Loading...
33982 (2)24 i��nnuu IE 1 a 'I •• L ZD eat a Quinta O N S I TAE :HYDRO LOGY STU DY ,j 4�Y cb(7� TILI �p �P lb p re r d4f6r: o h T e, Enha , a a Quinta, �'. o .� ��0 � Pep + a PA? Ad..Id+ oCo ac Joniss C Andrew r 0 - iar.T7 0 0 ng i `PE P ,. O � o o, U `0 i �E. T-A-4f 4 4 a" P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 PUBLIC WORKS DEPARTMENT 78 -495 CALLS TAMPICO (760) 777 -7075 LA QUINTA, CALIFORNIA 92253 FAX (760) 777 -7155 SUBJECT: PCN 08047 TTM 33982 ENCLAVE AT LA QUINTA PRELIMINARY ONSITE HYDROLOGY STUDY DATE: October 10, 2008 INSTRUCTIONS TO APPLICANT: 1) Please provide a written response to each comment on the following pages or in green line on the redlined plans. 2) Please revise originals and reprint Plans and /or Calculations as necessary for corrections. 3) Please return all red- marked Plans, Back -Up Documents, Specifications, Calculations or Reports with the resubmittal, if applicable. 4) Please assure that each sheet of the resubmitted Plans and the title, cover or signature sheet of the Documents, Specifications, Calculations or Reports include the preparer's name and telephone number and are wet - signed and stamped by the licensed preparer as prescribed by California Business and Professions Code Section 5536 (Architects).and Section 6735 (Civil Engineers). Resubmittals will not be accepted with signatures missing. 5) Please return this list, your written responses, and all documents listed above with your resubmittal. REQUESTED PUBLIC WORKS CORRECTIONS (4th Round Check): The Preliminary Hydrology report prepared by PACE, dated September 8, 2008 is approved for entitlement purposes following completion of the following corrections: Please provide a lettered drainage lot between Lot 417 & Lot 418. The proposed call out of a drainage easement with a potential flow rate of 72 cfs across a privately owned driveway is not approvable. 2. Please ensure CVWD well sites are designed with sufficient retention to accept all blow down water within the well site area. The proposed CVWD well sites are isolated from the centralized retention area and as such, may not discharge to the centralized retention area (Basins B1 - B4). Post entitlement improvement plans should include all design features documented in the Pace transmittal letter of September 23, 2008. Public Works notes that the lot numbering system has been modified from previous submittals. Public Works is forwarding these comments to the Planning Department for further entitlement processing. Sincerely, Timothy R. Jonasson, P.E. Public Works Director/ City Engineer PACE Advanced Water Engineering September 23, 2008 Ed Wimmer, PE City of La Quinta Public Works Department Development Services Phone (760)777 -7075 Fax (760)777 -7155 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study #8223E Comment Response Letter dated September 8, 2008 Dear Mr. Wimmer: Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the Review of The Enclave at La Quinta Preliminary Onsite Hydrology Study dated September 8, 2008. The responses from PACE are as follows: Requested Public Works Corrections Ord Round Check — August 2008 Preliminary Hydrologv Report): A Developer, City, FOR meeting was held on August 26, 2008 to discuss the remaining comments for entitlement regarding the 2008 hydrology report. PACE (Hydrology EOR) has agreed to provide City plan check consultant, Bureau Veritas with channel and weir calculations for the channel locations between Lots 163 & 164 and 171 & 190 in the August 26, 2008 meeting. Pace calculations have not been submitted to date. Pad elevations are not accepted by the City Engineer until the water surface elevations for channels and weirs at the site are reviewed and approved. Pad elevations for Lots 199 to 201 will be raised to 402.62 elevation (minimum). Pads at the northern portion of the site have been approved by the City Engineer, to be below the 100 year water surface level, conditional on a water proof design of the perimeter wall and retaining wall systems. _ PACE RESPONSE The lots referred to in the comment have been renumbered as follows. Lot 163 is now 409, lot 164 is 410, lot 171 is 417, and lot 190 is 418. The weir calculation was provided. in Appendix -G of the previous report date August 22, 2008. The opening width for each drainage path is 24 -ft. The 100 - yr peak flowrate for the easterly most drainage path is 72 -cfs. The weir calculation for a broad crested weir is Q= CLH312. If Q =72 cfs, C= 3.0, and L =24ft, then it can be seen by inspection that H (the depth of flow over the weir) is 1ft. The weir calc is also provided in the final version of the report along with channel routing calculations in Appendix -G. 2. MSA (Civil EOR) has agreed to widen the drainage easement between Lots 163 & 164 from 8 feet to 20 feet. Drainage easements (20 feet in width) will be provided between Lots 171 & 190 and Lots 163 & 164. Alignment of the drainage easements to the adjacent street is also requested. PACE RESPONSE The drainage paths have been provided between lots 409 -410 and 417 -418 as discussed above. See TTM prepared by MSA Consulting (Appendix -J). The drainage path between lots 409 -410 is a lettered lot, "Lot -AC ". The driveway over lot 418 will have a 24 -ft drainage easement over it. Mr. Ed Wimmer September 29, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 2 of 3 3. PACE /Developer /MSA also agreed to waterproof the perimeter /retaining walls at the northern portion of the site starting at Lot 1 (northwest corner of the project at Monroe) to Lot 201 (southeast corner of the project) at Avenue 62. The water proofed wall linear footage is estimated to be 5,956 ft. PACE RESPONSE Noted. 4. MSA has agreed to correct the retaining wall height callouts on the Tentative Map to reflect actual conditions. PACE RESPONSE Noted. 5. Storm drain inlets are considered to be insufficient pursuant to City standards. The City Engineer has agreed to proceed with entitlement with a future storm drain system redesign to City standards. A bulking factor for sediment will be added for the final storm drain design. PACE RESPONSE _..._ Noted and agreed. 6. The proposed drywell system was reviewed for 72 hr drawdown requirements. Basins 2 and 4 may require 1 or 2 additional drywells. Final engineering of the drywell system will be required by the City Engineer to verify an average drywell injection rate for 72 hours of 0.25 cfs. PACE RESPONSE Noted and agreed. 7. 'Avenue 62 design will be modified to a straight grade condition at a 0.35% gradient. PACE RESPONSE Noted. 8. Conditions of Approval shall require storm drain and retention basin maintenance (with offsite acceptance facilities) to be referenced in the project CCR's and the facilities maintained by the- Enclave HOA pursuant to the signed offsite drainage acceptance letter. PACE RESPONSE Noted. 9. Pace's Enclave preliminary hydrology report dated August 2008 will be held at the City pending resolution of the pad elevations next to the drainage easements /channels. PACE RESPONSE The revised complete report (September 2009) contains drainage easement routing calculations (Appendix G) and computed water surface elevations to show that flood protection is provided to the adjacent pads. PACE Mr. Ed Wimmer September 29, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 3 of 3 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study Comment Response Letter dated September 18, 2008 1. Please provide an emergency overflow for the proposed inlet. Flat grated inlets may plug easily, and if plugged, would divert flow to the adjacent property owner. Please provide channel calculations and drainage easements are previously requested. PACE RESPONSE Should the grate become blocked, offsite flow will pass over the grate and flow into The Enclave property through the drainage easement on lot 418. The revised complete report (dated September 2008) contains channel routing calculations for this situation (Appendix G) to verify that all adjacent pads have freeboard during emergency conditions. If you have any questions regarding the above responses, please do not hesitate to contact us at (714) 481 -7300. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. onis Smith, PE Senior Project Manager — Stormwater Management JS /as P.1822305- Administrative )Lettersioutlwimmer, Ed Response Letter 09- 29- 08.doc PACIFIC AL3VANCED CIVIL ENGINEERING, INC. 17520 Neivhope Street, Suite 200 a Fountain Valley, California .92708 0 7 14.48 1.7300 F fax: 714.451.7299 Mr. Brett Kelly GREEN HILLS DEVELOPMENT GROUP, LLC 4041 Dover Rd La Canada, CA 9.1011 Phone: (760) 391 -8192 Page 1 of 2 Re: The Enclave at La Quinta Job # 8223E Dear Mr. Kelly: AGREEMENT FOR DRAINAGE ENCUMBRANCE I, the undersigned, hereby certify that I am the owner of land as described as: Parcel 764 -300 -' 017 and have' reviewed the proposed improvements which consist of grading and future construction of.a storm drainage system which will traverse Tentative Tract 33982 as shown on Tentative Tract Map 33982. .I hereby agree to accept the surface waters from the proposed development onto the above described land and acknowledge my responsibility to guarantee and maintain free flow of said surface waters to a satisfactory point of disposal. It is further agreed to permit the developer (Bayshore Development, LLC) or assigned representatives of said Tentative Tract 33982 to enter upon my real property identified as Parcel 764 - 300 -017 and construct the necessary works to convey, contain, treat, and dispose of flows. The necessary works to be constructed on the parcel of land under my ownership, identified as Parcel 764 - 300 -017 shall include a conveyance channel or conduit, a retention basin with maximum storage capacity of 0.7 ac -ft, and -a dry well.. In the event that a volume of water exceeding u:7ac -ft is conveyed to said basin then, the excess volume of water may be conveyed back to. the public right-of-way of 62nd Avenue. At such time as said works are constructed and an association of homeowners governing the covenants, conditions, & restrictions of the residents of Tract 33982 is formed, the responsibilit er for etual maintenance 'of said conveyance works, retention basin, and dry well shall be'borne b sai association of homeowners. At such time as the final development of Tract 33982 and the po ton o 62. Avenue east of the project's south entry road said dry well will be designed, constructed, and tested for compliance with City of La Quinta drawdown time requirements. It is agreed that this acceptance of surface waters and assurance of maintenance by the Enclave HOA shall be binding on all heirs, executors, successors, or assigns having interest in all or any part of my property described herein. It is also agreed to hold the County of Riverside and the City of La Quinta harmless of any liabilities for damage to my .property due to construction of the aforesaid improvements. It is further agreed that this agreement is contingent upon my real parcel; Parcel-764- 300 -017, beingannexed into the City bf La Quinta along with �i the Enclave .property. In the event, that said annexation does not occur this agreement shall become null and void. Date: %� U A, C—` • . Na Title Date: !/� n/ ��i �l S "U & 4, r r , Owners ACKNOWLEDGEMENT BEFORE NOTARY PUBLIC (ATTACH FORM) 3 -ffZg 'ON 80f wo- aj —ed—m I OO£CTRO (tlJ :d 8002 1SNgNv ]Itl0 BOLZ6 VJ 'A6u.i aaui53 I Off aTinpa3u15 ado4MaN OZ5L1 )�„JI ( /JA1rJAU\ G /JAU,ALII u ♦ >•"., II L /JAl \� buijaaw6u3ia;eM pa�uenp6' �7 I�t I n f� �7 �1 S r 03NO3N0 E3%JVC3 �� A RI /��LJ LEI � ) G�V(�l1 1 7 wnvaa AV gl& V L1C�JlJ\JH aN 03N9IS30 . 37VOS Ol ION 3lvas T- w J T o - z 1— X NN C) W (/) C/-) O Q – – O N �D rNy f U l� Q O O W (� F -... I— O LLJ —j LL Cn a_ Z W z `} > O m w Q U- ~, U) LLJ 'E` PII z Y I z w Q n m U K-W—q CD OD N m IN = -1 S m D w a 0 rrl 10 va o F x s iT N co co N N W TI C7 W PO CL f O Q W D ci 0 n N CD W w V Cl (N wd �0 LO jo 800Z '61 -bny uo uoajl :A8 V� Old :qo1 — bmp 8� Old— �ZZ8\ S }!q!gx3logolO \buuaau!bu3 \3�ZZ8\ d bmp Ilxy8 X1381 -2ZZ2 :sjajx w le� � M R/W R/W STREET CROSS SECTION _ PER MSA GRADING EXHIBIT , Q C/L � � o H. W. BASIN INVERT ___ U_ 007 MIN. W o w w o 24" RCP CULVERT s Lu H.W.S.= PEAK WATER SURFACE ELEVATION W w N� OVERFLOW WEIR V a �Q a ;a NOT TO SCALE wd �0 LO jo 800Z '61 -bny uo uoajl :A8 V� Old :qo1 — bmp 8� Old— �ZZ8\ S }!q!gx3logolO \buuaau!bu3 \3�ZZ8\ d bmp Ilxy8 X1381 -2ZZ2 :sjajx ,ud 20 Lo jo 80OZ '61 .bnV uo uoa}! :A8 V� 013 :qol — bMP 8£ 01�— �Z68\ s }!q!4X31ogo19 \ouuaau!ou3 \3�Z68\ d bMP llXy8 >1381 -2ZZ8 :sjajx w `a ] c� R/W R/ ; STREET CROSS SECTION _ _ PER MSA GRADING EXHIBIT , Q Q� C/L H. W. ® . o. V.S.t Q A Ql Nl INVERT 0.007 MIN W o Lw a j, U D 24" RCP CULVERT s W 3 H.W.S.= PEAK WATER SURFACE ELEVATION U� 03 Sn u dw m ^ OVERFLOW WEIR o a;a NOT TO SCALE ,ud 20 Lo jo 80OZ '61 .bnV uo uoa}! :A8 V� 013 :qol — bMP 8£ 01�— �Z68\ s }!q!4X31ogo19 \ouuaau!ou3 \3�Z68\ d bMP llXy8 >1381 -2ZZ8 :sjajx ft� PACE Advanced Water Engineering Transm'Ittal To: Ed Wimmer From: Jonis Smith, MS, PE Wally Nesbitt City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Phone: 760 - 777 -7075 Date: August 14, 2008 Re: Enclave at La Quinta Onsite HydrologyJob #: 8223E Study TRANSMITTED: (1) Copies to Ed Wimmer (1) Copy to Wally Nesbitt These are transmitted for your use in. Should you have any questions, or require additional information, please do not hesitate to contact us. SENT VIA: Executive Express COPY TO: ie& ze� (on5 N I _L PACE Advanced Water Engineering r - VED DATE: 8/22/2008 AUG 2 610 08 OVERHEAD NO.: 8223E P vV®pw ATTENTION: Ed Wimmer City of La Quinta, Public Works Dept 78495 Calle Tampico La Quinta, CA 92253 PHONE: (760) 777 -7075 SUBJECT: Enclave @ La Quinta FROM: Jonis Smith, PE TRANSMITTED: (3) Copies of Figure 3A — Overflow Weir (8 '/2" x 11 ") (3) Copies of Figure 03 — Proposed Condition Hydrology and Hydraulic.Map (24" x 36 ") The enclosed is transmitted for your review. Should you have any questions, or require additional information, please do not hesitate to contact us. SENT VIA: FedEx (Standard) COPY TO: Accounting File PACE Advanced Water Engineering 0 T To: Ed Wimmer City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 RECEIVED AUG 18 2008' Development Services tta From: Jonis Smith, MS, PE Phone: 760 - 777 -7075 Date: August 14, 2008 Re: Enclave at La Quinta Onsite Hydrology Job #: 8223E Study TRANSMITTED: (1) Copy of the red -lined Enclave at La Quinta Onsite Hydrology Study, dated May 2008 (1) Copy of- the'.revised Enclave at La Quinta.Onsite.Hydrology Study, dated August 2008- . These are transmitted for your use in. Should you have any questions, or require additional information, please do not hesitate to contact us. SENT VIA: FedEx (Standard) ,COPY TO: Accounting' File I I � I I I I 1 I I I I I � b / I / / / o � i o / i M i M� - -- - - - - - -- \o � r I I BASIN B3 I I WSloo=399.9 BOTTOM =394.7 i i I �I II� i i i i i milli BASIN B3 CONTOUR ELEVATION AREA (SF) AREA (AC) VOLUME (AC -FT) 401 47,662 1.09 5.4 400 44,101 1.01 4.3 WS =399.9 43,752 ✓ 1.00 4.2 ✓ 399.0 40,656 0.93 3.3 398 37,315 0.86 2.4 397 34,074 0.78 1.6 396 30,930 0.71 0.9 395 27,889 10.64 0.2 BOTTOM =394.7 27,006 10.62 0.0 mo �� R 0' 30' 60' 90' 120' SCALE 1 " =30' it Ii I I I 0 41 0 j!..