EXISTING ROCK SLOPE PROTECTION EXISTING SEWER LINE EXISTING WATERLINE EXISTING RECYCLED WATERLINE EXISTING STORM DRAIN EXISTING ABANDONED WATERLINE EXISTING FUEL LINE EXISTING GAS LINE EXISTING CABLE TELEVISION LINE EXISTING TELEPHONE LINE EXISTING OVERHEAD ELECTRIC LINE EXISTING ELECTRIC LINE PROPOSED ALIGNMENT EXISTING BOUNDARY LINE EXISTING RIGHT OF WAY EXISTING EASEMENT EXISTING EASEMENT CENTER LINE LIMITS OF EXCAVATION, TOE OF SLOPE LIMITS OF EXCAVATION, TOP OF SLOPE EXISTING RETAINING WALL REMOVE RETAINING WALL EXISTING MASONRY WALL REMOVE MASONRY WALL PROPOSED MASONRY WALL PROPOSED STAGING AREA * \ ^ * » r- "--' ' ' 100% SUBMITTAL L75Q SCALE: NONE x#sf5FSgjgsv JT^kILl No. C 054987 L j \\ E«P- 6-30-08 J*tt WARNING 0 1/S 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL M8S CHBMUKE MnC. SHE 301SM nOO. CMfOMA 92123(858} 514-8822 FAX (838) »4-SB33 HORIZONTAL N»SCALE VERTICAL m •AS - BUILT" Pi rn> DATE REVIEWED BY: INSPECTOR DATE DATE ENGME0I M1UL f WORK A REVISION DESCRIPTION DATE ones AP MTIAL ntovAi DATE OTT AP INITIAL PROVAL SHLLI 2 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 22 INDEX MAP APPROVED: DAW A. HAUSCR DEPUTY O FT ENGINEER Pt 33061 EXPIRES: 06/30/06 DATE OWN BY: .SCCHKD BY: IERVWn BY-I PROJECT NO. IIDRAVMNG NO. 3338-1 || 436-2A u f! C r D 1 1! r • L i! 3r il j S L i li s oj F! fy § i Ot5 f'ly * "DEri>pATinN np BESPONRTHT.E ™*BRF" 1 HEREBr DECLARE THAT 1 AM THE ENGINEER OF WORK FOR THIS PROJECT. THAT 1 HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE. AND THAT THE DESIGN IS CONSISTENT KITH CURRENT STANDARDS. 1 UNDERSTAND THAT THE CHECK OF PROfCT DRAWINGS AND SPECIFICATIONS BY THE OTY OF CARLSBAD DOES NOT RCL/EVE ME, AS ENGINEER OF WORK, OF UY RESPONSIBILITIESFOR PROJTCT DESGN. BROWN AND CALDWU. 9665 CHESAPEAKE DRIVE. SUITE 201 SAM DIEGO, CALIFORNIA 92123 (8S8) 514-8822 PATF-CHRISTIAN HERENOA R.C.E WO.: C 54987 REOSTRXTION EXPKATIOH DATE OS/30/08 SOURCE OF TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED By AERIAL SURVEY METHODSFROM INFORMATION GATHERED ON OCTOBER 27. 2005 BY PHOTO GEODETIC CORPORATION. SURVEY FLOWN ON UAY 20. 2QQS BY TDIMLI SURVEY COMPANY FOR THE AGUA JULY 08. 2006. THIS REVISED TOPOGRAPHY REFLECTS INTERIM FINISHED GRADE FOR ARMf CORPS PERMir No. 2D0600I5I-KJC ISSUED ON UABCH_3^2006. CONTROL BASED FROM CITY RECORD OF SURVEY NO. 17271 WHICH IS NCVD 1929.HORIZONTAL COORDINATE DATUM IS CALIFORNIA COORDINATE SYSTEM 83, VERSION 1991.35 (NAD 83) TREE LOCATION SURVEY MAP INCORPORATED INTO DRAWINGS WAS ACQUIRED FROM RICK ENGINEERING STUDK TITLED "XXXXXXXaaoof. DATED XXXXXX. 20XX. EXISTING UTILITY DATA TABLE £& DESCRIPTION 1 24- RW WATER LINE (CMLC) 2 IF VCP SEWER 3 12- AWWAC900 PVC WATER LINE 4 14'STEEL WATERUNE 5 12" PVC SEWER 6 21- VCP SEWER 7 W HP FUEL MAIN 8 4- HP GAS LINE 9 16- HP FUEL LINE 10 36- DIP WATER LINE 1 1 ABANDONED 6" WA TER LINE 12 6" SEWER 13 8- SEWER 14 12- SEWER 15 14-STEEL WATERUNE 16 24- VCP SEWER 17 42" RCP STORM DRAIN 18 18' PVC STORM DRAIN 19 4' SEWER 20 16'AWWA C900 PVC WATER LINE ADDITIONAL MAPPING PROVIDED BY OVAY CONSULTANTS. ROBERTSON RANCH EAST ULLAGE. C.T: 02-16 PROJECT LOCATION THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUUBCK(S) 168-050-37 WHICH INCLUDE UNITS 1 THRU 96 168-050-38 WHICH INCLUDE UNITS 97 THRU 168 188-050-39 WHICH INCLUDE UNITS 169 THRU 223168-050-40 WHICH INCLUDE UNITS 224 THRU 297 168-050-41 WHICH INCLUDE UNITS 298 THRU 371 168-050-42 WHICH INCLUDE UNITS 372 THRU 419168-050-43 WHICH INCLUDE UNITS 420 THRU 504 DATA SHOWN FROM SAN DIEGO COUNTY ASSESSORS MAP 168-05 SHEET 4. DATED SEPTEMBER 25. 1998 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: 338-167) (2002-6243) REFERENCE DRAWING C.M.W.D. 333-26 CMW.D. 333-2GE C.M.W.D. 404-7 CMW.D. 85-101 C.M.W.D. 92-106 CMW.D. 144-7 SANTA FE PACIFIC PIPELINES, INC 122-41 CMW.D. 333-2G SANTA FE PACIFIC PIPELINES, INC 126-75 C.M.W.D. 85-101 CMW.D. 33*26 RANCHO CARLSBAD MHP RANCHO CARLSBAD MHP RANCHO CARLSBAD MHP CMW.D. 5527-A CMW.D. 333-26 CALAVERA HILLS PHASE II IMP PLANS DW& 390-9 CALAVERA HILLS PHASE II IMP PLANS DWG. 390-9 CALAVERA HILLS PHASE II IMP PLANS DWG. 390-9 C.M.W.D. 404-7 STORM DRAIN EASEMENT (VARIES) ,\ VARIES (41 -91) t \ i-— ^' •CC" LINE STA 1+08 - STA 5+00 STORM DRAIN EASEMENT (VARIES) ^ ^ 41 21 * i y x- ^./ =| not vault BV T ^ aLure v«ruta •CC" LINE STA 5+00 - STA 20+00 STORM DRAIN EASEMENT (VARIES) ~\ ^ •CC" LINE STA 20+00 - STA 32+00 CALAVERA CREEK TYPICAL SECTIONS NOT TO SCALE i\*" *^\ ° "* ' B "iSoS /»// IF ™IS BAR DOES """"J>. 6-30-08 y H NQT MEASURE ,» vCTylW-iSS^ THEN DRAWING IS __J~[|P^ NOT TO SCALE. SCALE WN AND CALDWELL BM3 OCStfENd BAnC SUTE 3OtSMI KGO. CMFOMA flzlU(BU) SI4-4B22 FAX («•} 51^4633 t O.T HORIZONTAL HONE VERTICAL NONE •AS - BUILT- fl rn> DATE REVIEWED BY: INSPECTOR DATE DATCENGINEER ... AM1UL JTJJ5S REVISION DESCRIPTION STORM DRAIN EASEMENT (VARIES W-120-) •AW LINE STA 7+00 - STA 1 1 +33 STORM DRAIN EASEMENT (VARIES W-1201) 85' 42.51 * 42.S "^"~V '•?S> \/< •AH' LINE STA 11+33- STA 18+01 STORM DRAIN EASEMENT (VARIES 132M501) VS 42.S' % 42.51 -AT x •AH1 LINE STA 18+00 - STA 19+50 STORM DRAIN EASEMENT (VARIES 108'-120') VARIES (4ff-85') v\r r~ ~\/t •AH" LINE STA 19+50 - STA 20+00 STORM DRAIN EASEMENT (VARIES 100M081) 4IT ~^"^ \--fe S' — S' r' f * ^ r- /• •AIT LINE STA 20+00 -STA 41+60 AGUA HEDIONDA CREEK TYPICAL SECTIONS NOT TO SCALE 100% SUBMITTAL ^HEET I PTTV HTi1» 1 ^ii I vJr MPROVBIFNT PIJkNS FOR- GENER' . .. LEGEND, AE CARLSBAD ^ 3 DEPARTMENT 22 M NOTES IBREVIATIONS APPROVED: OAMD A. HAUSEX DEPUTY OTY ENGKEER Pt 33001 EXPIRES M/30/08 DATE DATE HUAI. DATE IMHAL ruicp nv. OTHER APPROVAL OTT APPROVAL IR.VW) BY: 1 1 ROJECT NO. IIDRAWNG NO. 3338-1 || 438-2A BASIS OF BEARINGS AND COORDINATES/BENCHMARK NAD 83 (1991.35 EPOCH) POINTS AS SHOWN ONCITY OF CARLSBAD CONTROL RECORD OF SURVEY NO. 17271 USING BEARING: N 56' 44' 52" E POINT 1O5N 1999466.124E 6241021.960ELEV. -26.13' (NGVD 1929) 2.5" DISK IN NORTHEAST CORNER OF CANNON ROAD BRIDGEOVER AGUA HEDIONDA CREEK. 