� `rte THE ENCLAVE AT LA QUINTA RETENTION BASIN VOLUME EXHIBIT 3 DESIGN BY MSA CONSULTING, INC. sMs PLANNING ■ CIVIL ENGINEERING ■ LAND SURVEYING DRAWN BY sMs 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 BSK S n i s i 1 1 r 1 i I i i li __ I� PACE Advanced YYaterEngfaeering June 27, 2008 Timothy R. Jonasson, PE Public Works Director / City Engineer City of La Quinta 12 P.O. Box 1504 La Quinta, CA 92253 Phone (760)777 -7075 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study 2nd Check Dear Mr. Jonasson, a Fax (760) 777 -7155 Page 1 of # 8223E Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the second review of The Enclave at La Quinta Preliminary Onsite Hydrology Study. The responses from PACE are as follows: Comment: 1. Report Introduction (Page 1) is incomplete — please add evaluation and determination of the existing storm runoff flow from the offsite Date Orchard to the historic exit point located at Avenue 62 and the southeast corner of the project site. PACE Response: It is our opinion that the introduction is complete as provided. Evaluation of the existing date orchard was not one of the objectives of this project. The date orchard is surrounded by an embankment/berm that was constructed and is maintained by the farm operator to provide flood inundation irrigation for the date palms. Stormwater is purposely retained on the date orchard property. The existing conditions hydrology is shown on Figure 2, discussed in Section 3.4 on Page 7. A memo was prepared by PACE on July 5, 2007 and provided to Mr. Walter Nesbitt to thoroughly explain the condition of the Medjool Date orchard, the irrigation practices, the berms, and the effect on their combined effect on the existing condition hydrology. Please see the attached copy of said memo. Please note that the assertion that the "historic exit point' of runoff from the offsite Date Orchard is at the south east corner of the project site at Ave. 62 is incorrect. Please visit the site to observe the actual existing condition. If by using the word "historic" it is meant to refer to a time before the date orchard operation and or other anthropogenic affects on the watershed then, that watershed would be much larger in the existing condition because by the same token we should ignore the existing roadways and road side ditches in the upstream watershed which currently limit the watershed size to 60th avenue on the north or conversely to the berm located along the northerly project boundary between the site and the date orchard. Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Pape 2 of 12 Comment: ` 2. Title sheet, Please sign and stamp the report — all reports submitted to the City are requested to be signed and wet stamped by EOR. PACE Response: Comment noted. The title page has been revised to bear the engineer's wet stamp and signature. Comment: 3. Avenue 62 discharge conditions are unclear. Hydraulic calcs of Ave 62 spread has not been provided nor reviewed and approved. Hydraulic (cfs at 10 and 100 year) and Hydrologic (total offsite volume) calcs of existing Date Orchard storm runoff (include all existing depression volumes) has not been compared with proposed Ave 62 conditions. PACE Response: Discharge flowrates and volumes from Avenue 62 are shown on the proposed conditions hydrology map, Figure 3, for 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storms as provided. Calculations are shown in Appendix G demonstrating that the north side of Avenue 62 may convey 24.8 cfs with a 12' dry lane, as provided. The proposed curb opening catch basins on Avenue 62 will intercept storm runoff in the street section of Ave. 62 such that 12' dry lane will not be compromised in the worst case scenario (100 -yr 1 -hr storm) as indicated in the calculations provided in Appendix G, sheets 1 -4 entitled "Street Flow Calculations" and Figure -G. Please note the statement indicating that the, "hydraulic calcs of Ave 62 spread has not been provided nor reviewed and approved" i,s misleading. The calcs have been provided in the location of the report as specified above and comments were provided on the calcs as provided in the report. Please review response to Comment #1 with regard to the offsite date orchard as well as the attached memo dated July 5, 2007. k Comment: 4. Page 1 under bullet number 2, the "Drainage Agreement. " letter has not been executed. PACE Response: Comment noted. A formal drainage agreement is pending. We anticipate full execution. Comment: 5. Page 4, this project is located in LQ Zone 6 which is (1hr, 3hr ... etc (1.90, 2.50, 3.00, 3.75 in /hr)). Please recheck Q's via Rational Method. PACE Response: A review of the property location with regard to the City of La Quinta Rainfall Zone map indicates that the property is in Zone 6 as noted. We were not aware that the map was available at the time of creation of the report. The hydrology model will be revised to use smaller rainfall values and less resultant storm runoff. A rational method analysis would not be sufficient to PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 3 of 12 model the project watershed or proposed improvements since there are . several proposed retention basins in series with cascading flows from one basin to the next. We are open to suggestions as to how would to develop an accurate hydrologic model using the rational method? Also, the rational method peak flowrates generally correspond to the unit hydrograph 3 -hr storm interval. Comment: 6. Existing condition hydrology map, the offsite Date Orchard flow by topo contour layout (not including the man made agricultural ditch) indicates that the historic flood route crossed into the properties located east of the project site and never accumulated at Ave 62 labeled (SECP) until the agricultural ditch was installed. Therefore, the rerouting of flood waters between Ave 62 and the Date Orchard may not be approved without justification. Also provide comparison data for Date Orchard in Area 1 only, do not include Area 2. PACE Response: The'existing conditions hydrology was performed considering the conditions that currently exist, including anthropogenic features such as roads, berms and ditches. If topo is available prior to human activity in the area, it presumably indicates a rather uniform regional sheet flow to the south east, and thus a likely historic flowrate at Avenue 62 and the eastern property boundary which would be much larger than calculated using the actual existing conditions. Also, the statement, "rerouting of flood waters between Ave 62 ad the Date Orchard may not be approved without justification" is misleading. A review of existing condition topographic contours indicates that storm runoff across the project site (between the date orchard and Ave 62) indicates that storm runoff generally traverses the site trending from the northwest to the southeast. In addition, the existing row crop formation on the site provides drainage channels that discharge 100% of the onsite storm runoff to the southeast corner of the project. Please visit the site to observe the actual existing condition of the project site. The references to "Area 1 and Area 2" are unclear. Where are these areas defined? In addition, to clarify, none of the offsite area north of the project site, including the date orchard(s), the date processing facility, nor the furniture manufacturing facility have been included in the existing or proposed condition hydrology analyses. Only the area labeled "OFFV is actually tributary to the project site in the existing and proposed condition. Comment: 7. Existing hydro map, be consistent with RCFC and please use RI value which should be for . soil group B RI = 58 (either Orchard or Perennial grass in good cover). PACE Response: The recommend RI value in the above comment "RI =58" is incorrect. The existing site is neither orchard nor perennial grass. The existing site is row crops. Carrots are grown onsite. The RI value is correct as provided in the hydrology study. It is based on the actual and correct land use, as observed during field inspection, according to the RCFC &WCD Hydrology Manual. The parameters are summarized on the existing conditions hydrology map, Figure 2 as provided. The existing landuse is row crops .(carrots) with good cover, soil type is B. These parameters indicate a RI value of 78 per RCFC &WCD Hydrology Manual plate E -6.1, 2 of 2. A copy has PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 4 of 12 been provided for you review. Please visit the site to observe the actual existing condition of the project watershed. Comment: 8. Existing hydro map, an understanding of hydro results is requested. City and FOR estimates are as follows: Subject City FOR Governing Storm 1 hr 6hr Area 160 Sub areas not provided Runoff —18 acre -ft - 31.1 acre -ft PACE Response: The existing conditions hydrology calculations are summarized on Figure 2. The land use, soil type, runoff index, impervious area, loss rate, and watershed area are shown. Precipitation values were obtained from The City of La Quinta Engineering Bulletin #06 -16 for Zone -5, as described in Section 3.2, page 7 of the report. The RCFC &WCD short form hydrograph methodology was used to obtain the flowrates and volumes, which are shown on Figure 2 for the 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storm events. Since Zone -5 precipitation values were used in the analysis provided by PACE it stands to reason that the calculated resultant storm runoff would be comparatively greater than those calculated using Zone -6 precipitation values. How were the city values calculated? Comment: 9. Proposed Condition Hydro Map: a. Please use consistent terminology with that of RCFC. The use of RI instead of CN.. PACE Response: Comment noted. The exhibit and report have been revised to use RI in place of CN. However, these terms are commonly used interchangeably and are commonly understood to refer to the same set of values developed by the Soil Conservation Service (SCS) to indicate the runoff potential of various combined land uses and soil types. Comment: b. Please provide a runoff run showing the entire site using Average Imp and RI values. PACE Response: An very detailed analysis has been provided to support the entitlement of this project. A more general method would have been provided and preferred if we thought it would be acceptable to the city. It appears that that the results would be identical to the analysis provided for the existing condition. Comment: 10. Proposed improvement hydro map, Monroe and Ave 62 shows considerable landscape area > 50 %. Note, storm flow should not cross the R/W boundary line. Please explain where all the landscape area is located. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 5 of 12 PACE Response: The landscaped area is provided between the back of lots and the back of walk. The area between the ROW and the back of the adjacent lots is landscaped, as shown on proposed conditions hydrology map, Figure 3 and the grading exhibit prepared by MSA as provided. Runoff from the landscaped area in Monroe Street watershed does not cross the ROW it is contained in proposed swales and ditches between the back of lots and the back of walk for the area north of the Monroe Street entry road, "Street -A ". The grading of the landscaped area along Monroe south of Street -A will be revised to include'a swale or ditch to prevent runoff from crossing the public ROW. An existing CVWD easement in the landscape area along Avenue 62 precludes grading to prevent water from crossing the ROW along Ave 62. An agreement for exemption from this requirement will be required for Ave. 62. Comment: 11. Proposed and Existing condition hydro maps, project SE corner (low point of project, please indicate if downstream conditions runs into a sag or is fully flow by providing the elevation of the HP of the sag or if flow by indicate the location of the nearest sag and provide HP elevation. Please clarify spreads as applicable. PACE Response: Downstream of the SECP the proposed Ave 62 storm drain will discharge 100% of the captured storm runoff up to and including the 100 -yr storm to the proposed 0.8 ac -ft retention basin on the adjacent property owned by Mr. Brett Kelly. Permission to do so will be granted via the pending drainage acceptance letter. Therefore the nearest sag, highpoints, and spreads in Ave. 62 downstream of the project site are not considered in this analysis. Please re- review the grading exhibit prepared by MSA and Figure -03 as provided. Comment: 12. Propose hydro, show the max CFS at LP or storm runoff exits of the agricultural fields (OFF1). Please recheck overflow inlet sizing. PACE Response: - The runoff flowrate and volume for watershed OFF1 is shown on the proposed conditions hydrology map, Figure 3, for the 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storms. The inlet sizing appears to be adequate as provided and explained in detail in the response to comment # 32, please see below. Comment: 13. Proposed hydro, show intentions of the project to prevent offsite flows from entering into this project. Please provide information that historic flow is maintained. PACE Response: As shown on the proposed conditions hydrology map, there is an existing berm which retains runoff on the date orchard. There is also a proposed garden/ retaining /perimeter wall on the property boundary as indicated on the Grading Exhibit prepared by MSA, as provided. In 1� PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Pape 6 of 12 addition, please note the proposed grading will raise the development pads above the existing offsite grade adjacent the northerly project boundary as indicated on the Exhibit, as provided. Please re- review the grading exhibit and hydrology map. In addition, the assumption that "historic flow" is not maintained is incorrect and the statement is misleading. This theme is repeated here from comment #1 and again several times in various other comments. Please visit the site to observe the actual existing condition. If by using the word "historic" it is meant to refer to a time before the date orchard operation and or other anthropogenic affects on the watershed then, that watershed would be much larger in the existing condition because by the same token we should ignore the existing roadways and road side ditches in the upstream watershed which currently limit the watershed size to 60th avenue on the north. Historic flow or the lack thereof is unchanged by this project. . Comment: 14. Proposed hydro, recalc date orchard area using LQ Zone 6 (or indicate that FOR wants Zone 5 instead of Zone 6) and RI = 58 (Orchard per RCFC). PACE Response: A review of the property location indicates that the property is in Zone 6 as noted. The hydrology will be revised using a lesser precipitation values of Zone -6 and the result will be decreased storm peak flowrates and storm runoff volumes. This change will only support our assertion that the proposed storm management system is both adequate and conservative as provided. The offsite date orchard is irrelevant to the existing and proposed condition as explained in the response to comment #13 and several other responses throughout this document. Comment: 15. Proposed hydro, 1ft freeboard between WSE100 and PE for lot #1 is questioned and does not appear to be met. Typical for any lot next to WSE 100 should show 1 ft freeboard. Check pad heights. PACE Response: Lot #1 is in the very upstream most part of the watershed. It is unclear where the floodwater would generate that would inundate this pad? By inspection it can be observed that the pad has adequate freeboard. 