120' SOUTHWEST OF EL CAMINO REAL POINT 109 N 199B301.767 E 6239246.162 2.5" DISK IN DRAINAGE BOX INLET ON SOUTH SIDE OF CANNON RD. 0.2 Ml WEST OF EL CAMINO REAL COMBINED SCALE FACTOR AT POINT 105 IS 0.999962440 GRID DISTANCE - (GROUND DISTANCE) X (COMBINED SCALE FACTOR) D LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 L12 L13 L14 L15 L16 L17 LENGTH 16.70 11.38 45.20 168.16 32.84 1017.71 117.35 233.62 117.89 208.27 121.24 38.04 228.89 450.55 407.64 1130.51 85.61 BEARING N46'39I03"E S62'57'58"E S62-5r58'E N23-24-33-E N51'59'48-E S63'44'29'E N81°48129"E S83°21'53"E S60-01'27"E N87'55'03'E S24'24'52"W S39'53'53"W S6s'4i?sw N78'3r03"W S48°19'21"W ssrwwvtNsg-sffos-w O CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 ce C9 C10 C11 C12 C13 LENGTH 399.24 326.81 149.68 560.79 300.64 129.39 203.69 111.90 54.05 225.08 189.58 463.91 133.42 RADIUS 325.00 200.00 300.00 500.00 500.00 500.00 500.00 200.00 200.00 500.00 303.48 500.00 200.00 DELTA ANGLE 70'22'59' Sy3T2S" 28'35'15" 64°15'43" 34'27'02" 14'40'37* 23'20'26" 32'03129" 15'29-Or 25°47'32" 3S'4T33" 53"09'3r 38"13'14" HORIZONTAL COORDINATE TABLE "AH" STATION 7+00 7+18.70 11+17.93 11+74.51 15+1.32 16+69.48 18+19.16 18+52.00 24+12.79 34+30.50 37+31.14 38+48.49 39+77.87 42+11.50 44+15.18 45+33.07 46+44.97 48+53.25 NORTHING 1999383.4911 1999396.3264 1999449.4819 1999423.7666 1999522.4555 1999676.7708 1999793.9752 1999814.1922 1999868.6073 1999418.3477 1999371.8521 1999388.5730 1999390.3257 1999363.3312 1999299.7967 1999240.8992 1999214.2787 1999221.8468 EASTING 6240499.8772 6240513.4742 6240884.2864 6240934.6818 6241209.1234 6241275.9308 6241366.5262 6241392.3997 6241921.4657 6242834.1517 6243126.6080 6243242.7600 6243371.7770 6243603.8370 6243795.8803 6243897.9970 6244005.1910 6244213.3280 DESCRIPTION BEGIN CONTRACT BEGIN CURVE C1 END CURVE C1 BEGIN CURVE C2 END CURVE C2 BEGIN CURVE C3 END CURVE C3 BEGIN CURVE C4 END CURVE C4 BEGIN CURVE C5 END CURVE C5 BEGIN CURVE C6 END CURVE C6 BEGIN CURVE C7 END CURVE C7 BEGIN CURVE C8 END CURVE C8 END CONTRACT O EXISTING EASEMENT TABLE No. E1 E2 E3 E4 PURPOSE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE OWNER CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD DOCUMENT DOC. 2003-1414301 DOC. 2003-1414303 F/N 2003-1414301 O.R F/N 2003-1414303 O.R. RECORDED L 11-25-2003 11-25-2003 L 11-25-2003 11-25-2003 60' EASEMENT AND R/W FOR ROAD PURPOSES TO GEORGE W AND- EDWINA-TARRY RECORDED SEPTEMBER 10, V9$J\N BOOK 6740 PAGE NO.102,'OR AS SHOWN ON'PM 17985^^. CALAVERA CREEK - SEE SHEET 5/ / / ^*- >• jf s I « Q c '60' EASEMENT TO JOSEPH & LILLIAN CANTARINI AND BANNING CANTARINI RECORDED APRIL 1, 1967 AS DOC. NO, 58827 OR AND : SEPTEMBER 7, 1995 AS FILE NO. 1995-0398033 OR -AS SHOWN ON PM 17985 J- -4 12' EASEMENT TO SDG&E RECORDED NOVEMBER 26, 1965 AS FILE/PAGE NO. 214035 OR AS SHOWN ON PM 17985 20' EASEMENT TO SDG4E RECORDED MARCH 20, 56 AS BOOK 6024 PAGE NO. 26 OR AS SHOWN ON I 17985 •AH" LINE STA 46+53.25 N=1999221.85 £=6244213.33 AGUA HEDIONDA CREEK 100%SUBMITTAL 0 80 120 SCALE NFEET HORIZONTAL CO \L\No. C 054987 O**\Exp. 6-30-08 Jjl WARNING 0 1/2 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWELL IflCS OEStfEMCE OMVE. SURE 201SAN OIECO. CAlfUMA 92123(KB) 514-aaZZ FAX (856) S14-4U3 mm* OA«: HORIZONTAL AS SHOWN VERTICAL AS SHOWN MTQ/"M L J A D 1 1NTnOL MAP "AS - BUILT P.E ryp DATE REVIEWED BY: INSPECTOR DATE DATE ENGINEER INITIAL OF WORK A REVISION DESCRIPTION DATE OWES H INITIAL TROVAL DATE OTT AP INITIAL PROVAL SHEET 4 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 22 IMPROVEMENT PLANS FOR HORIZONTAL CONTROL MAP - 1 APPROVED: DAVID A. MAUSER DEPUTY CITY ENGMCER Pfc 33OB1 EXPIRES 06/30/06 OWN BY: CHKD B1.-Hf—PROJECT NO. D 3338-1 DATE . RAWING NO. 436-2A LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 L12 L13 L14 US L16 L17 U LINE TABLE LENGTH 18.70 11.38 45.20 168.16 32.84 1017.71 117.35 233.62 117.89 208.27 121.24 36.04 228.89 450.55 407.64 1130.51 85.61 BEARING N46'39103'E S62'57158'E S62'5r58'E N23°24'33'E NSrCSHtTE 363'44'29-E N81'48129'E S83'21'53'E SBO'OI^'E N87'55'03"E S24'24'52''W S39'53'53"W S65'4175"W N78'31103"W 548'19'21'W S51'47'40"W N89°59'05"W O CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 LENGTH 399.24 326.81 149.68 560.79 300.64 129.39 203.69 111.90 54.05 225.08 189.58 463.91 133.42 RADIUS 325.00 200.00 300.00 500.00 500.00 500.00 500.00 200.00 200.00 500.00 303.48 500.00 200.00 DELTA ANGLE 70'22'59- 93-3T23- 28'35'15- 64'15'43- 34°27'02" 14-49W . 