'Because the pad is located at the very upstream reach of the watershed the flow may not be concentrated adjacent to the pad and will be too low to cause flooding. It can be seen that there is a proposed garden /retaining wall along the northerly boundary of the project. Please re- review the grading exhibit prepared by MSA provide in the hydrology study. In addition the proposed pad elevation will be raised to elevation 419.2 -ft compared to the existing elevation of approximately 418 -ft. If the reviewer is asserting that the runoff from the offsite orchard will /may inundate Lot #1 then please review the response to comment numbers: 30, 18, 14, 13, 6, and 1 for explanation as to why such an assertion would be incorrect. Comment: PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 7 of 12 16. Proposed hydro, for subarea B1 and all other retention areas, please show in legend what M.S.E. means and all other abbreviations. Also, storage volumes can not be determined based on data shown for area B1. Clarify how can HWS be > MSE? PACE Response: The meanings of HWS and MSE are shown in the top right hand corner of Figure -3, as provided. The stage -area data for the basins are shown in Appendix C. Labels have been added to Figure 3 to allow independent verification of the stage -area data. Since the proposed drainage system includes multiple basins at different operation water surface elevations in series there will be cascading flow from the upstream most basin to the downstream most basin. The acronyms HWS and MSE infer the variation in the water surface during the storm with cascading flows exiting the basin and the settled maximum storage elevation (MSE) after the storm and cascading flows have subsided. HWS is the peak water surface elevation and is thus higher than MSE for a basin that provides both detention and retention as the proposed basins due. They are retention basins but there is spillage from the upstream basins during the storm event which subsides some time after the storm event. Comment: 17. Proposed hydro, for all lakes used for retention of storm flows, provide topos showing lake surface elev, WSE100, and any other such that volumes can be determined using planimeter. PACE Response: There are no proposed lakes. Comment: 18. Existing hydro map, provide the Date Orchard irrigation flood volume. Depressions are not shown in this area. Please.provide this volume. PACE Response: The existing berms along the northerly project boundary are approximately 1.5 -ft to 2 -ft in height. The subject orchard is identified as Parcel- 764 - 300 -001 located at the south east corner of the intersection of Monroe and 60th Streets. This parcel is a working Medjool Date orchard owned by Dr. X. Fausel. The orchard operator uses a method of irrigation referred to as flood irrigation. To achieve and maintain maximum growth the soil must be wetted to a depth of 6 -ft to 10 -ft at least once during the winter and spring, followed by regular summer irrigations at intervals of 20 to 25 days or less as dictated by soil moisture needs. It takes approximately 8- inches of standing water to moisten the top 6 to 10 -ft of soil'. Because the farmer on this property utilizes flood irrigation to irrigate the crops he has constructed berms around the perimeter of the property as necessary to hold the required volume of water. Along the northern boundary of the Enclave site the irrigation berms range in height from 18 to 24- inches. The farmer maintains the berms in order to prevent the loss of irrigation water as water is turned -into the orchard. The berms are simple earthen berms constructed from piled earthen material. The berms are most likely lightly compacted by the rubber tires of the farm equipment. The farmer turns water -into the orchard 6 to 7 times per year and allows the pond to pool to a depth of 4- inches as necessary to maintain optimum root moisture levels. The land area occupied by the subject date orchard is 9.8 acres. This would provide an irrigation volume of 3.2 acre -ft. If the berms were filled to 18- inches the storage volume would be approximately 7.5 acre -ft due to wedge storage affects. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 8 of 12 Comment: 19. Areas do not fully match inlet to retention basin paths. PACE Response: The implication of this comment is unclear. Please elaborate. Comment: 20. Page 8 of the report, see comments made on this page. Adjusted loss is in question. Conservative everywhere except offsite streets. PACE Response: Loss rates were developed using the procedure described in the RCFC &WCD .Hydrology Manual. Land use, soil type, runoff index, and impervious percentages are as shown on the hydrology exhibits. The impervious fraction of the street is 98 %. The impervious fraction of the landscape area is 10 %. The land use is 42% roadway and 581/6 landscape buffer and the soil type is B. The RI /CN for the roadway is 86 and 56 for the landscape buffer. The calculated loss rate is 0.17 in /hr. The value shown on page 8 is in error as shown as 0.19 in /hr and on Exhibit - 3. This results in an increase of 0.0125 cfs and 0.03 ac -ft of runoff for 100 -yr 3 -hr; an inconsequential and negligible difference. How does the reviewer come up with 0.10 in /hr. Please elaborate or show the reviewers calculation procedure to compare results. Comment: 21. Page 1 of the Ave 62 1 hr runoff calc shows discrepancies that the city needs to understand. Ultimately, the runoff estimated by the city (1.26 acre -ft) exceeds the EORs (0.52 acre -ft). No further calculation checks were performed. Please clarify assumptions and calculations used. PACE Response: Precipitation values were obtained from EB #06 -16, Zone 5. Hydrologic parameters, and watershed areas are as shown on the hydrology maps. Hydrograph development was performed using the RCFC &WCD short form procedure. All hydrologic information used to form the basis of the calculation is provided. Please comment on the procedure and parameters used. Please indicate how the reviewer calculated .1.26 ac -ft for comparison? Comment: 22. Proposed hydro map, the overflow spillway should be provided here or a surface flow with sufficient inlet device (curb removal or other open type system). PACE Response: This comment is unclear. An overflow path and conveyance corridor is provided from Basin B4 to Avenue 62 via Street-"Z". There is an overflow weir from basin B4 between the curb returns at the south easterly corner of the basin. Please note that overflow from a retention basin with no low flow outlet would only occur if the 1 00y event is exceeded. In fact, with a minimum of 1- ft of freeboard provided to the overflow point. The storm volume necessary to overflow the PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta 48223 E Page 9 of 12 basin would correspond to a 1,000 -yr storm event runoff. This is far in excess of the required minimum 100 -yr storm design and even the standard project flood. Comment: 23. Appendix D, the overflow channel. Please provide locations of this channel. PACE Response: The emergency overflow corridor is a street. - The street is labeled as Street "Z" on the TTM. The overflow corridor provides a positive overflow path from the downstream most retention basin B4 out of the project site. Comment• 24. Show .TTM storm drain easements for the emergency spillways or other inlet/outlet structures. _PACE Response: See TTM. The offers of dedication, easements, and corresponding legal descriptions, and dimensions will be based upon the TTM. Comment: 25. Appendix G, Street Flow Calcs for Ave 62 and Monroe 10 yr max spread calcs. City obtains values of Q a bit lower than the EOR. The coefficients used are in question and would like to be explained. That is n, Sw, and max allowed T (spread). Note, according to the General Plan, Ave 62 obtains a bike lane (Modified Secondary Arterial 96' R/W) and Monroe has not bike lane (standard Secondary Arterial = 88ft R/I9. Note, 100 year storm calcs (R/W or TOC) is still required. PACE Response: The street flow calcs are provided. By inspection it can be observed that if the Manning's N- value is changed by 1 one thousandth the resultant change will be minuscule. PACE used 0.017. The city reviewer is recommending the use of 0.016. Please observe that using a lesser n- value, if it made any difference at all, effectively reduces the energy loss due to friction and would result in a lower calculated water surface elevation, a higher flow velocity, and correspondingly as smaller spread width. The N -value 0.017 is in the typical range of 0.015 to 0.017 for roadway gutter. It is a conservative value for street flow spread calculations. Please note the incorrect gutter cross slope was used. -A value of 8.33% was erroneously used rather than 6.33 %. This error has been corrected. -However, it can be observed by inspection that if the gutter slope of 6.33% is used more flow capacity is provided in the street section which further reduces the spread in the street. This further demonstrates the conservatism provided in the calculation provided by PACE. The calculations, as provided, clearly demonstrate that the spread of flow in the street allows for a 12 -ft dry lane in the center of the roadway, the painted median area in a 100 -yr storm,event. It is unclear how the general plan bike lane requirements relate to the hydrology or street flow calcs. Please elaborate. All street flow calcs were provided, please re- review Appendix -G sheets 1 -4 and Figure -G. Comment: 26. Appendix G, catch basin sizing for 10 year storm (note 100 year storm size is still required). Please show L given a Q of 8.6 on Ave 62 and a Q of 3.9 on Monroe. X� PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Pape 10 of 12 PACE Response: All catch basin sizing calculations were performed using the 100 -year storm event runoff rates. Therefore the calculated catch basins lengths will thus be in excess of that necessary to intercept the 10 -year storm event runoff. There are 6 proposed catch basins. The calculated required length is provided on Figure -G using the parameters provided on sheet -1 of the Catch Basin sizing calc sheet. The calculated length for each catch basin shows the flowrate used to in the calculation Monroe CBs -A and —B (3cfs. 8.4cfs) 62 "d Ave CBs C -F( 8.8cfs, 3.7cfs, 3.9cfs, 2.2cfs, 2.2cfs). To which catch basins do these flowrates correspond. There are 6 catch basins. Each is a local sump. So by inspection, it can be observed that the calculated minimum length for the requested flowrates would be 5.6 -ft for 8.9 cfs and 2.5 ft for 3.9 cfs. Since catch basins are constructed in 3.5 ft increments the constructed lengths would be 7 -ft and 3.5 -ft respectively. Please re- review the grading exhibit, and Appendix -G as provided. It does not appear that additional calcs are necessary for that which can be observed by inspection. Comment: 27. Provide the FEMA designation and if not Zone X, provide the storm elevation. PACE Response: The FEMA designation for this site is Zone -X (shaded) per FEMA PM Case No. 05-09-Al 61 P, dated October 31, 2005. Comment: 28. Please label Q10 /Q100 at all inlets. Spacing of catch basins appears excessively wide with some inlets approaching % mile from initial drainage to street to catch basin. Please resolve. PACE Response: Q10 was not provided in this analysis. Q10 will be added. However, the street flow calculations clearly demonstrate that the flooded width / dry lane requirements are not violated in a 100 -yr event regardless of the distance between the catch basins. What issue is there to resolve? Comment: 29. Callout array of proposed nuisance water and 72 hour percolation drywells that are being proposed. Concern regarding deep retention area clearing volume in 72 hours. Please recheck the historical water table. PACE Response: Dry wells have been identified on the revised exhibits. The historical ground water elevation is xx -ft below the proposed basins. TBD Comment: 30. Recheck potential for berm leakage cross northern property line. Lot 66 shows pad just below berm height. Please confirm "NG" callout is functional berm top at northern property line. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 11 of 12 PACE Response: A proposed garden wall will be constructed along the northerly border of the site. Said wall will be sufficient to prevent runoff from the northerly offsite area from migrating into the project site. Therefore, the existing berm is irrelevant in the proposed condition. It is only relevant in the existing condition because the farmer maintains the berm in that location to provide ponding to facilitate flood irrigation of the Medjool date palm orchard(s). Therefore, no runoff leaves the offsite area in the existing condition. Comment: 31. Site design is calling for 10 1, 721 cubic yards of import soil. Type C import soil has been typically only type available and would modify site accordingly. Please resolve same. PACE Response: The hydrologic soil group of the import material is 100% dependent upon the borrow source location. We have prepared an exhibit showing the NRCS (formerly SCS) hydrologic soil groups within a 1 to 7 mile radius of the project site. The most cost effective means of importing soil is to reduce the transportation distance. Presumably the borrow source will come from a site within a 7 mile radius of the project site. You will notice there is no Type -C soil within a reasonable import distance from the site. So, the assumption that Type -C soil is the most likely import soil appears to be incorrect. Furthermore, it appears that if the soil group of the import soil differs from the site soils then it is more probable that it would be hydrologic soil group -A which would indicate that our analysis is at the least accurate and possibly even conservative in the use of soil group -B. Also, you will notice that there is an area of hydrologic soil group -A that occurs in the northwesterly portion of the project site. This area was purposely ignored in our hydrologic analysis when we used exclusively soil group -B. This was done to insert a bit of conservatism into the analysis as well. Comment: 32. Peak flows at restricted easement locations (e.g OFF 1 flow between Lot 171 and Lot 190) indicate 1 hour storm at 302.43 cfs. Design does not appear reasonable to handle high Q without dedicated channel or other retention. Recheck pad protection throughout project on key overflow routes. See also Appendix D redlines on emergency overflow. PACE Response: The statement that the "design does not appear reasonable" misleading. There are proposed openings between lots 164 and 165 as well as between lots 191 and 200. The openings as shown would be 10 -ft wide and 20 -ft wide; respectively. The openings would at as a weir restriction for flow coming from the OFF1 area to the project site. The total weir length would be 30 -ft. The weir equation for a broad crested weir using a weir coefficient of 3.1 indicates that the required head would be approximately 2.2ft. This means that the water volume from the 100 -yr 1 -hr storm (6.3 acft) would pond against the northerly property wall at the back of lots 160 to 171 and 191, 2.2 ft deep. The surface area to be inundated would be 6.3 ac. Please notice that the 100 -yr 1 hr storm yields a unit runoff rate of 7.5 cfs /acre. This is very improbable and unrealistic. The 100 -yr 3 -hr unit storm runoff flowrate is 98 cfs, yielding a unit flowrate of 2.4 cfs /ac. The 100 -yr 3 -hr storm generally corresponds the 100 -yr rational method unit flowrate. The impoundment depth for a 30 -ft weir opening using the 100 -yr 3 -hr storm peak flowrate (98 cfs) would be approximately- 1 ft. The inundation area would be 15 acres for a 7.5 PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 12 of 12 acre foot storm volume. The existing berms between parcels 764- 320 -013 and 764 - 300 -006 appear to be adequate to confine the pond that would occur along the northerly site boundary in OFF -1. Also, if the generic rational method unit flowrate of 3 to 4 cfs per /acre which was quoted in comment #5 was used then the maximum ponding depth would be 1.44 ft in the OFF -1 offsite area. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. Donis Smith, PE Senior Project Manager — Stormwater Management JS/KMT P.18223E15- Administrative )LetterslOutVonasson, Timothy R. Response Letter 06- 24- 08.doc PACE RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC IT Cover Type (3) Quality of Soil Group Cover (2) A B I C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sw.eetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous (Apples, apricots, pears, walnuts, etc..) See Note 4 Orchards, Evergreen Poor S7 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland (Annual: grasses) Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops (Field crops - tomatoes,. sugar beets, etc..) Poor Good 72 81 88 67 78 85 91 89 Small Grain (Wheat, oats, barley, etc..) Poor Good 6S 76 84 63 75 83 88 87 Vineyard See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of Cover-definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy., Fair - Moderate cover with 50-percent to 75 percent of the. ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" en Plate C -2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E`- 6.1(2of 2) 0 PACIFIC ,ADVANCED CIVIL ENGINEERING, INC. 17520 Newliope.Street, Suite, 200 • Fountain Valley, .California 92708 714.481.7300 • fax: 714.481.7299. MEMORANDUM DATE: July 5, 2007 TO: Mr. Walter Nesbitt FROM: Jonis C. Smith, PE RE: The Enclave at La Quinta Mr. Nesbitt, This memo is intended to provide additional background information requested by City of La Quinta staff to aid in the understanding and review of the existing and proposed storm drainage conditions for the onsite area and the offsite areas north of the Enclave at La Quinta site. This memo is also intended to memorialize the variances in site grading design criteria that the City of La Quinta has agreed grant to and recommended for this site. It is our hope that ideas and agreements expressed in this memo would form the basis for the revised design of the proposed drainage system of the Enclave site and would be accepted and agreed upon by the City staff. The following discussion contains the conditions, agreements, and variances that we would like to memorialize in this memo. 1. The offsite parcels located immediately north of the proposed project site (see attached Figure -x) were previously included in the hydrology calculations for the proposed onsite retention basin system as undeveloped offsite areas discharging to the Enclave site. We have determined that each of the offsite parcels shown on Figure -1 except parcels -764- 300 -006 and 764 - 300 -007 either does not actually discharge to the Enclave site or the runoff from those parcels can be excluded from the hydrology calculations from the Enclave site by County of Riverside development ordinances requiring onsite retention for developed parcels. Parcel- 764 - 300 -001 is located at the south east corner of the intersection of Monroe and 601h Streets. This parcel is a working Medjool Date orchard owned by Dr. X. Fausel. The orchard operator uses a method of irrigation referred to as flood irrigation. To achieve and maintain maximum growth the soil must be wetted to a depth of 6 -ft to 10 -ft at least once during the winter and spring, followed by regular summer irrigations at intervals of 20 to 25 days or less as dictated by soil moisture needs. It takes approximately 8- inches of standing water to moisten the top 6 to 10 -ft of soils. Because the farmer on this property utilizes flood irrigation to irrigate the crops he has constructed P:\ 8223E \5 - Administrative \Memos \memo 053107.doc The Amazing Story of the Fabulous Medjoo! Date, Marc E. Paulsen, Marc Paulsen Press, 2005 Enclave at La Quinta July 5, 2007 Page 2 of 2 berms around the perimeter of the property as necessary to hold the required volume of water. Along the northern boundary of the Enclave site the irrigation berms range in height from 18 to 24- inches. The farmer maintains the berms in order to prevent the loss of irrigation water as water is turned -into the orchard. The berms are simple earthen berms constructed from piled earthen material. The berms are most likely lightly compacted by the rubber tires of the farm equipment. The farmer turns water -into the orchard 6 to 7 times per year and allows the pond to pool to a depth of 4- inches as necessary to maintain optimum root moisture levels. The Enclave at La Quinta project would construct a permanent perimeter wall along the northern boundary of the site. This wall would provide a permanent impermeable barrier between the date orchard and the Enclave site: The wall would provide a greater degree of retention for the farming operation and prevent the escape of water from the date orchard along the common border. The recognition of the farmers berm system in the hydrology study for the Enclave site would allow for the exclusion or would not require the inclusion of runoff from this 9.8 acre offsite area. Without the farmers berm system it appears that runoff from the orchard area would be tributary to the Enclave site. But, as mentioned above the farmer maintains the berms and intends to trap water in his orchard. The proposed Enclave perimeter wall would make a permanent replacement of the farmer's berm along the common border between the orchard and the Enclave site. In the future, if the orchard site is developed for a residential, industrial, or commercial landuse then city ordinance would require that runoff from that site be retained onsite. 2. Parcel — 764 - 300 -002, owned by Efren Castro is developed as a date orchard and light industrial date processing facility. Since this site is developed runoff from the site should be retained within the property boundaries and therefore no provision will be made on the Enclave site to account for runoff from this site nor will allowances be made to accept runoff from this site. 3. Parcel- 764 - 300 -003, owned by Victor Borchard is a furniture manufacturing facility. Since this site is developed runoff from the site should be retained within the.property boundaries and therefore no provision will be made on the Enclave site to account for runoff from this site nor will allowances be made to accept runoff from this site. 4. Parcels-764-300-006 and 764- 300 -007, owned by Rusty Turner is an agricultural development growing carrots. Since this site is not developed as commercial, industrial, or residential runoff from the site should is not retained within the property boundaries and therefore provision will be made on the Enclave site to account for runoff from this site and allowances made to accept runoff from this site. Runoff from this site is accounted for in the hydrology calculations for the Enclave site and is accounted for in the proposed drainage and retention improvements. 5. All hydrology calculations for the sizing of the retention basins proposed as a part of the Enclave site have been prepared using a 0.0- inch/hr percolation rate within the basin. It is assumed that storm runoff captured in the basins will not percolate into the ground even though the percolation tests performed in the basin area(s) by Sladden Engineering would be a minimum of 3.2 inches per hour. Enclave at La Quinta July 5, 2007 Page 2 of 2 6. In a conference call conducted on May 1, 2007 with City of La Quints Engineering and Planning department staff. The city staff recommended that the developer of the Enclave at La Quinta site utilize 0.3% minimum slopes in the street. This recommendation was proposed to help with increasing the retention volume onsite to account for runoff from the offsite tributary area. The current typical minimum slopes allowed for street grading is 0.5% but, a variance would be granted for the Enclave to use a minimum street slope of 0.3% to overcome the challenges created by storm runoff entering the site from the offsite area. Please feel free to contact me if you have any questions regarding this memo. AGENDA - ENCLAVE STANDING MEETING - 7/2/08 1. Hydrology — drainage acceptance letter with Brett Kelly signed? Latest hydro revisions rec'd 6/30 by PW; in review — no comments or corrections available yet - Discuss re- submittal 2. Initial Study — drafted and comments back to Terra Nova. Utilities and Hydrology section to be revised pending final hydro. IS now includes Kelly, with studies done on Enclave only. 3. Traffic = Discuss any other outstanding TIS comments /concerns (Ave 62 configuration, etc) any additional PW comments /issues 4. Specific Plan screencheck review - status 5. Water Supply Assessment — City to allow process to continue w/o WSA — discuss any implications DEVELOPMENT AGREEMENT 6. Plan of Services and Kelly utility plan status 7. Subordination and lis pendens status. 8. Other Discussion /Questions /Comments on DA / annexation process. 4 Tony Colarossi From: Jonis Smith Usmith @pacewater.com] Sent: Monday, August 25, 2008 5:31 PM To: Tony Colarossi Cc: Andrew Ronnau; April Sanchez; Thibeault, Margo; Kassler, Bruce Subject: RE: Enclave Submittal Attachments: 8223 -FIG 03_ (PR_CONDITION_Hydrology).pdf; 8223- OFFSITE_NORTH.PDF Anthony, Page 1 of 3 Please see the attached response to the comments provided below. Please feel free to contact me directly if you have any further questions or need of explanation. Jonis Smith (714) 481 -7234. The attached exhibit named Figure -03 provides the preliminary basin grading contours. The contours shown are 1 -ft contours. The basin inverts and ponded water elevations are labeled in the text boxes. This exhibit was revised, after the initial submittal and re- distributed to replace the 1St version. You should have received a hard copy of the revised exhibit this morning. A digital copy (pdf) is attached to this E -mail for your review. The dimensions for the devices between lots 171 and 191 are a minimum combined curb opening width of 30 -ft for 2 catch basins. So, in actuality it would probably require a series of catch basins on either side of the street to obtain a total catch basin width of 30 -ft. Possibly, a 21 -ft catch basin on both sides of the street, or maybe a 7 -ft and a 10 -ft catch basin on each side of the street. The depth of each basin will be determined in final design dependent upon the storm drain profile. The minimum depth would be 4.5 -ft based upon providing a minimum cover of 3 -ft to the top of the proposed storm drain and a minimum storm drain pipe diameter of 18- inches. The width of the catch basin would be at minimum the same width as a standard catch basin, 3.5 -ft. So, a very likely dimension of each basin to be determined in final design would be 21' x 4.5' x3.5'. a. The same dimensions would be provided for the catch basin adjacent to lots 163 and 164, except that the minimum length would be 30 -ft of curb face opening contained on the north side of the street. Again, this will most likely be obtained with more than one catch basin facility in that location. The minimum required length for all proposed catch basins is shown in the catch basin calculation spread sheet in Appendix -G 3. 4. The attached exhibit (...offsite north.pdf) is provided to show the area of ponding in the date orchard. The topographic lines are shown. As the calculation shows in Appendix -G the average slope of the date orchard from north to south is 0.005 ft. /ft. The width of the orchard from west to east is 1,050 -ft. At the northerly property line of the project (the southerly extent of the date orchard) there is an existing .18 -inch tall agricultural berm that was constructed by the orchard operator to allow for flood irrigation in the date orchard. This creates a storage prism in the orchard that has a triangular cross section when viewing a north -south cross section of the ponding area. That is what the calculation in Appendix - G is demonstrating. Jonis Jonis C Smith, P.E. Sr. Project Manager 8/26/2008 ip Page 2 of 3 PACE I Advanced Water Engineering Direct 714.481.7234 Mobile 714.614.3134 Website: www.pacewatercom Top 10 Best Firm to Work for 2005, 2006 & 2007 by CE News From: April Sanchez Sent: Monday, August 25, 2008 11:30 AM To: Andrew Ronnau; Jonis Smith Subject: FW: Enclave Submittal Below are the questions Tony has on the Enclave report. Andrew, if you want to call me to help you respond I'll be here. April Sanchez Project Specialist PACE I Advanced Water Engineering Direct 714.481.7230 Mobile 714.376.9759 Website: www.paceivatcr.com Named a Best Firm to Work for 2005 & 2006 by CE News From: Tony Colarossi [ mailto :acolarossi @la- quinta.org] Sent: Monday, August 25, 2008 11:29 AM To: April Sanchez Subject: RE: Enclave Submittal April, Thanks for the quick response. The questions are as follows: 1. Which map shows topograph lines with elevations for the retention basins? I can't determine the volumes of the retention basins. 