23°20'26" 32-03'29' 15'29W 25'47'32" 35'47'33" S3'0ff3r 38'13'14- HORIZONTAL COORDINATE TABLE •CC" STATION 0+00 1+21.24 1+75.28 2+11.33 4+36.40 6+75.55 8+66.64 13+01.10 17+71.13 21+78.82 33+09.33 34+42.75 35+28.36 NORTHING 1999828.9518 1999939.3463 1999984.9645 2000012.6160 2000147.5704 2000246.0213 2000265.8632 2000174.1650 2000289.4521 2000560.5391 2001259.7402 2001302.5805 2001302.5578 EASTING 6241412.2849 6241462.3955 6241491.0742 6241514.1929 6241691.9510 6241909.8960 6242096.7163 6242521.3855 6242959.3868 6243263.8876 6244152.2402 6244275.9897 6244361.6044 DESCRIPTION BEGIN CONTRACT BEGIN CURVE C9 END CURVE C9 BEGIN CURVE C10 END CURVE C10 BEGIN CURVE C11 END CURVE C11 BEGIN CURVE C12 END CURVE C12 BEGIN LINE L16 BEGIN CURVE C13 END CURVE C13 END CONTRACT O EXISTING EASEMENT TABLE No. E1 E2 E3 E4 PURPOSE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE STORM DRAINAGE OWNER CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD CITY OF CARLSBAD DOCUMENT DOC. 2003-1414301 DOC. 2003-1414303 F/N 2003-1414301 O.R. F/N 2003-1414303 O.R. RECORDED 11-25-2003 11-25-2003 11-25-2003 11-25-2003 60 EASEMENT AND RIGHT OF WAY FOR ROAD PURPOSES TO GEORGE W. AND EDWNA TARRY RECORDED SEPTEMBER 10, 1957 IN BOOK 6740 PAGE NO. 102 OR AS SHOWN ON PM 17985 PARCEL MAP BOUNDARY PARCEL MAP BOUNDARY PARCEL MAP BOUNDARY AND DRAINAGE EASEMENT LAKE' CALAVERA CREEK DRAINAGE EASEMENT DEDICATED AND (ACCEPTED ON PM 17985 PROPOSED STAGING AREA EASEMENT OCTOBER 29,OR AS SHOWNPARCEL BOUNDARY 60' EASEMENT AND RIGHT OF WAY FOR ROAD PURPOSES TO GEORGE W. AND EDWIN A TARRY RECORDED SEPTEMBER 10, 1957 IN BOOK 6740 PAGE NO. 102 OR AS SHOWN ON PM 17985 CALAVERA CREEK 100% SUBMITTAL [RO HORIZONTAL CONTROL MAP \U\ N". C 054987 L./Jtt*\Em>. 6-30-08 J*tt WARNING 0 \/t 1 IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE. BROWN AND CALDVELL 9605 CHESAPEAKE WOVE, SUITE 201SAN nCGO. CALFORNU (2123(868) 814-8822 TAX (858) $14-8133 HORIZONTAL As SHOWNSCALE VERTICAL AS SHOWN "AS - BUILT P.E_ op DATE INSPECTOR DATE DATE ENGINEER HTML OF WORK \ REVISION DESCRIPTION OA1E OTHER AP HTML WOVAL OATE anr AP MTIAL PROVAL SHEET 5 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHUTS 22 IMPROVEMENT PLANS FOR: HORIZONTAL CONTROL MAP - 2 DEPUTY crrr ENGMEER PE.- ssosi EXPIRES oe/so/oe DATE OWN BY: JggCHKD BY:i«Bvwn BY- PROJECT NO. || DRAWING NO. 3338-1 || 436-2A T 1 11 n I I n I r, I y i i n i IIJ -4- r U • '-*-'-±'T±- _- K-f «JirkiLl*^™ :. J"JL? 1-4 3_jr_ tJL4 f -r •*-•; 1,4 swwiwKs-i v , .. . * :i'-~l Ci-f* I , i. .iT*t|* y\^feo<^ LEGEND: c 1 I •s 5* J *& SEE SHEET 3 TOR ESOSTTNQ UTILITY TABLE 100% SUBMITTAL ^\EHL «-30-W/'y WM9WG o ira i IF miS BAR DOES NOT MEASURE 1"THEN ORAWNC ISNOT TO SCALE. BROWN AND CAL DWELL •MS OBMCMEC ffiK, SUTt 201SAN KQCLC«l*aHA ttia(B4 SU-8B33 ru (t«) »« «»1 »**"» — »« HORIZONTAL « SHOW*SCALE VERTICAL MSHOwi "AS -BUILT REVIEWED Bt: KSPECTOR DATE DATE EMWEBt M1UL OF WORK A _I REVISION DESCRIPTION DATE OTHER JV wrn>4. PSOYAl 0*TE QTY AP NTIAL noWL SHEET 6 CITY OF CARLSBADENGINEERING DEPARTMENT 22 MPROVHOWT PLUG FOB: AGUA HEDIONDA CREEK STA 7+00 TO 11+00 AHWOfc OMU A. HOBB1 1 OCPUTY crrr ENGMOR PC XMMI: EXPKE* oG/io/oft DATF CHKD BY: !SBwm By. PROJECT NO. [{DRAWING NO.I 3338-1 || 436-2A -elMFSBiiffr;. .vrafflESSETS =v E 0 0 S3 mmf •y^^i^JHOSREAt?:.t-:."~.v..BRIDGE'-"'. :."-•4r.:.-...-;~.Tr-ig-ss3:i=::T'fi.'...;"'-' •;"_'•"••.>• ••'•"<*!••,™" vsv...:.."'. ^s^ig^iSK-jSf-iiiaja|Qfi!i»iiN]paNEQjSvp "'f'i'^GEHffE^6^^1^^~^i^^^;-^i: |^gEgp^N|^^ !pi :iJ-tCftQP:ft'ilL-: itlC3SBttFiI:- Sfe^seiikiiKOT»:«^lN:-W ' •"fgRS^lgSSBSSFfe^gEE^fflEiifctsSrasgi: li at; ::TlOfj%t tfcllfeIpizi^^i 33k i»IG!hW;GRpUNH:.:;:pT^S ^SENfERUNEk;:i=eaS'f •issopiS^ESr^sMy.; "'""'"""••:;;"=":6^ii5|;^ gjgpttEtefe^ iSliltKi -f-iv.5r,".'^:v r-vi;1.",: tvK-7~"T^r fflfS^S :3ii5ii fSfrSfc® -5Sf.p3.tev|l if^O^IB1 ^SH:isess I n ,- ^ c I r : f iy I H ; ii L r' b :C ;L i'C 11+00 12+00 13+00 14+00 15+00 yj, 16+00 17+00 ^X/^-jjg^^fepfa^feeo^...x»^VPRePQSE&RSf;..-ti-V ecc guecT:<a .; ;'*sj>:: fej«ppApSRfa:fipj|«ERiafe 'F^.^ §ilg£; 18+00 20+00 21+00 <-,, / •""**""t«-"»*i'i-rf.,x.i»i.:. ^--/.:.-..."AH; HINgSTA21*55 .. " •"~«|MOVgAND REPLACE,' SjOViSS.tPj:g.RAIN 22+00 ^ PROPOSED R^P /& SEE SHEET 13.jj. v_.v---~'s^|<ri-I:-r•\. ': ^JV--A, 'ku&EL- BQUttMfer^J^^^^s^efenye!!^^®^'^^ S^ N ^j¥. V<ftL Tp:Bp REMOVED ,xUMttS OF EXCAVATION 4X» ' LWITS OF EXCAVATION 'AUrtjNE STA 19*50 REMOVE AND REPLACE- OVERSlbeiMtAIN '/ SE6-SHEEtil,-> -••»' 'AfC LINE STA tS*76.7»;"&T LINE STA OHfcOO ' TREE OB STUMP TO B6 REMOVED 4 -OlSPOSeQ OFLIMITS OF EXCAVATION '« TOEOF8LOPE GABION DROP S1RUCTURE SEEOETAI LIMITS OF EXCAVATION f TOP OF SLOPE EASElilENTUNE PER PM 1J98S AGUA BECHONDA CREEK HJEASEMENTUNE ':?';• '/•piEtypM I7a^;, i,:;;.-; K^/1 '"" // 24+00 Q SEE SHEET 3 FOR EXISTINGUTILITY TABLE /\ SEE SHEET 13 FOR PROPOSED ROCK SLOPE PROTECTION (RSP) 0 SEE SHEET 21 FOR MISCELLANEOUS CONCRETE DETAILS 100% SUBMITTAL Ssi^ s\^iI « \° *• c "s4*87 /nV\ E* 6-JO-08 y*/f ^^-£lyiSi<{S5^ ^4=22*=^ WARNING o i/e i IF THIS. BAR 00£S NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL IMS OBrtCMC CMC SunEMIUHKUCMmWA ntZ3{«•) st*-ean ru (f&> «*-aais «UT*II. nw HORIZW4TAL M*rowN VERTICAL AS SHOWN ^X ^ ^ """£* '^ •/"S^" ^-:%\// ' /^^ '/ I--- ^ <C ,' / •AS -BUILT* p.t fxF QATF REVIEWED BY: INSPECTOR DATE OAlt EXOHEEH NflAV OF m«c ^ , •__ REVISION DESCRIPTION DA1C OIK* AF inHAt. ffiOVAt. ^OAre OTY AP Nrw. PDOVAL SHEET 7 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 22 mPROVEKEKT PLANS TOR: AGUA HEDIONDA CREEK STA 11 +00 TO STA 24+00 APPROWD: DAWO A. HAUSER IbWN BY: J5£_=]CHKO BY: hBLRVWO BY: | PROJECT NO. l! DRAWING NO.! 333B-1 || 436-2A n r PL 0 I ! r - I I I 0! !L ,j-EXtSTING DREDGED /{ GROUND AT CENTERUNE J / - jrFJWSHEO GRADE ATCENTER11NE . ^ ^ . _ - 3 -_j=;-r . ._i_J_t_, L,ft • -11 --! * J~ ' ' i • 'it • A.