2. What are the dimensions (HxWxL) for the storm flow device between lots 163 and 164 & between lots 171 and 191. 3. How is the n value for the emergency storm exit to Ave 62 (and all other street flows like Monroe..etc) determined to be 0.017 because if I were to average the n values between the paved street (n = 0.015) and shoulder (-- 0.15), 1 can not get 0.017 which is almost the same as a street assuming the shoulder area impervious. 4. Appendix G shows a volume calc for the orchard. 2 dimension areas are provided but I would like to see a 3- D or topography outline of the ponded'area. Let me know if I do not need this 3 -D outline by showing me how can I understand the 2 -D areas and obtain a volume using the existing topography. Thats really all I have. I liked your numbers for the runoff but I can't check the actual volumes you have in . the retention areas. Speaking of the runoff calcs, we here like to see the 24hour storm use a Low Loss Rate not to exceed 50% of the storm intensity. 8/26/2008 Page 3 of 3 Thank You, Anthony Colarossi , P.E. Associate Engineer City of La Quinta P.O. Box 1504 La Quinta, CA 92253 Phone (760) 777 -7089 Fax (760) 777 -7155 Email acolarossi la= quinta.org From: April Sanchez [mailto:asanchez @pacewater.com] Sent: Monday, August 25, 2008 11:14 AM To: Tony Colarossi Subject: FW: Enclave Submittal Good morning Tony, Can you please forward the comments for the Enclave report? We will get back with you as soon as we have the responses. Thank you, April Sanchez Project Specialist PACE I Advanced Water Engineering Direct 714.481.7230 Mobile 714.376.9759 Website: ww•w•.pacewaterxom Named a Best Firm to Work for 2005 & 2006 by CE News 8/26/2008 PLANNING n CIVIL ENGINEERING o LAND�SURVEYING °'" Letter of Transmittal Date: August 20, 2008 Via: Hand Deliver Job #: 1723 To: Ed Wimmer Principal Engineer CITY OF LA QUINTA Public Works / Development Services Division 78-495 Calle Tampico La Quinta, CA 92253 From: Nicole Vann Re: Revised Preliminary Grading Plan RECEIVED AI )r, 2'0 ,.,��g Project: Enclave at La Quinta eVeilop"jtQ�� �'��/ICeg CC: Wally Nesbit (w /attachment) ❑ Urgent ® For Review ❑ Please Comment ❑ As Requested ❑ Other QTY. ITEM 2 copies Revised Prelim Grading Plan • Comments: Ed — per Margo Thibeault attached is the above referenced grading plan for review in conjunction with the revised hydrology report. Please feel free to call with any questions. Regards, 34200 BOB HOPE DRIVE a RANCHO MIRAGE O CALIFORNIA O 92270 n_�7n_ARII n 7(0_17'A_7RQ1 FAX n www_MSACONSULTINGINC.Com Onsite Hydrology Study The Enclave at La Quinta September 2008 Prepared For: The Enclave at La Quinta, LLC 5031 Birch Street, Suite 1 Newport Beach, CA 92660 Prepared By: • PACE Advanced Water Fngine Wng Pacific Advanced Civil Engineering, Inc. 17520'Newhope Street, Suite 200 Fountain Valley, CA 92708 Contact Person: Jonis C. Smith, PE Andrew Ronnau, PE • #8223E. • 0 Table of Contents 1 Introduction ...........................................................................................:.............. ..............................1 2 FEMA Flood Zone ................................................................................................. ..............................1 3 Drainage Requirements ........................................................................................ .............................1. 4 Watershed Hydrology .......................................................................................... ............................... 2 4.1 Methodology ................................................................................................. ............................... 2 4.2 Precipitation at The Enclave at La Quinta ...................................................... ............................... 4 4.3 Rational Method Analysis .............................................................................. ............................... 4 4.4 Hydrograph Development ............................................................................. ............................... 4 4.5 Existing Conditions Hydrology ....................................................................... ............................... 7 4.6 Proposed Conditions Hydrology ..................................................................... ..............................7 4.7 Runoff Volume ...............................................................................:............ ............................... 10 5 Retention Basin System ...................................................................................... .....................:.......10 5.1 Percolation ................................................................................................. ............................... 11 5.2 Basin Stage- Area ......................................................................................... ...........................:... 11 5.3 Offsite Flow into the Retention Basin System .............................................. ............................... 11 5.4 Retention Basin Routing and Emergency Overflow ..................................... ............................... 11 6 Hydraulic Model ................................................................................................... .............................12 7 Street Flow Calculations and Catchbasin Sizing ............................................... .............................12 8 Conclusion .......................................................................................................... .............................12 9 References ........................................................................................................... .............................12 Tables Table 1 - 100 -Year Storm Point Rainfall Values at The Enclave at La Quinta.. Table 2 - Summary of Existing Conditions Hydrologic Characteristics ............. Table 3 - Summary of Proposed Conditions Hydrologic Characteristics .......... Table 4 - Runoff Volume Summary ........ ............................... .......................... Table 5 - Retention Basin System Design Summary ........ ............................... Table 6 - Retention Basin Outflow Weir Summary ........... ............................... Figures Figure 1 — .Project Location ........................ ............................... Figure 2 — Existing Conditions Hydrology ... ............................... Figure 3 — Proposed Conditions Hydrology and Hydraulics....... Figure 4 — SCS Soil Groups Map ............... ............................... Enclave at La Quinta Onsite Hydrology Study - #8223E I ............... 4 ............... 7 ............... 8 ............. 10 ............. 10 ............. 11 3 5 6 9 PACE • Appendices A - FEMA Flood Zone Designation Letter B - Rational Method Analysis C - Ponding Calculations for Offsite Orchard Area • • D - Loss Rates E - Runoff Hydrograph Results Summary F - Retention Basin Stage -Area Tables G - Offsite Flow Inlet Calculations and Details H - Inter -Basin Weir Calculations and Details I - Emergency Overflow Calculations J - Site Plan and Tract Map K - HEC -1 Hydraulic Model Output L - Street Flow and Catchbasin Calculations Enclave at La Quinta ii Onsite Hydrology Study - #8223E PACE . 1 Introduction The Enclave at La Quinta is a proposed residential development encompassing approximately 154 acres located in the City of La Quinta, California. The project site is bounded by Monroe Avenue on the west, 62 "d Avenue on the south, and date orchards on the north and east. The site is located directly adjacent to the Trilogy at La Quinta project site. The project location is shown in Figure 1. The City of La Quinta requires residential developments to provide onsite stormwater retention facilities to contain 100% of the runoff from a 100 -year storm. This report provides an explanation of the methodology and results of the hydrologic analysis of the watershed tributary to the project site and provides sizing and calculations of the proposed onsite retention basin facilities for The Enclave at La Quinta. This report provides a detailed hydrologic and hydraulic analysis of the project watershed and the proposed drainage system. The following tasks are included in the overall analysis detailed in this report: 1. Delineate the watersheds for the project site. Determine the drainage and hydrologic characteristics for the proposed development based on the initial grading configuration and land development. Develop a detailed hydrologic model to calculate the surface runoff throughout the tract. 2. Create runoff hydrographs for each of the delineated watershed areas based upon the hydrologic parameters for the existing conditions and proposed conditions, and create a HEC -1 hydraulic model for the proposed retention basin system. 3. Evaluate the proposed retention basin system. Verify that the largest retained volume from any 100 - year storm is retained according to City of La Quinta guidelines. Provide initial sizing for weirs between the basins, and verify that all freeboard requirements are satisfied. • 4. Provide initial calculations for catchbasin sizing on the perimeter roads and verify that the design has sufficient drainage capacity to maintain a dry lane for emergency access. 2 FEMA Flood Zone The Enclave at La Quinta project area has been mapped as FEMA Zone X. Levees in the area protect The Enclave project site from the flood having a 1- percent chance of being equaled or exceeded in any given year. Homeowners at The Enclave will not be required to buy flood insurance. The letter from FEMA indicating that the property site is in FEMA Zone X is included in Appendix A. 3 Drainage Requirements The City Of La Quinta requires that all runoff generated from a project site during any 100 -year storm be retained on the project site. Runoff from offsite areas must be accounted for in the design hydrology; however, only the volume of. runoff generated on the project site must be retained. If the project site receives offsite runoff, an equal or less volume of runoff may be discharged while maintaining the historical flow patterns for the project area, provided that flow conditions and limits of flooding upstream and downstream of the project area are not be worsened by the proposed development condition. The Enclave at La Quinta retention basin system receives a substantial volume of offsite runoff from the agricultural property to the north of the project site. Ideally, it would be permissible to discharge an equivalent volume of runoff generated on the project site. City of La Quinta representatives have expressed a concern that future development of the offsite property to the north would eliminate the offsite runoff received by The Enclave at La Quinta retention basin system, and have thus requested that no onsite drainage be discharged from the project area, unless it is captured and retained on private property adjacent to the project site. A drainage acceptance agreement has been obtained from the property owner immediately to the east of • The Enclave at La Quinta. The adjacent property owner has agreed to accept runoff from the half -width of Avenue 62 -East, right of way, and landscape buffer along the southern project boundary. Enclave at La Quinta 1 Onsite Hydrology Study - #8223E PACE 4 Watershed Hydrology The Enclave at La Quinta residential development will encompass approximately 160 acres of relatively flat terrain developed as low- density residential housing. The maximum elevation change across the project site is approximately 15 -ft. There are approximately 40 acres of existing row crops immediately north of the project site that discharges storm runoff through the project area. An existing conditions hydrology model and a proposed conditions hydrology model are presented to determine the current runoff conditions, assess impacts to the watershed hydrology, and provide a model to demonstrate that the proposed retention basin system design will provide flood protection for The Enclave at La Quinta and satisfy the City of La Quinta drainage requirements. Catch basin sizing and routing calculations for flow generated offsite were performed using flowrates developed from a rational method analysis. The retention basin system was designed using runoff hydrographs generated using the Riverside County Flood Control and Water Conservation District (RCFC &WCD) Hydrology Manual (Reference 1) shortcut method. All calculations are in accordance with the RCFC &WCD Hydrology Manual, and the City of La Quinta Engineering Bulletin #06 -16 (Reference 2). 4.1 Methodology The City of La Quinta requires that all runoff from a project watershed be retained in an onsite retention facility for a 100 -year storm. The retention facilities are to be designed with enough capacity for the largest runoff from any of the following 100 -year storm events: 1 -hour, 3 -hour, 6 -hour, and 24 -hour storms. • Enclave at La Quinta 2 Onsite Hydrology Study - #8223E PACE Xrefs: 8223— L*n— map.dwg • Dimscale = 1 ; LTscale = 1 ; PSltscale = 1; ACAD Ver. = 17.1s (LMS Tech) Visretain = 1 • The City Of La Quinta guidelines for retention basin sizing specify hydrology procedures detailed in the City of La .Quinta Engineering Bulletin #06 -16 (EB #06 -16). Engineering Bulletin #06 -16 outlines hydrograph development procedures and isohyetal values: To analyze the retention basin system performance, runoff hydrographs were developed for each of watershed areas and used in a HEC -1 hydraulic model of the retention basin system. Inlet requirements for offsite flow, and flow to the catchbasins were determined using a rational method analysis. 4.2 Precipitation at The Enclave at La Quinta EB #06 -16 provides a table of isohyetal values to be used for different zones within the City of La Quinta jurisdiction. The Enclave project site is in Zone 6. The precipitation values used in the current design study are shown below in Table 1 Table 1 - 100 -Year Storm Point Rainfall Values at The Enclave at La Quinta Storm Event 'Total Precipitation at La Quinta 100 -year, 1 hour 1.90 in 100 -year, 3 hour 2.50 in 100 -year, 6 hour 3.00 in 100 -year 24 hour 3.75 in 4.3 Rational Method Analysis • The flowrates determined from a rational method analysis were used to design the inlets that capture offsite flows into The Enclave at La Qunita, and to determine the flowrates at the catchbasins. A rational method analysis was performed to determine the 10 -year and 100 -year runoff flowrates for the project site and offsite area tributary to the project. The analysis was performed in accordance with the approach described in the RCFC &WCD Hydrology Manual, as incorporated into AES Hydrosoft software (Reference 3). The rational method analysis is included in Appendix B. 4.4 Hydrograph Development For projects with watersheds that have lag times .of less than 7 minutes, EB #06 -16 specifies a shortcut method for developing runoff hydrographs, as outlined in the RCFC &WCD Hydrology Manual. The shortcut method is independent of certain watershed parameters (length, slope, roughness, and lag time). The shortcut method creates a runoff hydrograph by directly attributing effective rainfall (precipitation minus losses) during each analysis period to the runoff hydrograph, without the smoothing effect of convolution with a unit hydrograph. The resulting runoff hydrograph will provide a volume of runoff similar to that provided by the conventional hydrograph method, but with a much higher peak flowrate. The shortcut method was used to generate all runoff hydrographs in the current study. All hydrograph development was performed using the RCFC &WCD procedure incorporated into an Excel based utility. Hydrographs were then used as direct input in HEC -1 for flood routing using the QI input cards available in HEC -1. Runoff hydrographs were developed using the 3 -hour, 6 -hour, and 24 -hour precipitation patterns available in the RCFC &WCD Hydrology Manual. The 1 -hour precipitation pattern was developed from an IDF curve with a slope of 0.60, assuming an 80 percent/20 percent mass distribution. The project watershed was divided into watershed subareas based upon existing drainage patterns for the existing conditions hydrologic work map, and based upon the proposed site plane for the developed conditions hydrologic work map. A runoff hydrograph was created for each of the subareas to use in the • existing and proposed conditions hydraulic routing models of the project area. The existing conditions watershed areas are depicted in Figure 2 and the proposed conditions watersheds are shown in Figure 3. Enclave at La Quinta 4 Onsite Hydrology Study - #8223E PACE Ll 0 0 S y E \' EXISTING DRAINAGE DITCH AVENUE 61 NORTH OF AVENUE 61 STORM RUNOFF GENERATED IN THIS AREA IS RETAINED ONSITE FOR AGRICULTURAL USES 1 EXISTING BERMS PREVENT OFFSITE FLOW FROM ENTERING PROJECT SITE ZZ EXISTING CONDITION �,/ ' /` /, /�, i� /" , / �/ /% .i ' /' '�� i,' //, / ,,• - .� �// i WATERSHED BOUNDARY ENCLAVE PROPERTY BOUNDARY// ULl TRILIAD AT LA OUINTA STORM O , �/ ' -�/ �// ' E / '' // �� � / � XISTING COND RUNOFF RETAINED ONSITE ! v'/'/ ONSITE AND OFFSITE W x�/ LANDUSE= AGRICULTURAL, ROW CROPS, GOOD COVER SOIL TYPE= 8 IMP. AREA= 10% l SOIL LOSS RATE= 0.1136 IN. R�� ' ' f f A�� 200 100 0 200 400 EXISTING AVENUE 62 AND MONROE ST. WATERSHED ZllaC LANDUSE= BARREN SOIL TYPE= B CN= 86 IMP. AREA= 90% SOIL LOSS RATE= 0.0133 IN./HR /m/o/z/ V,/;/// AVENUE 62 y EXISTING DRAINAGE DITCH ON SOUTH SIDE OF AVENUE 62. EXISTING CONDITI Nei HYDROLOGY SUMMARY PROJECT AREA WATERSH® 10u -YFr 24 } S er r «QG iR c.. °iF F «ern, PEAK FLOW RUNOFF `'400 FFAKF10 "1 nuwt FFVOL 10,. -YR 3 -nP `its =n, PEAK FLOW 3 RUNGF'F%IOL 5cc -Y ' -NR S °orm PEAK PLOW RUNOFF VOL' (6 -HR STORM) = 40.5 AC -FT -ft! (a 1 cfs) ac "tt ifs -,>.. ONOFF 88.1 350 392 i 39.9 4815 37 2 1502.0 31.1 STRT 1.1 1 0.6 1 4.4 1 0.5 1 5.4 0.4 16.1 0.3 CF i SOUTH EAST CONCENTRATION POINT (SECP) DRAINAGE FLOWPATH EXISTING CONDITION PROJECT AREA DISCHARGE SUMMARY 0100 (6 -HR STORM) = 397 CFS V100 (6 -HR STORM) = 40.5 AC -FT 0100 (24 -HR STORM) = 89 CFS V100 (24-HR STORM) = 35.6 AC -FT LEGEND, _ EXISTING PUBLIC RIGHT -OF -WAY WATERSHED OFFSITE AND ONSITE DRAINAGE AREA OVERLAND DRAINAGE DIRECTION ARROW - DRAINAGE SWALE/ DITCH FLOWPATH ARROW -- �� - WATERSHED BOUNDARY 0 Q 1 J a� Q Q W ZZ w w o Z CS Z � Q N � � xzo W O } G Q WZ Q J U a Z � W .I 0 w N NU Q F 2 c� a J E W f fl5 "¢1 W G FIGURE O JOB NO. 8223 —E co W 0 cc Z TRILIAD AT LA OUINTA STORM 0 RUNOFF RETAINED ONSITE 2 200 100 0 200 400 E M( EXISTING DRAINAGE DITCH AVENUE 61 NORTH OF AVENUE 61 EXISTING CONDIMON HYDROLOGY SUMMARY LEGIND Exis-nNG PUBLIC RIGHT-OF-WAY WATERSHED Z_ OFFSITE AND ONSITE DRAINAGE AREA OVERLAND DRAINAGE DIRECTION ARROW DRAINAGE SWALE/ DITCH FLOWPATH ARROW WATERSHED BOUNDARY O U A @ @ E=3 -3 —n 99 El RD @ Q9 Vc ¢� 6 P-q C=l FIGURE JOB NO. 8223-E lm 0 4 si 6 w''#, d. J". 'M Emu , X. ■ H.W.S. (HIGH WATER SURFACE) = MAX TEMPORARY WATER SURFACE DURING STORM EVENT Lij cn , 00 N IL 0- ti �. II x _F L 'V:,!�, N4 9 PC STREET 'F" _Z1 tc im fi PE -403.1 4Q1. PROPOSED-4- DRYWE V C15GEI -LP 40IT2 -4 10 TC K PE-05� v au a: na 6 LL PROPOSED PE-409 PTO SED STORM DRAIN It ­i�zz I W, 't I it - 4 2� s L'Z " L11 b 1 4 "1 AIN CREST 402.24 w 'T V 402­ \lj J4 Lu 0 FF CL =4 n 1 PROPOSED ORM 124 A T -lP S if IE 12 L E=414.1 T 4111 (L le , 1, " I �, � 0 1 P� 41 ­ C_1`1 -H I Niw� 164 /1 1 7 11, ", ; - - 10 it a "I D ca mi, 1; - \, �4, - P E 124310 1 PE 6 L 1 PE 414.7 1�, - — - - -, — - 4 ' 'r� ��l I ­� ­ A I , PE 9 0401,79 t 64'1'4. 7 �7 4 fil PR ... .. j TC-+lP R�N 401.lo( ST 5 0 401.2 HH �O 402.27 c1l (0 AF/TC �4��_kt I ...... PROPOI cd 61 136 cc - �; 't - V� % " 1, - x ­­ - 1 4?� 1) A t2 135 134 DRYWEL STORM D 4 n,� 1, 41 pw IN it Ol PC 401 4n PE 410,4 7 W4,2 LO PE- Z 3, it w a. Lu iv PE 419.8 x CL W S; 2 o PE= PE-419.8 6 _(N "n" W 1 11 " If 7� ! , , , - -4— PE- T4 451 STREET 3'A' LL 6 a; < STREET C PE co 110 L) i I A �-, "pt 6 �? t ;Q, j 'tr, 1 77 �77- 76 C14 �: I il 4 w 78 I. n 4�4 '3 PE- 77 79 c� PE-408. 15 1 1 �42 � Y� C4, i PE=409,5 PE=407,8 4 4'L ENCY < '%N5 LI] z Lu 40 ri. CL t OVERFLOW LA `a0.5 acl, < (OC4 ui PE-420.1 L 4 $CAPING, 9 T a. tt=,: RES NI ry �;j 0 c� — P�r - 4 1 Lot "F­- ------------ SPILLWAY- m- _T11 V) -4�� STiRff4"`Afe— �PE D G A C Rif' ---WELLIN / CREST EL. 399.6 7V 72 36 55 L� TYPI -13"au i . (:f ; i LAN ING cd 4 CE=410,3! PE=409.5: PE= 408.7, 70 c i I 460 4, PE=6,5 PE=415.4 73 IEL ING/ACRE y. PE Z 2 47_� 00 ur) 69 PE=4063 Is F- 459 uj PE=4MB LLJ T iii r EMERGENCY m 4 LLJ 35 uj 00 PE 416,1 AREA 'a 0 Ld 4 ST VERFLOW b 0 R AM I i - , I -­ —, I I I , LOS RATE ./HR 6 .119 OUTLET 06,6 = . 0 J LOT "U"­ -SOIL SS RAT9r,7, U Lq uj o 456 65 66 4 Z� F- 458 rz PE-420�5 3PE =41LO 4C 1� PE= 05 LLI 'Al `,� ' ;, 56 57 1,7 PE PE-+WS 16 PE=416.5 0 T 455 4415' 4� PE-A PE=414�4 PFZ46� 7 PF - 40 < d' f PE=4'1&6 PE=417.2 PE-405�7 PE- 406.0 00 V &.�� I I 4� Am 58 AA < .5PE=4lfPEA,Alll E II II JV I �2 T-77 IT00- n, IF 7_T7 U) z 0 0 LLJ Q:� I mmmmm�m MEMNON more 009 m o a Z 00 co Lu 7n p1r) COO E Ld _j Lij z 0 z 3: uj y (5 S 0 z < V) Fn Ld 0 < M (y LAJ m C) CD m 0 v�� t in K ©� o ra, Q no Q z 0 N q3 @ Ia�Q t�� ; � � o rs) FE LLI • Lij cn , 00 N IL 0- ti �. II x _F L 'V:,!�, N4 9 PC STREET 'F" _Z1 tc im fi PE -403.1 4Q1. PROPOSED-4- DRYWE V C15GEI -LP 40IT2 -4 10 TC K PE-05� v au a: na 6 LL PROPOSED PE-409 PTO SED STORM DRAIN It ­i�zz I W, 't I it - 4 2� s L'Z " L11 b 1 4 "1 AIN CREST 402.24 w 'T V 402­ \lj J4 Lu 0 FF CL =4 n 1 PROPOSED ORM 124 A T -lP S if IE 12 L E=414.1 T 4111 (L le , 1, " I �, � 0 1 P� 41 ­ C_1`1 -H I Niw� 164 /1 1 7 11, ", ; - - 10 it a "I D ca mi, 1; - \, �4, - P E 124310 1 PE 6 L 1 PE 414.7 1�, - — - - -, — - 4 ' 'r� ��l I ­� ­ A I , PE 9 0401,79 t 64'1'4. 7 �7 4 fil PR ... .. j TC-+lP R�N 401.lo( ST 5 0 401.2 HH �O 402.27 c1l (0 AF/TC �4��_kt I ...... PROPOI cd 61 136 cc - �; 't - V� % " 1, - x ­­ - 1 4?� 1) A t2 135 134 DRYWEL STORM D 4 n,� 1, 41 pw IN it Ol PC 401 4n PE 410,4 7 W4,2 LO PE- Z 3, it w a. Lu iv PE 419.8 x CL W S; 2 o PE= PE-419.8 6 _(N "n" W 1 11 " If 7� ! , , , - -4— PE- T4 451 STREET 3'A' LL 6 a; < STREET C PE co 110 L) i I A �-, "pt 6 �? t ;Q, j 'tr, 1 77 �77- 76 C14 �: I il 4 w 78 I. n 4�4 '3 PE- 77 79 c� PE-408. 15 1 1 �42 � Y� C4, i PE=409,5 PE=407,8 4 4'L ENCY < '%N5 LI] z Lu 40 ri. CL t OVERFLOW LA `a0.5 acl, < (OC4 ui PE-420.1 L 4 $CAPING, 9 T a. tt=,: RES NI ry �;j 0 c� — P�r - 4 1 Lot "F­- ------------ SPILLWAY- m- _T11 V) -4�� STiRff4"`Afe— �PE D G A C Rif' ---WELLIN / CREST EL. 399.6 7V 72 36 55 L� TYPI -13"au i . (:f ; i LAN ING cd 4 CE=410,3! PE=409.5: PE= 408.7, 70 c i I 460 4, PE=6,5 PE=415.4 73 IEL ING/ACRE y. PE Z 2 47_� 00 ur) 69 PE=4063 Is F- 459 uj PE=4MB LLJ T iii r EMERGENCY m 4 LLJ 35 uj 00 PE 416,1 AREA 'a 0 Ld 4 ST VERFLOW b 0 R AM I i - , I -­ —, I I I , LOS RATE ./HR 6 .119 OUTLET 06,6 = . 0 J LOT "U"­ -SOIL SS RAT9r,7, U Lq uj o 456 65 66 4 Z� F- 458 rz PE-420�5 3PE =41LO 4C 1� PE= 05 LLI 'Al `,� ' ;, 56 57 1,7 PE PE-+WS 16 PE=416.5 0 T 455 4415' 4� PE-A PE=414�4 PFZ46� 7 PF - 40 < d' f PE=4'1&6 PE=417.2 PE-405�7 PE- 406.0 00 V &.�� I I 4� Am 58 AA < .5PE=4lfPEA,Alll E II II JV I �2 T-77 IT00- n, IF 7_T7 U) z 0 0 LLJ Q:� I mmmmm�m MEMNON more 009 m o a Z 00 co Lu 7n Lij cn , 00 N IL 0- ti �. II x _F L 'V:,!�, N4 9 PC STREET 'F" _Z1 tc im fi PE -403.1 4Q1. PROPOSED-4- DRYWE V C15GEI -LP 40IT2 -4 10 TC K PE-05� v au a: na 6 LL PROPOSED PE-409 PTO SED STORM DRAIN It ­i�zz I W, 't I it - 4 2� s L'Z " L11 b 1 4 "1 AIN CREST 402.24 w 'T V 402­ \lj J4 Lu 0 FF CL =4 n 1 PROPOSED ORM 124 A T -lP S if IE 12 L E=414.1 T 4111 (L le , 1, " I �, � 0 1 P� 41 ­ C_1`1 -H I Niw� 164 /1 1 7 11, ", ; - - 10 it a "I D ca mi, 1; - \, �4, - P E 124310 1 PE 6 L 1 PE 414.7 1�, - — - - -, — - 4 ' 'r� ��l I ­� ­ A I , PE 9 0401,79 t 64'1'4. 7 �7 4 fil PR ... .. j TC-+lP R�N 401.lo( ST 5 0 401.2 HH �O 402.27 c1l (0 AF/TC �4��_kt I ...... PROPOI cd 61 136 cc - �; 't - V� % " 1, - x ­­ - 1 4?� 1) A t2 135 134 DRYWEL STORM D 4 n,� 1, 41 pw IN it Ol PC 401 4n PE 410,4 7 W4,2 LO PE- Z 3, it w a. Lu iv PE 419.8 x CL W S; 2 o PE= PE-419.8 6 _(N "n" W 1 11 " If 7� ! , , , - -4— PE- T4 451 STREET 3'A' LL 6 a; < STREET C PE co 110 L) i I A �-, "pt 6 �? t ;Q, j 'tr, 1 77 �77- 76 C14 �: I il 4 w 78 I. n 4�4 '3 PE- 77 79 c� PE-408. 15 1 1 �42 � Y� C4, i PE=409,5 PE=407,8 4 4'L ENCY < '%N5 LI] z Lu 40 ri. CL t OVERFLOW LA `a0.5 acl, < (OC4 ui PE-420.1 L 4 $CAPING, 9 T a. tt=,: RES NI ry �;j 0 c� — P�r - 4 1 Lot "F­- ------------ SPILLWAY- m- _T11 V) -4�� STiRff4"`Afe— �PE D G A C Rif' ---WELLIN / CREST EL. 399.6 7V 72 36 55 L� TYPI -13"au i . (:f ; i LAN ING cd 4 CE=410,3! PE=409.5: PE= 408.7, 70 c i I 460 4, PE=6,5 PE=415.4 73 IEL ING/ACRE y. PE Z 2 47_� 00 ur) 69 PE=4063 Is F- 459 uj PE=4MB LLJ T iii r EMERGENCY m 4 LLJ 35 uj 00 PE 416,1 AREA 'a 0 Ld 4 ST VERFLOW b 0 R AM I i - , I -­ —, I I I , LOS RATE ./HR 6 .119 OUTLET 06,6 = . 0 J LOT "U"­ -SOIL SS RAT9r,7, U Lq uj o 456 65 66 4 Z� F- 458 rz PE-420�5 3PE =41LO 4C 1� PE= 05 LLI 'Al `,� ' ;, 56 57 1,7 PE PE-+WS 16 PE=416.5 0 T 455 4415' 4� PE-A PE=414�4 PFZ46� 7 PF - 40 < d' f PE=4'1&6 PE=417.2 PE-405�7 PE- 406.0 00 V &.�� I I 4� Am 58 AA < .5PE=4lfPEA,Alll E II II JV I �2 T-77 IT00- n, IF 7_T7 U) z 0 0 LLJ Q:� I mmmmm�m MEMNON more 009 m o a Z 00 co Lu p1r) COO E Ld _j Lij z 0 z 3: uj y (5 S 0 z < V) Fn Ld 0 < M (y LAJ m C) CD m 0 in K ©� o ra, Q no Q z 0 N q3 @ Ia�Q � � o rs) FE LLI QI I a, IS jaFl ME I Ill 0 a Z co Ill 0 FIGURE 1 JOB NO. 8223—E co E L: S tXf oz ii-, in K 0 z 0 N Ln FIGURE 1 JOB NO. 8223—E 4.5 Existing Conditions Hydrology The existing hydrologic conditions at the project site consist of approximately 200 acres of onsite and offsite agricultural land plus approximately 2 acres of adjoining roadway along the south and west borders of the project site. The land slopes gently to the southeast, and there are existing agricultural drainage channels along the south and east border of the property.. There are approximately 40 acres of existing crop rows immediately north of the project site which discharges storm runoff through the eastern part of the project area as shown on Figure 2. A field inspection of the project site indicates that the entire 40 acres of offsite area will drain to the project as shown in Figure 3. An existing date orchard to the north of the project is graded in such a way that no drainage leaves the orchard property. A field visit and site inspection was performed. to verify that an existing berm to the north of The Enclave property, and - furrows on the orchard property will contain runoff generated on the orchard. Nowhere along the northern Enclave property boundary adjacent to the existing date orchard property is there any depression which would allow water to enter The Enclave property. No past evidence of any flow events from stormwater or agricultural runoff is visible. To test verify this condition, runoff volumes calculated for the offsite orchard area were generated for 1 -hour, 3 -hour, 6 -hour, and 24- hour storms. The maximum ponded depth was then calculated to verify that runoff generated on the orchard would stay within the 18 " -24" berm surrounding the orchard property. Calculations are shown in Appendix C. The offsite and onsite areas consist of row crops with poor cover. The SCS soil group map for the project area (Figure 4) shows that the project site and offsite areas are composed of mostly soil group B with a small amount of soil group A. To be conservative, soil group B was assumed. The impervious area fraction was obtained from the RCFC &WCD Hydrology Manual, Plate E -6.3. The maximum suggested value (10 %) was used for the onsite and offsite area. The impervious value for the half -width of the perimeter roads was chosen to be 90 %. The offsite hydrologic parameters are summarized in Table 2 and the loss rates used are summarized in Appendix D. Table 2 - Summary of Existing Conditions Hydrologic Characteristics Watershed i Onsite and Offsite Area Existing Roads Land Use Agricultural /Row Crops (Poor Cover) Barren Drainage Area 199 acres 2 acres SCS Soils Group B B Antecedent moisture Condition II II Runoff Index 81 86 Impervious Area Fraction .10 .90 Adjusted Loss Rate .2139 in /hr .0333 in /hr 4.6 Proposed Conditions Hydrology The proposed development will consist of approximately 160 acres of residential development, including approximately 11 acres of onsite retention /percolation basins, and approximately 13.5 acres of perimeter roads and right of way with landscaped buffers. In the proposed condition, the 40 acres of offsite tributary will drain into the project site through drainage corridors on the north project boundary, as shown in Figure 3. Enclave at La Quinta 7 Onsite.Hydrology Study - #8223E PACE j t s • As discussed in the section describing the existing conditions hydrology, a field