-=sfc.....a__ I ,j. -.^^^^-^--i-. ... __—,_„_ JJU, -—» _-__K _ -r—*-'-; T; '-t!~r". —* ~jr->~-~ - .. j -r -r DOAtfa VAREZ DKtVE * AGUfi HEDfONDA CREEK " "s _*• >- OF EXCAVATTON V(2| , TOETOF SLOC6 DON RICAROO DRIVE -X "*" "BEGIN REMOVAL OF EXISTING RETAINING WAU •AH- LINE-STA33*16 TW=(4307I) r L L i L -5 " 3 -AGOA HEDIONDA CREEK DRAINAGE EASEMENT DEDICATED AND ACCEPTED ON PM17935 •zy&"j ? SEE SHEET 3 FOR EXISTING UTILITY TABLE O SEE SHEET 21 FOR MISCELLANEOUS CONCRETE DETAILS BON KICARDO DXWE' 100%SUBMITTAL '"•**- f^ * ! ^^fC^^Sv wmftA"*. c os«n *OV\NI t-3o-o8 /y WARNWO 0 1/Z 1 IF -mis BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWE LLsees Qcs<rtX£ omc. sun anSW OtCO. CMJfORMA S2121(BM) a«-ian ru (ue) ii4«Ba» SCALE HORIZONTAL »««*, VERTICAL ASSHOWN "AS -BUILT PJ ™. DATE REVIEWED BY: INSPECTOR DATE OA1E ENCMCR Mmu. OF WORK A REVISION DESCRIPTION o*rt oweior IMTM. PROWIL OA1C arr AP MT1AL PROVM. SHEET 8 CITY OF CARLSBADENONEERING DEPARTMENT SHEETS 22 IMPROVEMENT PUWS FOK AGUA HEDIONDA STA 24+00 TO STA 35+00 APPROvat MVC A. HA1HCR 1 OtPUTY OTY EHCVCER P6 JJOI1 EXPIRCS OS/M/M OA1C OWN BY: BSC CHKO BY: !ffi^pm«n py. PROJECT NO. ID 3338,1 I UWWC NO. 436-2A 0 B l! 0 y i I B L 0 3 | lit - xrx ^j^s-f——.-^__~_J_ jopiEtoVERIFY •«- -j ~^~~—«_.™j~:— a , - - * j. ^ i-~.• ::i" ~ 't"'~j 3- f ' •» " * r~?- ' "1 j _: ' £_ - * !.'_ . \ ' , < A REMOVE1 AND REPLACE X ^ \EXISTINGCONCHEADWALL ^ ^ ^SEE^HEET^ANISai^ UMrTSOF EXCAVATION TOP, OF SLOPE -t!X \.; % ^^ •? EXISTING CONC HEAOWALL j, j SEE SHEET 20 AND 21 HEDIONOA GREEK LEGEND: SEE SHEET 3 FOR EXISTING UTILITY TABLE O SEE SHEET 21 FOR MISCELLANEOUS CONCRETE DETAILS••*- -~W_ _ \REMOVE AMD REPLACE EXISTING CONC HEADWALL SE€ SHEET 20 AND Z1 AGUA HEDIONOA CREEK DRAINAGE EASEMENT LINE PER PM 17985 100% SUBMITTALy' f tf 10 30 30 « SCALE H FEET *r< 1<,\"»(.C 054987 |I7| WARXiNC O 1/Z I IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOI TO SCALE. BROWN AND CALDWELLMiS OEBKMC IWC. SU1E » „».„ SCALE oalfc HORIZONTAL ASSHCMN VERTICAL Assxoim •AS -BUILT ft f» DATE REVIEWED BY: INSPECTOR DATE OA1C EHOHECR HTUL OF WORK REVISION DESCRIPTION OTHER AP fMDAL PROVAL OTVAB W11AL PftOVAt SHEET 9 CITY OF CARLSBADENGINEERING DEPARTMENT <%- mPROVEUENT PLANS TOE: AGUA HEDIONDA STA 35+00 TO STA 41+98.71 4PPROVER OAWO A. HAUSER OGPUTVOIY ENGINEER PC 33O81 eXPtRCS: M/XA nvwn «Y" PROJECT NO. 3338-1 i aTC DRAWING NO.) 436-2A 0 B I n 1 L L L li £| % 5 EXISTING GROUND ATCENT6RUNE- EXISTING GROUMJ *FINISHED GRA06 ATCENTSRUNe -FINISHED GRADE ATC6HTERUN6 GABION DROP STRUCTURE IJON DROP StRU6TORE- SEEOETA1L LAKE CALAVERA CREEK DRAINAGE EASEMENT OEDKATeO-AND ACCEPTED ON PM 17985GABION-DROP STBWCTORE SEE DETAIL PROPOSED STAGING AREA REMOVE AND REPLACE EXISTlMGCONCHEADWALL EXISTING MASONRY WALL PROTECT IN.PLACE •CC" LINE STA 9+50 EXISTING ir CMP REMOVE AND REPLACE , EXISTING CONCHEADWALL " SEE SHEET 20 AND 21 LIMITS OP EXCAVATION TOP OF SLOPE PROPOSEP RSP- A SEE SHEET 1J LIMITS OP EXCAVATION TOEOFSOPE ,— jr RT OF 'CC" LINE STA3-i->2 TW - (42 19-). PROPOSEO VEHICLE TURNQWT t%nrsoF EXCAVATTON TOP OFiSLOPEEXISTING RAIL ROAD TIE RETAINING WALL PROTECT IN PLACE•CC'LINESTA2-tQ3.00 , GABION DROP STRUCTURE LIMITS OF EXCAVATION TOE OF SLOPE17' RTXaF'CC* LINE STA 3*23 AGUA HEDIONDA CREEK •CC- LINE Sf Afl*CO.OO •AH" LINE1 STA 18*76;?8 FOR "AH" LINE SEE SHEET 7 LEGEND: A SEE SHEET 3 FOR EXISTING UTILITY TABLE A SEESHEET13 FOR PROPOSEO ROCK SLOPE PROTECTION (RSP) O SEE SHEET 21 FOR MISCELLANEOUS CONCRETE DETAIS 100% SUBMITTAL ^^^^\ U _l Ho. C 0549»7 */.. // V\E* 'S-JMSVy ^^^^^^ WURWNC O 1/S 1 IF THIS BAR DOESNOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWELL MM OCSNtMCC DAVE. SU1C 201 SW CCCa CMJFOMA fllZ](•Mmtan IOL asQ H»-MJJ ™,,m HORIZONT*L "S3"0™ VERTICAL asKCmti "AS - BUILT f^ £vp RATF REVievitB BY; INSPECTOR DATE MTE'" ENCWEER Of WMK A REVISION DESCRIPTION DA1E OI«HAPP«W«. OAIE arr AP NTM. ffiOVAL SHEET 10 CITY OF CARLSBADENGINEERING DEPARTMENT SHEETS j 22 WPROVEMENT PLAKS FOR: CALAVERA CREEK STA 0+00 TO STA 1 1 +00 APPROVED: OAMO A. MAUSER OEPUTT arr EMOHCEK PE; 3J«n EXPRCS: M/3a/o> a OWN BY: .MSCHKO 8Y:!Souvm BY- TE PROJECT NO. || DRAWING NO. 3338-1 || 436-2A D G I I I i • L L y j « I STING GROUNQ ATSZNTERUNE/» EXISTING AROUND GABION DROP STRUCTURE BRSP STRUCTURE- SEE DETAIL __- _• i 21*00 - -i I _ 23+00 16' RT OF -W LINE STA 11*21 TW=( EG* (44.1 •CC-L1N6STA21-K)000 GABION PROP STRUCTURE SEE DETAIL EXISTING MASONRYWM1 _— LIMITS OF EXCAVATION TOP OF SLOPE LIMITS OF EXCAVATION TOE OF SLOPE , LAKE CALAVERAGSEiK DRAINAS6 EASEMENT DEDICATED AND ACCEPTED ON PM 1J9S5 M.REMOVE CONC \ AND INSTALL SLOPE TREATMENT (VMAX)\ CO-UN6STA21*01 00 LEGEND: SEESHEET3FOREXISTINGUTI.rtYTA8LE EXISTING RETAINING WALL PKOTECT IN PLACE 6XISTINGSTUMP - PROTECT IN.PLACE >CC-URE STA 20+00 00 . \ »«"• GABION DROP STRUCTURE N -1" 'WRTOf'CC'LJNE STA 12*10 SEE SHEET 21 FOR MISCELLANEOUS CONCRETE DETAILSLIMITS OP SEEOETAIL EXCAVATI TOE OF SLOPE TW « «8 EG - MS 147 LIMITS OF EXCAVATION TOP OF SLOPE 100% SUBMITTAL 0 W » 30 40 SOIEWFEET OVERSIDE DRAIN SEE SHEET 21 x(«^S^^. » -1 No. C 054987 7-. //VyE>|i t-Xl-n/*U WARMNG a i/z i If THIS BAR DOES NOT MEASURE I"THEN:ORAWING ISNOT TO SCALE. BROWN AND CALDWELL "&Tg?J&SSiaw tefl 3U-KI F« (t5« 1H-«UJ HOR'^ONTAL "**'*" VERTICAL ASSXJXK •AS-8UILr or c» DATE REVIEWED BY; INSPECTOR DATE -smr ENGMCSt MTUL or WMK iA REVISION DESCRIPTION DATE 6THOHP wnw. moVM. DAtE OTY AP NHAL PRpVAL SHEET11 CITY OF CARLSBADENGINEERING DEPARTMENT 22 WROVEKENT PUKS FOR; CALAVERA CREEK STA 1 1 +00 TO STA 23+00 •PPROVEIh OAVD A. HAUSR OGPU1Y OTY ENGOCER PC; 33001 DnPES: 08/3Q/OK DATE GHKD BY: BJBU»«1 BV- PROJECT NO. || DRAWING NO.I 3338-1 || 436-2A r r11 I e i r c L : , " "" .-t 4 * * .~~-"tt ™T , "" _t _ _^ , „ ""* ' ,-' - J i , CALAVeEtACREEK DRAINAGE 6ASSMINT ^y~i*v v "** EXISTING' PER DWd 390-9* EXISTING RSPwWD RET AIN1NGWALL PROTECT IN PLACE CONG RETAINING WALL PROTECilN PLACE DON LOReNZO-DRim 100% SUBMtTTAL I*£ 'w*• Vr' |LIr^ sy 6 W 10 Jft^C SCMSWFEST ^™ t_ \Lr ». C "054987 */- I]VVtip, 8^-30-08 yy WA8MHC o i/a i IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. -_-y ^ BROWN AND G A L D W E L L Mn ocsmwt omc. SU^E «iSN( ocat CUJFCWU >n»(Utf SV022 FAX (IS!) 314-UU »*•"«* __ ^ BWC HORIZONTAL ASSHCMNSCALE • —VERTICAL AS^HOvm f ' f •AS - BUILT" fr cff, .,,.,., DATE REMEVIED BY: INSPECTOR DATE OATC ENGINEER •sssr OF WOKK A REVISION OESCRIpnw DATE OIHER1U> mUN. PROVAL OA1C arr AP IHflUt PItOVAt SHEET 12 CITY OF CARLSBADENGINEERING DEPARTMENT SHEETS 22 CALAVERA CREEK STA 23+00 TO STA 34+00 APPROVED! OAV« A. MAUSER OWN BY: jaCHKO BY: *cRVW Blft PROJECT NO. DRAWING NO. 3338.1 436-2A rI* 0 D I 0 nL I f * k, i [1 f * iL L L G 0 — EXISTING MASONRYyWLL f 7 [; JOPE REMOV DJ— j -1" I .l.-SHSPOSEDtH :_ _T itBEFQfltMAlNTEJWNCE _ j ,. }. ;-._•• ^r j- j-v-r r-i -f-1-- T--; "•' r23 '—:":• t -5—u-4i_™r~+- ! i . - , *- £ *~ -r *- --!™ 4 ,--? ' 5 --i- * * ; x. L:,xr\*..i:.y4\ :I5P; QOL1NE SECTIO U4-.K1 -•i-t^AGUAHED EXISTING SEWER MANHOLE PROTECT IN PLACERIM EL. 41.361AQUA HEDIONDA CREEK f^ DRAINAGE EASEMEm- DEDICATED AND ACCRETED ON PM 17985 - s — GEOTEXTILE FABRIC ANCHOR ACCORDING TO SPECIFICATIONS LIMITS OF EXCAVA 'TOE OF. SLOPE "" LIMITS OF EXCAVATION TOBOF.SLOPE s —'-FILL WITH GRADED MIXTURE OF 6' TO 12- RIVER RUN ROCK RETENTION BASIN OVERFLOW ENERGY DISSIPATION NOT TO SCALE fa PROPOSED R3P A PROPOSED RSP AGUA HEDIONOA CREEK DFiAlNAdE EASEMENT DEDICATED ^i-AND ACCPETED ON PM 17985 / / A PROPOSED RSP 100% SUBM TTAL U1TY O* UAKLSbAU ENGINEERING DEPARTMENT IMPROVEMENT PLUS FDR MAINTENANCE ROAD PLAN & PROFILE STA50+QOTOSTA52+16 BROWN AND CALDWELL MOSDCStfEAKE DM*. 9U1E 2mSMI BCOa CMfOMA IZIZ9(HB) 514-flBZI FM (BU) 914-MB APPROVED: DAMO A. HAUSER IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. c 0 c I I E D L PROPOSE) MA$ON&Y-WALL I i I ,/ ' % ^-""^^ AGUA HEDIONDA CREEK - , / x ' , ^"^ DRAINAGE EASEMENT DEDICATED „/ ' x , , L.MH-S OF (EXCAVATION^ AND ACCEPTED ON PM 17985-1^ TOE OF SLOPE LIMjJSpF EXCAVATTOKT-^. - ,^, „ , TTQPOFSLOPE / // / //^—.EXISTING MASONRY WALL AC ^ „ — — .> CENTERLINE OF PROPOSED /"»" MAINTENANCE ACCESS ROAD / ' SEE SHEET T3 14+00 13+50 : — s * JOIN PROPOSED MASONRY WALL TO EXISTING MASONRY WALL L L L 0 aaff'OHJXISTlNG MASONRY WALLTOSE REMOVEC M2.5OT r i ^ «... — \r '•••• ^ ' •-' y^ s _-^i^— * #4 BAR TOP OF FOOTING ELEVATION - #5 BAR @32 -ALTERNATE PLACEMENT OF HOOKS - #4 BARS. TOTAL OF 3 -UMBAR @16 FOOTING STEP DETAIL NOT TO SCALE SPREAD FOOTING DETAIL NOT TO SCALE 100% SUBMITTAL | < ^^SFOlSj^v^^mM M VVRVSS751 ^^^^ WARNING o i/e i IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL MAS OCSAICM wwc auncnSM KOO. CMraMA KIZS(856} SM-022 FM (IM] SI4-M39 •Murm «•«* HORIZONTAL «> SHOWNSCALEVERTICAL AS MOWN •AS - BUILT rx_ rv= DATE REVIEWED BY: INSPECTOR DATE DATE ENGINEER WITU1. OFMRK A REVISION DESCRIPTION DA1E OTHER «FncwM. DATE cmr AP MTIN. PROVAL SHEET 14 CITY OF CARLSBAD ENGINEERING DEPARTMENT {SHEETS 22 IMPROVEMENT PLANS FORMASONRY WALL PLAN & PROFILE STA 1 0+00 TO STA 13.91 .92 APPROVED: DAVK) A. HAU3EX DEFUTT Cm EHONEES Pt MOB! EXPRES M/30/DB DATE BWN 6Y: - CHKD BTft=RVWD BY: PROJECT NO. II DRAWING NO. 3338-1 II 436-2A 0 c c fl I! i: r 60 56 52 48 44 40 36 32 28 24 20 AGUA HEDIONDA ELEV@ STA 18+67.78 SCALE: r-W-0' 3'-0-3'-<r 30 L r SECTIONSCALE: r*mr cl c L C STA 39+53 V - / FG = 36.74 Vs — ' j StA-39*50 — | ^^s. ^^-^ R \ \ ^36^4 N \\\ ^ \^ — \\ \— \A — ^ ^-"// l l jI \ 40 30 20 10 10 20 30 52 48 44 40 36 32 28 24 36 - STA 39+50 FL = 35.24 34 3XT STA 18+67.78 V - J _ ^,- ' ' ^^ -. \ > — — -» h55^3ZBO — , -STAiaaKjE i->.^*- - •** '•' \\\\\ \ \\ \\\\ \\\v \\ \— \\_ —— \v\\ 80 70 60 50 40 30 20 10 ,^fl_ /— Hi „ ^•' 10 20 30 40 60 {56 52 I 48 44 40 36 32 28 24 20 STA 18+61.78 -x^ FG = 30.00 STA 18+67.78 ^^ FG * 31.00 STA 18+70.78 / 15'-0- I1'-0" I STA 18+76.78 ^^ FG = 32.00 I1M 32 — 30 28 JJCTt _ QO r-6- - 34 40 SECTIONSCALE: r-ix AGUA HEDIONDA ELEV @ STA 39+53 WARNING 0 1/2 1 IF THIS BAR DOESNOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. 3MT 60 56 52 48 44 40 36 32 STA 40+03 1 - / ' FG = 38.43\ N ' I \ 1 -._ \ \ \ . \ \\ \ \ \\ \ — Vr \\Xv 1 ^S i1 ! _.-...,.,JmL. ,ff *—\ — ^' r^ 40 40 30 20 10 10 20 30 40 60 56 52 48 44 40 36 32 38 AGUA HEDIONDA ELEV@ STA 40+03 SCALE: V " Kr-0" 36 60 56 52 48 44 40 36 32 \.