visit and site inspection was performed to verify stormwater from the existing date orchard property to the north is prevented from entering The Enclave property by an existing berm and existing grading on the orchard property. E • The land use was classified as residential landscaping for the onsite areas and for the landscape buffers along Monroe Street and Avenue 62. The roads and rights of way were classified as barren. Figure 4 shows that the soil in the project area is composed of mostly soil group B and a smallaamount of soil group A however, City officials maintain that import soil for projects in La Quinta is generally composed of soil group C. Since a large volume of import will be required for The Enclave project, city officials have required that the proposed conditions hydrology calculations be performed assuming soil group C. The watershed impervious area fractions were obtained from the RCFC &WCD Hydrology Manual, Plate E -6.3. The onsite development areas were assigned 55% impervious area, the landscape buffers were assigned 10% impervious area and the perimeter roads and rights of way were assigned 98% impervious area. A weighted average of the loss rate for the roadways and landscape buffers was used to determine the loss rate for the watersheds areas along Monroe Street and Avenue 62 (see Appendix D). Rainfall direct to each retention basin was incorporated into the hydrology assuming no loss. The hydrologic conditions for the project area watersheds in the developed condition are summarized below in Table 3. Table 3 - Summary of Proposed Conditions Hydrologic Characteristics h Watershed ! Onsite Development Area Offsite Agricultural Perimeter Road and j Landscape Buffer Land Use Residential Landscaping Agricultural /Row Crops 42% Barren, 58% (Poor Cover) Residential Landscaping Area 148 acres 40 acres 13.5 acres r SCS Soils Group C C C Antecedent Moisture . Condition II II II Runoff Index: 69 88 91 (Road) and 69 (Landscape Buffer) Impervious Area Fraction .55 .10 0.98 (Road) and .10 (Landscape Buffer) Adjusted Loss Rate .1869 in /hr .1365 in /hr .2040 in /hr (Monroe St) .2024 in /hr (Avenue 62) Enclave at La Quinta 8 Onsite Hydrology Study - #8223E PACE • • Legend r.3 The Enclave Project Boundary Soil Classification Zone A Zone B Zone D Unclassified A 11 i�) A A FTI Vill A -1 P f ?, �, 11 FA O (03 wz UE ZW <W > Oz Z UW LL U5 fI 0 4.7 Runoff Volume `rlteJ u • The area under each of the hydrographs generated represents the volume of runoff out of that watershed during that storm event. Thus, for each of the design storm events it is possible to see exactly what volume of runoff is generated from the onsite watersheds. The total volume of onsite runoff represents the minimum amount of water that must be retained within the system in order to satisfy The City of La Quinta retention requirements. To satisfy the City of La Quinta's retention requirements, the volume of runoff equal to that generated onsite and in the half -width of the perimeter roads must be retained. In the proposed condition, The Enclave at La Quinta will retain runoff generated onsite, runoff from the half -width of Monroe Street, and runoff from the offsite tributary. This volume of runoff is greater than the required retention volume, and so runoff generated in the half -width of Avenue 62 -East will be allowed to discharge east, following the existing drainage patterns, per agreement with the city and the adjacent landowner to the east. Detailed results from the runoff hydrographs are provided in Appendix E. The results aye summarized below in Table 4. Table 4 - Runoff Volume Summary 5 Retention Basin System The City of La Quinta requires that all stormwater runoff be retained within the project site in onsite retention basins. The Enclave at La Quinta uses four retention basins incorporated into the proposed site plan. The basins are situated to according to the drainage patterns of the site plan to achieve a balance of the retention volume tributary to each basin. The basins are depicted in Figure 3. The retention basin system design for The Enclave at La Quinta is summarized below in Table 5. Note that the area depicted on Figure 3 for hydrology purposes is larger than the area shown in the table below used for storage calculations (calculated at 1' above the overflow weir crest). Table 5 - Retention Basin System Design Summary Runoff Generated Onsite Runoff From Runoff From Ave 62 -East Storm Event (Includes Monroe Street Offsite Tributary (Not Retained) (ac) and Ave 62 -West) (ac -ft) (ac -ft) Water From (ac -ft) 100 -year 24 -hour 19.8 3.9 0.4 100 -year 6 -hour 25.8 5.8 0.5 100 -year 3 -hour 25.8 6.2 0.6 100 year 1 -hour 22.5 5.6 0.5 5 Retention Basin System The City of La Quinta requires that all stormwater runoff be retained within the project site in onsite retention basins. The Enclave at La Quinta uses four retention basins incorporated into the proposed site plan. The basins are situated to according to the drainage patterns of the site plan to achieve a balance of the retention volume tributary to each basin. The basins are depicted in Figure 3. The retention basin system design for The Enclave at La Quinta is summarized below in Table 5. Note that the area depicted on Figure 3 for hydrology purposes is larger than the area shown in the table below used for storage calculations (calculated at 1' above the overflow weir crest). Table 5 - Retention Basin System Design Summary Enclave at La Quinta 10 Onsite Hydrology Study - #8223E PACE Top Area Basin Depth Available Storage Available Receives Overflow Basin (ac) (ft) Depth Storage Volume Water From Drains To (ft) (ac -ft) B1 2.50 6.0 5.0 10.3 Monroe St, B2 ON1, 131 B1 Outflow, B2 2.00 6.0 5.0 7.8 ON2, ON3, B3 B2 B2 Outflow, B3 1.06 6.0 5.0 4.0 ON4, 63, Ave B4 62 -West B4 3.57 8.0 7.0 18.5 B3 Outflow, Offsite Off 1, ON5, B4 Enclave at La Quinta 10 Onsite Hydrology Study - #8223E PACE • 5.1 Percolation Stormwater runoff must be contained in retention basins, where it must percolate into the ground within 72 hours. The City of La Quinta requires that the maximum possible percolation rate used in all calculations be 2 in /hr, however community officials indicated their preference to assume a percolation rate of 0.0 in /hr, and thus the retention basins at The Enclave will rely on infiltration wells engineered to drain the basins within the required time limit. No losses due to percolation or drywells were incorporated into the hydraulic models of the retention basin system. r 5.2 Basin Stage -Area The City of La Quinta Engineering Bulletin #06 -16 specifies that retention basins deeper than 6 feet (5 feet maximum retained water depth) are not allowed without Planning Commission and /or City Council approval. Three of the basins at The Enclave (61, B2, and B3 in Figure 2) will be 6 feet deep. The fourth basin (64 in Figure 3) will be 8 feet deep (7 feet maximum retained water depth) with terraced step at 5 feet deep. Complete basin stage -area tables are provided in Appendix F. 5.3 Offsite Flow into the Retention Basin System The Enclave at La Quinta retention basin system accepts flows from the offsite area to the north of the project site (Off1 in Figure 3). The offsite flow enters the project through two openings in the block wall with corresponding drainage easements as shown on Figure 3. Flow through the west opening is conveyed through a drainage easement to a catchbasin. Flow through the east opening is intercepted by a horizontal grate inlet and would only flow through the easement during emergency overflow conditions. Calculations to determine the necessary minimum grate inlet size are shown in Appendix G. Routing calculations for the west inlet drainage easement (normal operation) and the east inlet drainage easement (emergency conditions) are shown in Appendix G. Flowrates for all calculations in Appendix G were obtained from the rational method analysis (Appendix B) 5.4 Retention Basin Routing and Emergency Overflow The retention basin system at The Enclave at La Quinta was designed around the drainage patterns of the preliminary site plan. Basins B1 retains the full volume of runoff its tributary watershed area with no outflow during normal operating conditions. Basins B2, B3 and B4 function as a system. Basin B2 overflows to B3, which overflows to B4. This retention basin system design provides the maximum utilization possible of B2 and B3 while preserving excess capacity within B4. The reserve capacity in B4 allows flexibility in the hydraulic function of the system to accommodate any site plan changes that may occur as the project moves into the design stage. Inter -basin flow regulation will be accomplished with weir structures to govern the storage WSELs and outflow for basins B2 and B3. During non - emergency operation, no water will flow out of basins B1 or B4. Flow from B2 to B3 and from B3 to B4 will be through over a weir structure embedded in the basin embankment, which drains through a culvert to the receiving basin. The special structure keeps inter - basin flow off of the interior streets, and minimizes the visibility of hydraulic structures for inter -basin flow. The basin outflow weirs are summarized below in Table 6. Calculations and details are provided in Appendix H. Table 6 - Retention Basin Outflow Weir Summary Basin Top Elevation (ft) . Weir Crest Elevation (ft) Weir Length (ft) Overflow Drains To B1 408.3 407.3 20- B2 B2 401.6 400.6 20 B3 B3 400.7 399.7 40 B4 B4 400.6 399.6 40 Offsite Enclave at La Quinta 11 Onsite Hydrology Study - #8223E PACE • Provisions must also be made in the event that any retention basin system capacity is exceeded during some emergency event. The proposed site configuration slopes to the east with basins B1 to B4 at successively lower elevations. In an emergency event, stormwater may overflow from B1 to B2 to B3 to B4 and then flow south on S Street to the property at the southeast corner of the tract. An emergency overflow corridor exists for water to exit the tract south along Street Z. Emergency overflow corridor capacity calculations are shown in Appendix I. It is important to note that emergency overflow from B4 would be an extraordinary event since B4 is in a sump location and no flow leaves the basin during normal operation. 6 Hydraulic Model A model of the interconnected system of retention basins was created using USACE HEC -1 modeling software (Reference 4). The HEC -1 model is for hydraulic routing only. All watershed runoff hydrographs were generated outside of HEC -1 using a VBA macro application in an Excel spreadsheet, and used as input in the HEC -1 files on QI cards. Physical parameters for the routing from B1 to B2 were obtained from the site plan, provided in Appendix J. Flow from the off, site area (watershed OFF1) was routed to basin B4 using physical parameters obtained from Section E -E on the tract map shown in Appendix J. The peak water surface elevation and storage elevation for each basin are shown on Figure 3. Complete hydraulic model output is provided in Appendix K. Note that the maximum (temporary) water surface in the basins during any of the storm events when water may be flowing over the weirs from one basin to another (High Water Surface), and the maximum storage elevation after the water surface elevations have stabilized (Maximum Storage Elevation) are shown on Figure 3. 7 Street Flow Calculations and Catchbasin Sizing The City of La Quinta requires a dry lane on each side of the centerline of arterial streets during a 10 -year • storm, and requires stormwater runoff to be contained within the right of way of private streets during a 100 -year storm. The catchbasins and stormdrain system are to be configured accordingly. The street flow calculations, and catchbasin spacing are shown in Appendix L. 8 Conclusion The maximum stormwater runoff volume from The Enclave at La Quinta is computed for four different 24- hour storms, using the RCFC &WCD shortcut hydrograph method. The largest required retention volume is used as the design parameter for the three on -site retention basins. • The retention basins contain all of the water expected during the worst -case 100 -year storm with reserve capacity, while still maintaining at least 1' of freeboard. 9 References 1. Riverside County Flood Control and Water Conservation District Hydrology Manual, 1.978._ 2. Engineering Bulletin #06 -16, 1- 29 -07, City of La Quinta, California. 3. Advanced Engineering Software, Garden Grove, California 4. HEC -1 v4.1, US Army Corps of Engineers, 1998 Enclave at La Quinta 12 Onsite Hydrology Study - #8223E PACE • • PACE Advanced Water Engineering im v m 3 CL x D • • O�yA��FiI, NATIONAL FLOOD INSURANCE PROGRAM s FEMA,NATIONAL SERVICE PROVIDER '�s4CgND S�G�4 The.HOnorable Marion.Ashley Chair; Riverside County Board of Supervisors 14375 Nason° Street, Suite Moreno Valley, CA 92555 Dear Mr.:Ashley: October 31, 2005 IN REPLY REFER TO; Case No.: 05- 09 -A161 P (Formerly Case No:: 05 -09- 2100161 P) Community: Riverside County, CA Community No.: 060245 316 =PMR This is in:refer.. , fo . request for a revision to the r fcctire l iood Insarar�ce;Rate Map (FTRh4) aad Ft_ood Ipsurance Study (FIS) report for your community. Information pertinent to this revision request'is listed below. Requester: Property Description: Flooding Source: FIRM Panel(s) Affected: Mr. Tom Noya: The Enclave at La,Quinta Santa Rosa Mountains 2925 A At the requ. est of the Department of Homeland`Security',s. Federal Emergency Management Agency (FEMA),.we.reviewed the iiiforrriation submitted iii support of this request and determined that the above - referenced FIRM -panel should be printed. FIRM Panel 2.925 A was not previously printed, but the entire affected area; was, designated. Zone D, an . unstudied. area where flood hazards are undetermined but possible. We have. completed our review of the submitted' data. As a result of this review; the affected .area will be designated Zone X (shaded), an'area protected by levees'fro "the flood having a'1- percent chance of being equaled or exceeded in. any given year (base flood). The property described above is known as the Enclave at La- Quinta .and is located just east. of Monroe Avenue and North,6f Avenue 62. The property is. approximately bounded on the West by.Monroe Avenue, on the south by Avenue 62, on the east by a line parallel to and approximately 3;900 feet east of Monroe Avenue, and on the north by,a line parallel to and approximately 2,100 feet noith of Avenue 62. The. Enclave at La Quinta is removed from the area designated Zone D and now is shown in Zone X (shaded) On the FIRM. We are providing your community with an opportunity to.review the effective FIS report and mapping to detenriine if any additional changes are warranted. Examples of possible