\ 40 30 20 10 10 20 30 60 56 52 48 44 40 36 32 40 38 40 AGUA HEDIONDA ELEV@ STA 40+78 SCALE: l-'KWr 40 AGUA HEDIONDA ELEV @ STA 41 +53 SCALE: V'VJ-V - 36 .STA.40+IS- -I FL = 39.38 sxr r-e- 40 SECTIONSCALE: r»mr 44 STA 41+47 FL = 42.00 3XT 6MT r-<r -42 r-tr •40 SECTION SCALE: V«1'-<r 100%SUBMITTAL BROWN AND CALDWELL MSOCSVEAKE BnE. M1E »lSW DCGO. CAUFOMA ttlU{B56} 514-0822 FAMBH) 5H-gB HORIZONTAL AS SHOWN VERTICAL «s SHOWN •AS - BU1LT" rx. . REVIEWED BY: INSPECTOR DATE MTIAl.REVISION DESCRIPTION OTHER APFKOVAL cmr APPROVAL CITY OF CARLSBAD15 ENONEERINC DEPARTMENT •SHEETS 22 IMPROVEMENT PUKS FOR: AGUA HEDIONDA CREEK GABION CROSS-SECTIONS tmtovan OAVD «. HAUSEK oepurr art manga PE 3»ei EXPMP: tx/xAx oat Dm BY:CHKD BY;RVW) BY: PROJECT NO. 3336-1 DRAWING NO. 436-2A 0 c 0 0 c c I r i LI C C L C 52 48 44 40 36 32 28 56 52 48 44 40 1 38 I 32 | 28 I B < a i w r ? 56K 3 52 \ .« 'f 48 - F 44 :s vt . I 40 - 36 - STA 1+5 FG = 34 STA 1+'a • 32. 20 C GABK 2 STA2+a FG = 35.i —STA 2*0 FL - 34T( . 0 1 C/ .©23\ \ 1! \ -Vr —Vr ^-^r=^ 10 ^~ 0 STA 1+50 FG = 34.23\ I==J12 ~ ^' 48 ** 44 STA 1+47 ^ , «-~- 40 / FL = 32.73 ' 36 •*- .32 1 1 28 32-- 20 ALAVERA CREEK DN ELEV ©t STA 1+50 SCALE: ,®- \r~^ i* D VLAVER 1- • 10XT 1 AGREE 3 2 K 1 1 56 36 1 52 ! 48 ^=^44 i 40 1 36 ** 1 ' 32 ' 28 D 32 GABION ELEV @ STA 2+03 SCALE: l-*10Xr 38 STA 2+53 (-) FG = 37.00y~— ' \ 1 1 1 . 60 STA2+5C > FL = 35 5 1 32 L L 20 ZX^__- -\ . \ \ \ ,, ,YL, . ^-i Vi 10 CALAVER/ GABION ELEV __^_+ 10 20 ^ CREEK O STA 2+53 SCALE: 1-.101 / 3'-0" \ 11 1 DIAPHRAGM j / AT 3' CENTER 1 exr SECTION (T\ SCALE: STA 2+03 STA 2+00 / FL = 34.00 j •-r-o- v . j 3'-0" DIAPHRAGM K" AT 31 CENTER eXr SECTION (^\ SCALE: 1"«1'-0- 1 - J STA 2+53 3XT FG = 37.00\ STA 2+50 . 56 /, 1 52 / i 48 1 40 136 34 --L 32 > DIAPHRAGM / AT 31 CENTER / 6'-0- SECTION /TN SCALE: 1-«1XT 1 - J ©i 1 1 1 r -, 34 '-6- 32 36 •6- 34 er 38 36 ?A 60 56 52 48 44 40 36 32 60 56 52 48 44 40 36 32 64 60 56 52 48 44 40 36 L STA20+I FG = 43.1 • STA 19+8 -__-- i-pt = 42.0I \ 20 1 C &P" PST K \^l-^s 0 M.AVEF jff ! -T ~^-t 1 5ACREE 0 2 EK GABION ELEV (a) STA 18+80 STA 21+W FG = 44.0C 1 STA20+91 hti - 4Z.1 20 1 c> SCALE: •01 "\ \ i\ \ \ \\ \ \\ -H ^ 0 M AVPR 1- - nr-o- ^ 1 A r.RFP — 9 2 K GABION ELEV @ STA 20+00 SCALE: 1 STA 33+00 V " y FG = 51.00V FQ* So'S ^N \-V- -y \ \ \ \\ — 20 10 CALAVER, RARION Fl PV SCALE: 1 WARM BROWN AND CALDWELL -AS-BUILT- 0 - 60 STA 20+00 FG = 43.00 \ 56 52J STA 19+97 j 48 ^^ FL = 42.00 44 42 S. 40 36 40 \ i ex 3XT DIAPHRAGM / AT 3 CENTER r <H» v-v A.-) r-o- 40 SECTION ^4\ 0 SCALE: 1" 60 KB STA 21*°°06 FG = 44.00V 52 \^ *° "" STA 20+97 44 .S FL = 43X» 40 /^ 36 32 k • r-o- V - J 3'-0" DIAPHRAGM /AT 3' CENTER 6'-0- 1 44 r-o- 42 SECTION /Ts • = 1<r-0" SCALE: 1" = 1XT V - 1 \^-^•* 1 /«=, 10 20 A CREEK @CTA 9i+nn = i<r-o- "i — i 1 WS BAR DOCS „_ - " «"• DATE rNM|*SUREr REVIEVKDBY: T TO SCALE. SCALE HORIZON AL AS»IO»M _ DATC VLKIICAL MI.HU.N INSPECTOR DATE "•"*" *** STA 33*00 64 TG^OO^ 60 se STA 32+97 s' FL = 50.00 52 s' .. 50 ^48 44 40 36 3'-0" \ | DIAPHRAGM 1 / AT 3' CENTER i exr SECTION f*\ 1'-0- .. SO r-o- 48 ^"100% SUBMITTAL A INITIAL DATE MTUL DATE VSS REVISION DESCRIPTION ^Q, ^OIH. CITY AP INITIAL PROVAL ^ CITY OF CAI 16 ENGINEERING DEPA IMPROVEMENT FLAMS FOR CALAVERA C ?LSBAD ^H15 RTMENT 22 JREEK GABION CROSS-SECTIONS APPROtCD: DAW A. HAUSER DEPUTY OTY ENGINEER PE 53061 EXPIRES: 06/30/DB DATE OWN BY: -^£ PROJECT Na II DRAWING NO. SSSR 3338-1 || 436-2A D 0 c 0 0 I D c i D CJa cl Li TWISTED MESH WIRE 1.25 In WIRE DIAMETER 0.12 In SPACING CONTINUOUS TIE WIRE TO NEXT DOUBLE HALF HITCH. TERMINAL ENDS TO BE TIED OFF AND CLIPPED. STANDARD TIE WIRE DETAIL ALTERNATING SINGLE AND DOUBLE HALF HITCHES (LOCKED LOOPS) (SEE NOTE 2) BEFORE CLOSURE AFTER CLOSURE INTERLOCKING FASTENER 0.75 In, NOMINAL 11n OVERLAP WIRE DIAMETER 0.12 In BEFORE CLOSURE AFTER CLOSURE OVERLAPPING FASTENER ALTERNATIVE GABION JOINT MATERIAL FASTENERS (FASTENER DIMENSIONS NOMINAL) (SEE NOTES 3 AND 4) TO ASSEMBLE TRANSITIONAL GABION BASKET: NOTES: 1.A JOINT CONNECTION MUST BE MADE WHERE ANY PANEL EDGE MEETS ANOTHER PANEL. THIS INCLUDES ADJACENT GABION BASKETS, INDIVIDUAL PANELS WITHIN A BASKET, DIAPHRAGM EDGES, ETC. STANDARD TIE WIRE MAY BE USED AS A JOINT CONNECTOR FOR EITHER TWISTED OR WELDED MESH. SPIRAL BINDER IS TO BE USED WITH WELDED MESH ONLY. WHEN ALTERNATIVE GABION JOINT MATERIAL FASTENERS ARE USED, ONE FASTENER MUST BE INSTALLED IN EACH MESH OPENING (10 FASTENERS MINIMUM PER METER). MESH OPENINGS ARE COUNTED ALONG ONE OF THE PANELS AT THE JOINT. WHEN ALTERNATIVE GABION JOINT MATERIAL FASTENERS ARE NOT CAPABLE OF ENCLOSING ALL WIRES ALONG A JOINT. ESPECIALLY AT BASKET-TO-BASKET JOINTS, EITHER STANDARD TIE WIRE OR SPRIAL BINDER, AS APPLICABLE, MUST BE USED. SPIRAL BINDER LACING STEP( STEP! STEP ( STEP I FLAT LAYOUT OF GABION BASKET 9 GAGE SPIRAL BINDER ) CUT MESH ALONG JOINT BETWEEN FRONT PANEL AND BASE PANEL. I UNFASTEN END PANEL'A'FROM BASE PANEL AND ROTATE END PANEL 'A1. FASTEN END PANEL PANEL 'A1 TO BACK PANEL. I FOLD THE CUT PORTION OF THE BASE PANEL INTO UPRIGHT POSITION ALONG DIAGONAL FROM THE DIAPHRAGM TO THE CORNER OF THE BACK PANEL I FOLD THE BACK PANEL, FRONT PANEL AND ENDPANEL B1 INTO UPRIGHT POSITIONS. FASTEN END PANEL V TO THE BACK PANEL AND THE FRONT PANEL. ROTATE END PANEL'A1 AND THE CUT PORTION OF THE FRONT PANEL INWARD AGAINST THE UPTURNED PORTION OF THE BASE PANEL. FASTEN ALONG THE OVERLAPPED PORTION OF THE FRONT PANEL AND END PANEL X. FASTEN THE OVERLAPPED PORTION OF THE FRONT PANEL AND END PANEL 'A1 TO THE FOLDED UPRIGHT PORTION OF THE BASE PANEL ALONG THE DIAGONAL (DESCRIBED IN STEP 3). FILL THE TRANSITIONAL GABION BASKET WITH ROCK AS PER SPECIFICATIONS. CLOSE LID AND FOLD OVER CORNER OF LID PANEL FASTEN ALONG LID PANEL EDGES. TRANSITIONAL GABION BASKET (FOR 6 FT, 9 FT OR 12 FT GABION) DIAPHRAGM END PANEL'A' ASSEMBLED TRANSITIONAL GABION BASKET STANDARD SPIRAL BINDER (See Note 2) 100%SUBMITTAL \L\UNo. C 054987 OV\Exp. 6-30-M \l*ll WARNING o i/a i IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL •USOBWIKC on*, sure M SMI OCCO. CMJFGRNU «t23(B5B) 51*^022 FAX (KB) 94-flBU MMmta HAH, c/~.LE HORIZONTAL ASSHOWN VERTICAL AS SHOWN •AS - BUILT" or FXP DATE REVIEWED BY: INSPECTOR DATE DATE ENQNEER NTIAL Of «D»K /1\ REVISION DESCRIPTION DATE OTHER AF INITIAL FROVAL DATE OTY AP NTIAL PROVAL SHEET 17 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS I 22 mPBOVKHENT PLANS FOR GABION STRUCTURE DETAIL - 1 APPROKD: DAW A. HAUSER DEPUTY OTY ENGMEER PE: 33OB1 EXPIRES: 08/»/ba DATE DWN BY: J9£ CHKD BY: IB RVWD BY: PROJECT NO. || DRAWING NO. 3338-1 || 436-2A D C C D E - INTERNAL CONNECTING // WIRES OUTSIDE FACE PLAN VIEW FRONT VIEW 13.5-GAGE INTERNAL CONNECTING WIRES NOTE: AREA OF OPENING NOT TO EXCEED 10.0 IN2 3.S IN MAX MESH NEED NOT BE TWISTED. SEE TYPICAL ACCEPTABLE MESH STYLES. NOMINAL GABION SIZES LETTER CODE A B C D E F G H 1 J LENGTH WIDTH HEIGHT UNITS = (FT) E 9 12 e 9 12 6 8 12 4.5 3 3 3 3 3 3 3 3 3 3 3 3 3 15 1.5 1.5 1 1 1 3 NUMBER OF DIAPHRAGMS 1 2 3 1 2 3 1 2 3 0 VOLUME (FT) 54 81 72 27 40.5 54 18 27 3E 40.5 TWISTED MESH NOMINAL 3.0-3.3 IN TYPICAL GABION BASKET WELDED MESH TYPICAL ACCEPTABLE MESH STYLES NOTES: INTERNAL CONNECTING WIRE (13.5-GAGE) TO BE INSTALLED ACROSS WIDTH OF INTERIOR GABIONS AND ACROSS WIDTH AND LENGTH OF END GABIONS. INTERNAL CONNECTING WIRE AND GABION MESH SHALL BE GALVANIZED. INTERNAL CONNECTING WIRES REQUIRED ON ALL GABIONS 3.0 FT HIGH AND TO BE INSTALLED AFTERTHE PLACEMENT OF EACH 1.0 FT LAYER PREFORMED STIFFENERS (11-GAGE OR 9-GAGE) ARE AN ACCEPTABLE ALTERNATIVE TO INTERNAL CONNECTING WIRES. INSTALL THEM AS RECOM- MENDED BY MANUFACTURER OR AS DIRECTED BY THE ENGINEER AT 1/3 POINTS. TO AVOID DEFORMATION, PLACE ROCK IN END GABION CELL FIRST, AND CONTINUE BY FILLING INTERIOR GABION CELLS, AT NO TIME SHOULD ANY GABION CELL BE FILLED TO A DEPTH EXCEEDING 1.0 FT HIGHER THAN THE ADJOINING GABION CELL. FOR GABION DIMENSIONS, REFER TO TABLE •STANDARD GABION SIZES*. 100%SUBMITTAL .^^^1^^ir^%faff go lU\ "» C ««« IJl\\ fcip- 6-JO-OB /** \SMi^H®r^4s2lcps^ WARNING 0 1/2 1 IF THIS BAR DOESNOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL MK OCSVCNC MM. M1E Wsm am. CMJRDMA KI13<Ba)a<-022 ro(«ffia*-«5J .—run mi* "ALE HORIZONTAL ASIHOWN VERTICAL ASSHOWN •AS - BUILT" PF fv. DATE REVIEWED BY: INSPECTOR DATE DATE ENGINEER WHIM. OF WORK A REVISION DESCRIPTION ^DATE OTHER AP MTIAL mmi. DATE cmr AP INITIAL PROVAL SHEET 18 CITY OF CARLSBADENGINEERING DEPARTMENT SHEETS 22 OfPSOVEUEMT PLANS FOR GABION STRUCTURE DETAIL - 2 APPROtdh OAWD A. HAUSER DEPUTY QTY ENQNEER PE: 330ai EmMES: 06/30/00 DA1E OWN BY: JS£ 1| PROJECT NO.CHKOBYSBB 333...RVWD BY: IL 333IM DRAWING NO. 436-2A B D C tl I r L i f L. p iL i c f 31 PHASE 1 PHASE 2 PHASE 3 CROSSING WIRE(Typ) GABION BASKET DETAIL INSTALLATION 8 FILLING NOTES: 1. AFTER THE FOUNDATION HAS BEEN PREPARED. THE PRE-ASSEMBLED GABIONS ARE PLACED IN THEIR PROPER LOCATION TO FORM THE STRUCTURE GABIONS SHALL BE CONNECTED TOGETHER AND ALIGNED BEFORE FILLING THE BASKETS WITH ROCK. ALL CONNECTIONS (PANEL-TO-PANEL AND BASKET-TO-BASKET) SHALL ALREADY BE CARRIED OUT AS DESCRIBED IN THE ASSEMBLY OPERATIONS. 2. ROCKS FOR GABIONS MAY BE PRODUCED BY ANY SUITABLE QUARRYING METHOD AND BY THE USE OF ANY DEVICE THAT YIELDS THE REQUIRED SIZES WITHIN THE GRADATION LIMITS CHOSEN. ROCKS SHALL BE HARD, ANGULAR TO ROUND. DURABLE AND OF SUCH QUALITY THAT THEY SHALL NOT DISINTEGRATE ON EXPOSURE TO WATER OR WEATHERING DURING THE LIFE OF THE STRUCTURE. 3. GABION ROCKS SHALL RANGE FROM BETWEEN 4 INCHES AND 6 INCHES (100-200 mm). THE RANGE IN SIZES MAY ALLOW FOR A VARIATION OF 5% OVERSIZE AND/OR 5% UNDERSIZE ROCK, PROVIDED IT IS NOT PLACED ON THE GABION EXPOSED SURFACE. IN ALL CASES. THE OVERSIZE ROCK SHALL NOT BE LARGER THAN 12 INCHES (300 MM) AND THE UNDERSIZE ROCK SHALL NOT BE SMALLER THAN 2 INCHES (50 MM). 4. DURING THE FILLING OPERATION SOME MANUAL STONE PLACEMENT IS REQUIRED TO MINIMIZE VOIDS. THE EXPOSED FACES OF VERTICAL STRUCTURES MAY BE CAREFULLY HAND PLACED TO GIVE A NEAT. FLAT AND COMPACT APPEARANCE. THE CELLS SHALL BE FILLED IN STAGES SO THAT LOCAL DEFORMATION MAY BE AVOIDED THAT IS, AT NO TIME, SHALL ANY CELL BE FILLED TO A DEPTH EXCEEDING 1 FOOT (300 MM) HIGHER THAN THE ADJOINING CELL. CARE SHOULD BE TAKEN WHEN PLACING THE STONE TO ASSURE THAT THE PVC COATING ON GABIONS WILL NOT BE DAMAGED. 5. STIFFENERS SHALL BE PROVIDED AS INDICATED, FIXED AT 1/3 AND 2/3 OF THE HEIGHT FOR 3 FOOT OR 1 m GABIONS AS THE CELL IS BEING FILLED. IN 1.5 FOOT (500 mm) HIGH UNITS STIFFENERS MAY BE FIXED AT THE HALF HEIGHT LEVEL, IF REQUIRED. MINIMIZE THE NUMBER OF VOIDS BY USING A WELL-GRADED STONE AND AVOID LARGE STONES IN ORDER TO ACHIEVE A DENSE. COMPACT STONE FILL ALL CORNERS SHOULD BE SECURELY CONNECTED TO THE NEIGHBORING GABIONS OF THE SAME LAYER BEFORE FILLING THE UNITS. 6. WHEN MORE THAN ONE LAYER OF GABIONS IS REQUIRED IN ORDER FOR THE INDIVIDUAL UNITS TO BECOME INCORPORATED INTO ONE CONTINUOUS STRUCTURE, THE NEXT LAYER OF GABIONS MUST BE CONNECTED TO THE LAYER UNDERNEATH AFTER THIS LAYER HASBEEN SECURELY CLOSED. 7. PLACEMENT SHOULD BE FRONT-TO-FRONT AND BACK-TO-BACK SO THAT PAIRS OF FACING LIDS CAN BE WIRED DOWN IN ONE PROCESS. B. SECURE THE END FROM WHICH THE WORK IS TO START BY PARTIALLY FILLING THEEND UNIT WITH ROCK. * ALL DIMENSIONS ARE IN FEET UNLESS OTHERWISE SHOWN 100%SUBMITTAL •##*^^^.. IL\ No. C 054967 Ltt \\bf- 6-30-OByy ^^^ WARNING 0 1/2 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL 9665 CHESAPEAKE DM. «1E 201SAN KCQ.CAUFQMA RIJJ<BSfl) 514-8622 FAX (MS) S)4-OBU ^ HORIZONTAL ASSHOIW VERTICAL AsaxaiN •AS -BUILT" >.r ryp DATE REVIEWED BY- INSPECTOR DATE DATE ENOWSt MTTIAL OF mom /N REVISION DESCRIPTION DATE mat AP INITIAL nOVAL DATE CITY AH INITIAL PPOVAL SHEET 19 CITY OF CAR15BAD ENGINEERING DEPARTMENT SHU: IS | 22 IMPROVEMENT PLANS FOR GABION STRUCTURE DETAIL - 3 DEnjir CiTr tnuncui ft: JJ06) EHtNtx oe/jo/to DATE DVkN BY: BSC CHKO BYiaCRVWD BY: PROJECT NO. II DRAWING NO. 3338-1 || 436-2A c c E B L E § ?y I 0 L C L C -.MANHOLE ELEV =4750" I 45' RT OF "AHT STA 37+24-.IB? x B2.CMP . = 4175'. I. i . . T OF "AMI STA r ~ '"37-HB2 FINISHE&IGRADE , -Ll- 1120' L lt*0_.i- 160. ..00; i 80 „. 100 ... 120, , -140 BO 80.. . . 1 SECTION INSTALL CONCRETE HEADWALL INSTALL CONCRE fE HEADW INSTALL CONCRE 'E HEACWALL SEE SHEET, 21 FOR M1SCEU/ NRXJB P EXISTING . WATERUN6 t4'CT OFfCCT STA134+2B PROPOSED GABION STRUCTURE EXISTING : SEWERLINEi?-pvc 8X*) INSTAIL CONCRETE"HEAOVVALL REMOVE'18'x 1'-! 'CMP 11XAJ INSTALL CONCRE FEHEACfWALL ' - r f - 7 *~i- 60% SUBMITTAL- x^^^^S^v 4r%IL\ No. C 054987 Lj \\bf- t-X-m/*// ^8&>*£ix&&w^sjrjj^r WARMNG D 1/g 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING ISNOT TO SCALE. BROWN AND CALDWELLMS ofsirvn DM, junc mSDH OCGtkOVOMU UIU(Kelsn-Bna FAI lew ama wmk B*". HORIZONTAL «S«MO«IN VERTICAL MSHO«« •AS - BUILT f_t n» DATE REVIEWED BY: INSPECTOR DATE DATE ENONCER -iraST F wonc A REVISION DESCRIPTION DATE one* «•mow. DA1E cmrAf HUM. PK»«. SHEET 20 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 22 IMPROVEMENT PUUB FOK DRAINAGE PROFILES APPROKD: DAVD A. HAUSER DEPUTY OTT ENGHEER PE M001 EWKES X/XflX DA1E OWN BY: Mt CHKD BY: IKPVWD ?Y- PROJECT NO. II DRAWING NO. 3338-1 || 436-2A (1 D E I! L E n 1 -ROLLED CONCRETE CURB CONCRETE OVERSIDE DRAIN NOT TO SCALE EXISTING AC OR PCC TOP OF ROLLED CURB w SECTION NOT TO SCALE o 1 2 3 4 10 LOCATION/STATION 401 RT "AH" STA 19+50 4ffLT "AH" STA 21+55 4ffRT "AH" STA 24+85 301 LT "AH" STA 29+53 ZRT-CC-STA 17+67 W 3 3 e 3 if L 13' 8 a 9 z FG 32 3Z 33' 34' 41' SECTION AC NOT TO SCALE ROUNDED PIPE ENDS SEE DRAWING D-61 STRAIGHT CONCRETE HEADWALL TYPE B NOT TO SCALE SINGLE PIPE ELEVATION DIAMETER (D) 12"i Mr 18' 24" 30" 38" A 2'-0" z-a z-<r z-er Z-6" 3'-0" W r-o- r-r r-z" r-5" r-9" 2'-0" H 4xr 4'-3" 4'.6" 5'-6" exr 7MT L 4'-0" s-cr 6MT 8'-0" W-O" 12--0" CONC VOLUME 0.46 cy 0.63 cy 0.83 cy 153 cy 2.41 cy 2.86 cy NOTES: 1. CONCRETE SHALL BE (56OC-3250) 2. CONCRETE CORNERS SHALL BE CHAMFERED 3/4". 0 5 6 7 8 9 11 LOCATION/STATION 251LT"AH"STA37*OB 2SLT "AH" STA 37+82 45-RT-AH-STA37+24 14'LT-CCrSTA 04+26 3'LT-CC-STA 08+48 S'RT'CC'STA 21+01 D 18" IB- IS" 24" 18" 8" FG 35' 351 351 3T 37.S 44' B 6" B" 6" 6" 6" 12" NOTES: 1. THE MINIMUM HEIGHT OFFSET (B) FROM THE FINISHED GRADE (FG) SHALL BE 6". IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELLMas oestftNC owe. «IE MSAN OCCO, CMJFOMU KtU(au) 5i4-m: FM (Kgjs+m VERTICAL «3 SHOWN "AS - BUILT" REVIE»ED BY: HUM. ENGINEER OF *OBK 3" MAX GAP \ 6". MINTOVERLAP ON EACH PIPE 6" OVERLAP FINISH SMOOTH WITH CLASS C 7 MORTAR -CUT PIPE END NOTES: 1. PIPE COLLAR DOES NOT HAVE TO BE FINISHED IF COVERED. 2. CONCRETE SHALL BE (560-C-3250). 3. WHERE GAP EXCEEDS 3" BUT IS NOT MORE THAN 6" AN INTERNAL FORM SHALL BE USED. SECTION NOT TO SCALE PIPE COLLAR NOT TO SCALE 100%SUBMITTAL REVISION DESCRIPTION an APPROVAL 21 ARLSBADENGINEERING DEPARTMENT 22 FLANS FOE: MISCELLANEOUS DRAINGE DETAILS APPROIdk DAW A. I OEPUIY OTT oiciMEfn re saoai EXPIRES: tx/x/oa OAIE BY: JCHKD BY: 1 D BY:. PROJECT NO. 3338-1 DRAWING NO. 436-2A D D D I I I L G «?4 2I 0 PROPOSED MASONRY WALL - SEE SHEET 14 EQUAL EQUAL 151 • PROPOSED MASONRY WALL SEE SHEET 14 NOTES: 1. ALL GATE FRAME MEMBERS SHALL BE GALVANIZED STEEL AND PVC COATED. 2. THE CONTRACTOR SHALL COORDINATE THE FABRICATION AND INSTALLATION OF THE GATES IN CONJUNCTION WITH THE INSTALLATION OF THE RELOCATED MASONRY WALL. 100%SUBMITTAL 1FIi No. C 054967 L\bp. 8-30-08 /y^a^r WARNING 0 1/8 1 IF THIS BAR DOES NOT MEASURE 1"THEN DRAWING IS NOT TO SCALE. BROWN AND CALDWELL ms atsmx an. Ml mSW OEGa CUFOIMH B2I29(«) si4-«22 rui tea) xt-ma ^^r HORIZONTAL ASSHOWH VERTICAL AS SHOWN "AS - BUILT" P.E n» DATE REVIEWED BY: INSPECTOR DATE DATE ENGINEER INITIAL OF WORK A REVISION DESCRIPTION DATE OTHER AP INITIAL PROVAL DATE CITY AP INITIAL PROVAL SHEET 22 | CITY OF CARLSBAD 1 ENGINEERING DEPARTMENT SHEETS 22 IMPROVEMENT FLAMS FOR SWING GATE DETAIL APPROVED: DAVO A, HAUSER DEPUTY OTY ENGMCER PE: 33061 E&TRES: 06/30/t» DATE OWN BY: —PROJECT NO. || DRAWING NO. 3338-1 || 436-2A