changes include updates to corporate limits or new streets. To assist us in processing the revised FIRM'and FIS report in a timely mariner, we request that your community submit changes within 30,days from the date of this letter. Please submit aty requested changes, along with supporting documentation (e.g., annotated copies of FIRM panels, corporate limits map, topographic mapping), to us at the address shown at the bottom of this page. 3601 Eisenhower Avenue, Alexandria, VA 22304.6425 PH:1- 877 -FEMA MAP .FX: 703.960.9115 The Mapping on Demand Team, under contract with the Federal Emergency Management Agency, is the National Service Provider for the National Flood Insurance Program. Ahych,angeslo the affected" TER-M.pAn I orreyj ised TIS report for your community that are received:during this 307dayperiod will be reviewed and incorporated.as.appropriatie before we initiate the revision and repu blicati6n process., W.6 will send Preliminary copies of the revised FIRM and FIS, report to your , n community for review in approximately I I months. At that .time, yourcommunity will have an additional 30 days to. Provide infibrrhation to support other changes to the affected portions. ' of the FIS. report and map. We will review all information' submitted during that 30-day period and incorporate it as appropriate bef6re.the FIS report and'map arerepublis n hed and,d.ist 'but ed. Your submittal of requested chanp-es during theinitial 3 O-day period will facilitate the revision and republication process. While it maybe possible to micorporate . requested changes.1aieri it will likely cause signi ficant. delays in the, revision and revubli ri catio process: 4f the data to support additional changes are not immediately availAblel- or if additionallime is needed,,please inform-us immediately. If you have general questions about: this case, the review teyi FEMA polity., or the e. revi, ision process, ,National Flood'Insurance, Program, please call the FEMA Map Assistance Center, toll free, at 1-977-FEMA MAP (I -877= 336-2627). If you have specific questions concerning this case, please call the Revisions Coordinator foryour State, Ms. Sheila M. Norlin, who may be reached at (703).317 , 4054. • W Ms. Georgia Celehar Priintipal: Storm I water Engineer Cokh6M VAlleyWoter.-Districr Riverside Count' y. MnJonisti Smith,..P.E. Pacific Advai,iced; Civil Engineering, Inc. Mr., Tom No.ya, The Eiiclav6 at'U- Quinta, LLC • Sincerely., Sheila M..Norlin, CFM Nationa I , , LOMC Manager Michael Baker Jr.., Inc.` • PACE Advanced Water Engineering l� u D v v co 3 Q X W • • • Enclave at La Quinta Watershed Data Summary WS ID U/S Node (q) D/S Node (ft) U/S Elev (ft) D/S Elev (ft) Length (ft) Area (AC) Landuse soil type, Qio CFS Oioo CFS CB1 100 101 420.64 419.12 662.00 1.27 st /land C 1.37 2.81 CB2 101 102 423.11 421.02 717.50 1.65 st /land C 1.79 3.68 C133 102 103 420.72 418.45 642.00 1.90 st /land C 2.19 4.48 CB4 103 104 419.40 409.13 1611.49 3.73 st /land C 3.61 7.46 CB5 104 105 409.50 406.15 659.00 1.56 st /land C 1.88 3.84 CB6 105 106 406.15 403.55 621.38 1.65 st /land C 1.96 4.01 CB7 106 107 403.94 402.15 352.20 0.91 st /land C 1.30 2.63 C68 107 108 402.54 399.66 433.97 0.92 st /land C 1.29 2.61 ON1 -1 200 201 419.20 418.50 275.00 0.88 res 4 -6 dwl C it ON1 -2 201 202 418.50 415.10 485.00 3.16 res 4 -6 dwl C ON 1 -3 202 203 415.10 411.30 440.00 2.87 res 4 -6 dwl C n route 203 204 411.30 402.30 110.00 res 4 -6 dwl C ON1 -4 205 204 add 7.93 res 4 -6 dwl C 24.22 49.84 ON1 -5 206 207 419.10 416.60 303.00 0.92 res 4 -6 dwl C jC ON1 -6 207 208 416.60 412.70 800.00 4.86 res 4 -6 dwl C 10.36 21.29 ON1 -7 209 210 416.30 415.70 230.00 0.97 res 4 -6 dwl C 1 ON1 -8 210 211 415.70 413.60 550.00 2.40 res 4 -6 dwl C 6.18 12.55 ON1 -9 211 212 413.60 402.30 440.00 4.27 res 4 -6 dwl C 46.54 95.56 ON2 -1 300 301 420.90 419.30 275.00 1.37 res 4 -6 dwl C ON2 -2 301 302 419.30 414.20 638.00 5.55 res 4 -6 dwl C ON2 -3 302 303 414.20 409.60 688.00 3.80 res 4 -6 dwl C ON2 -4 304 303 add 6.65 res 4 -6 dwl C 29.87 61.61 ON2 -5 303 305 409.60 401.90 220.00 6.95 res 4 -6 dwl C ON2 -6 306 305 add 6.03 res 4 -6 dwl C ON2 -7 307 308 411.30 410.40 220.00 0.99 res 4 -6 dwl C ON2 -8 308 309 410.40 409.40 220.00 1.44 res 4 -6 dwl C 54.04 112.08 ON4 -1 0 N4 -2 _ ON -4- -3 ON4 -4 400 401 -402 401 _ 4_02 40 411.60 _40_8.70 406.60 404.10 408.70 _4_06.60 _40_4.10 394.70 220.00 440.00 0.95 _2.56 _ 10.95_ 3.23 res 4 -6 dwl 4 -6 dwl C C _ 28.03 33.86 _ 57.8_1 69.97 _res res 4 -6 dwl res 4 -6 dwl 403 _3 404 _44_0.0_0 220.00 C! ON3 -1 ON3 -2 ON3 -3 ON3 -4 ON3 -5 500 501 502 503 504 501 502 503 504 505 416.60 414.90 413.10 412.80 407.60 414.90 413.10 412.80 407.60 404.20 220.00 330.00 330.00 825.00 825.00 0.81 2.44 2.78 10.91 10.26 res 4 -6 dwl res 4 -6 dwl res 4 -6 dwl res 4 -6 dwl res 4 -6 dwl C C C C C 39.88 84.58 ON54 600 601 407.90 405.80 230.00 1.17 res 4 -6 dwl C ON5 -2 601 602 405.80 404.30 220.00 2.91 res 4 -6 dwl C ON5 -3 602 603 404.30 401.20 440.00 4.25 res 4 -6 dwl C ON5 -11 615 603 add 9.09 res 4 -6 dwl C 36.24 73.71 ON5 -4 605 606 405.50 404.60 290.00 1.60 res 4 -6 dwl C ON5 -5 606 607 404.60 403.20 340.00 2.28 res 4 -6 dwl C 7.58 15.19 ON5 -6 607 608 403.20 392.60 430.00 2.81 res 4 -6 dwl C 12.30 24.88 ON5 -7 609 610 402.50 401.00 430.00 1.31 res 4 -6 dwl C 5.11 ON5 -8 609.5 610 401.70 401.00 320.00 1.03 res 4 -6 dwl C ON5 -9 612 611 402.60 401.10 209.00 1.15 res 4 -6 dwl C 6.55 13.05 ON5 -10 613 614 add 2.70 res 4 -6 dwl C 11.46 22.89 55.91 112.26 OFF1 -1 700 701 409.58 407.10 346.00 1.40 row crops C OFF1 -2 701 702 407.10 405.80 453.00 5.72 row crops C OFF1 -3 702 703 405.80 403.70 560.00 13.14 row crops C OFF1 -4 703 704 403.70 402.90 551.00 14.97 row crops C 35.06 81.15 OFF2 -1 800 801 408.00 407.00 278.00 0.21 row crops C OFF2 -2 801 802 407.00 405.40 338.00 1.59 row crops C OFF2 -3 802 803 405.40 404.90 375.00 3.11 row crops C 38.63 89.95 Note* The initial parameter that were used for hydrology model are: AMC II, slope of intensity duration curve = 0.6, percentage of subarea land gradient used for the pipe flow friction slope = .95, manning's friction for pipes = 0.013, global street flow -depth constraints max = 1, constraint = 4.5, and n = 0.015. For landscape - option 9 (undeveloped fair cover), street- option 1 (commercial), res. 4 -6 dwls - option 5 (single fam. 1/4 ac lot), and row crops - option 8 (undeveloped poor cover). August 2008 PACE Job # 8223E PACE MI i Lai — o } W I N Lv _771 �,. �= z .�.. .�..�� �� .�..� .� ter.... _.........W.... �.. .� .... ..r... .r ....... .... ....�..�.. ....,..� _� �� _. �.,�.�� i Lai — o } W I N Lv _771 �,. �= z 0 • • 02n PACE Advanced Water Engineering D v v m 3 CL X 0 SHEET I -OF- Aee oiII2 eon ,Ca.i► DRAWN. CHKD: TITLE PATE JOB NO_ 17S20,Ntwh0pe Street Suite 200 Fountain Valley, California 92708 tel: 7114.491-7300 •fax: 714.481.7299 `� Kra k, a, 3 � a' 1 �� 4 a a -BFI 2.33 AS -SHEET 71- OF . . . . . ...................................................... 1 :D RAM j'CHKD 7TITLE- DATE, JMNO. JMON6whVe:Street Suite 206 • - Fountain Valley; eyi 'Cai . ifornia,92708 iel: .71 , 4.48i. '30G f . axt 714.481'.729 7 .9 • 07 J- �)s�pvf T., Q*6 Eb of SHEET � OF PRAWN CHKO CHKO PATE. JOB NO. 17520 Newhlo.pe Street Suite 206 • Fountain Valley. California .92-708 tel: 714-481.7300 W: 714.481. 7299 r1 L J PACE Advanced Water Engineering v v CL u • Proposed street, ROW, and le Monroe Street loss rate= (1. Avenue 62 loss rate = (3.64 *. is 0 En Area Deve Col Offsite E) Onsite Development E> Existing Street E) and R.O.W. Offsite Prc Onsite Development Prc Landscape Buffer Prc Proposed Street Prc and R.O.W. Proposed street, ROW, and le Monroe Street loss rate= (1. Avenue 62 loss rate = (3.64 *. is 0 • 0--� PACE Advanced Water Engineering • im a) 3 CL x m 17-j Runoff Hydrograph Summary 100 -Year 24 -Hour Storm Event I Watershed Precipitation in Area ac Loss Rate (in/hr) Peak Flow Rate cfs) Total Runoff volume] (ac -ft j Monroe 3.75 4.82 0.2040 1.58 0.50 ON1 3.75 35.14 0.1869 12.04 3.95 B1 3.75 3.08 0.0000 1.57 0.95 ON2 3.75 25.97 0.1869 8.90 2.92 ON3 3.75 27.37 0.1869 9.38 3.08 B2 3.75 2.78 0.0000 1.42 0.86 ON4 3.75 17.72 0.1869 6.07 1.99 Ave 62 West 3.75 5.28 0.2024 1.74 0.55 B3 3.75 1.30 0.0000 0.66 0.40 OFF1 3.75 40.15 0.2139 12.78 3.91 ON5 3.75 30.50 0.1869 10.45 3.43 B4 3.75 3.92 0.0000 2.00 1.21 Ave 62 East 3.75 3.48 0.2024 1.14 0.36 • • • Runoff Hydrograph Summary 100 -Year 6 -Hour Storm Event Watershed Precipitation in Area ac Loss Rate in /hr ) Peak Flow Rate (cfs) Total Runoff Volume (ac -ft Monroe 3.00 4.82 0.2040 8.73 0.72 ON1 3.00 35.14 0.1869 64.27 5.53 B1 3.00 3.08 0.0000 6.21 0.76 ON2 3.00 25.97 0.1869 47.50 4.08 ON3 3.00 27.37 0.1869 50.06 4.30 B2 3.00 2.78 0.0000 5.60 0.69 ON4 3.00 17.72 0.1869 32.41 2.79 Ave 62 West 3.00 5.28 0.2024 9.58 0.79 B3 3.00 1.30 0.0000 2.62 0.32 OFF1 3.00 40.15 0.2139 72.35 5.81 ON5 3.00 30.50 0.1869 55.79 4.80 B4 3.00 3.92 0.0000 7.90 0.97 Ave 62 East 3.00 3.48 0.2024 6.31 0.52 • Runoff Hydrograph Summary 1„ 100 -Year 3 -Hour Storm Event I Watershed Precipitation in Area ac Loss Rate (in/hr) Peak Flow Rate cfs) Total Runoff Volume j (ac -ft Monroe 2.50 4.82 0.2040 10.87 0.75 ON1 2.50 35.14 0.1869 79.88 5.64 B1 2.50 3.08 0.0000 7.58 0.64 ON2 2.50 25.97 0.1869 59.03 4.17 ON3 2.50 27.37 0.1869 62.21 4.39 B2 2.50 2.78 0.0000 6.84 0.57 ON4 2.50 17.72 0.1869 40.28 2.84 Ave 62 West 2.50 5.28 0.2024 11.92 0.83 B3 2.50 1.30 0.0000 3.20 0.27 OFF1 2.50 40.15 0.2139 90.18 6.18 ON5 2.50 30.50 0.1869 69.33 4.90 B4 2.50 3.92 0.0000 9.64 0.81 Ave 62 East 2.50 3.48 0.2024 7.86 0.55 • • • Waters Monn ON' B1 ON: ON; B2 ONE Ave 62 B3 OFF ON', B4 L ve 62 • 11 U • v m m C. x u • 61 Stage -Area Elev (ft) Depth (ft) Area (ac Storage Vol (ac -ft) 402.30 0.00 1.78 0.00 403.30 1.00 1.89 1.84 404.30 2.00 2.00 3.78 405.30 3.00 2.12 5.84 406.30 4.00 2.24 8.02 407.30 5.00 2.37 10.33 408.30 6.00 2.50 12.76 11 • PACE • B2 Stage -Area Elev (ft) Depth (ft) Area ac Storage Vol (ac -ft) 395.60 0.00 1.24 0.00 396.60 1.00 1.36 1.30 397.60 2.00 1.49 2.73 398.60 3.00 1.61 4.28 399.60 4.00 1.74 5.95 400.60 5.00 1.87 7.76 401.60 6.00 2.00 9.69 • PACE LJ B31Stage,; re Elev (ft) Depth (ft) Area (ac) Storage Vol (ac -ft 394.70 0.00 0.62 0.00 395.70 1.00 0.69 0.66 396.70 2.00 0.76 1.38 397.70 3.00 0.84 2.18 398.70 4.00 0.91 3.06 399.70 5.00 0.99 4.01 400.70 6.00 1.06 5.03 • • PACE 0 Ol • PACE 641&age;Area Elev (ft) Depth (ft) Area (ac) Storage Vol ac -ft 392.60 0.00 2.04 0.00 393.60 1.00 2.19 2.11 394.60 2.00 2.33 4.37 395.60 3.00 2.48 6.78 396.60 4.00 2.63 9.33 397.60 5.00 2.77 12.03 397.60 5.00 3.09 12.03 398.60 6.00 3.25 15.20 399.60 7.00 3.41 18.53 400.60 8.00 3.58 22.03 Ol • PACE • • PACE Advanced Water Engineering I � J a a CD 3 CL x Q .... ... . ... . ........ 7 T- -F A j-1 Ll Ell L.J 1 7 -4 4- ............... .... . .. . ... .. --, ............ 47 . .... ... ...... ....... . .... . .... . . .. ...... . . ........ 17 4Q 4 ......... 773 .... ........... .......... . .. ....... . ......... .. .. .. ...... . . ....... . — - ------------ -- . . ........ . . ....... .... I . .. ....... F ...... . .... ..... . . .......... ... ... . ...... . . . ............ ............ . . .......... .... ............ ...... .. ... . ..... . ....... ........ . . ......... . .... .... ..... ... . ..... L L., . . ... . .. . . ...... . ..... .. ... . ........ .. ....... ... .... .... ..... . .... . ..... .... ...... . .... .. .. .. . ..... ....... ........ ... .......... ........... .. ..... . .... : . . ......... . ... . .. . ...... ......... ..... .... ...... . ..... . ..... L 1 ...... ..... . .... . .. ... .. ... ...... .... . ..... ...... I 1! .. ...... .. . .. . .. . .. ......... . ...... . .............. .. ........ ... .............. ........ ... 2 .. . ... t . ...... . ........... ..... . .... ... ... .. ..... I .... ._LL.... i . .. . .. ....... .. .. . .... ..... . ........ ..... ......... ... ... .............. . .... ... . ..... ........... ............. ..... . .... . . . ... . ..... ... ........... ......... . ..... . ... ............ 1 . " . ... : tI . . . ...._r. ... ..... . ... ... . . ... ..... . ........... .. ...... ..... .. .. ... . ......... —.. ... ......... . . . ...... ... ... . . ....... . .... . ..... ..: . . . .. . . ... .. ....... . . . ...... .. ...... ...... ....... .. . .. .. .................. . .... . ............. i i .. . ........ ....... .... .. ... ..... ... LA ... . ... .. .. ... . ... ... . ...... .............. ... ......... . ..... . .. .... ....... . ... .......... .. ..... . .... .... .... .. . Tj ... .. . .......... . . ...... ...i. .- .. .. .. .. ..... ... ............ I. ... ...... . . . ...... .71—L . . ... . ... ... .... ..... ---•'--'---- .-----r'__. _. _. _____. ». ._.--- -i ..._ ._. ._. _ _ .� i mss... -.: - :.,.w,;i! ! -k'� i�- - ' -- .. .......... — ---- ------ - ......... . . .. . . .... .. ....... . ... .. . ......... .. ... ..... . .. ........... ...... .... . ... . . ...... ... .... ...... . . .... .. ... ... .. . ... ... .. .... ..... ... ..... .. . .... .. .. .. . .... .. ... . .. ...... .. . . .. .... .. .. . .. .... .... .. . . .. .. . ..... ...... .... . . ...... . . .. ..... . ... . . ..... . ..... ... . .. . ..... .. . ..... . .. ... . ... .. . .... . ... ... . .... . .. . ... ..... . .. .... .. ....... . .... .... .. .... .. . ... .... .... ... ..... ......... ... . .. .. ... .. .. .. . .... ....... . .... ..... . ... .. ...... . ...... .. . ... .... .. .... . ... .... DRAWN CHKD TITLE PACE DATE ...... . .. . . .... ... ... . ----- - - ... .... . ..... ..... ..... . . . .. ... . ..... . ...... ..... ....... . . .......... - ---------- ..... .. . .... . .... ........ . . .... . . . ...... ........... . .... . .. .... ........... .. ........... �... .......... . . ........ -- --------- . . ... ....... ... ..... ... ............. . . - ...... ........................ .. ...... ... . . . ..... . ... . . ........ . . . ..... .... ........... ..... ........ .. . . ... . . . H I j- f F-F-1, .1- I .i_ Li 7 F . TI, 7 F ... ....... . . . . ........ .... .... ... F .. ........... . ... . . .. ... . ..... .... ........ . .... ...... . ....... . ............. .... .... ......... ... .... ..... .... . T -F 7 ... . . ...... 2 J...... ....... ....... . . . . ... ...... 'i T -F- 7, "T" i FT7""( . ..... . . .. ...... "l- .. .... J.... ...... . T 7 ...... ...... DRAWN I CHKD I TITLE PACEDATE DRAWN I CHKD I TITLE PACE DATE DRAWN I CHKD I TITLE DATE is :EII . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ....... . . . . . . . . ..... ...... ............. .... . IS i Y-1 . . . . . . . . . .... . ........... ... . . .... . L 1-i ... t 1 1 ..... . ..... . ... ...... ........ ......... .. ..... ..... .... . . . ..... ........ ..... ...... I .. ... .. . .... . .... ..... I I TWO 1 - I I ul �I_ - L th. d. A 0: f: . .. ...... T F T — T17 . .. ii ........ .... W N . . . ...... ..... . . .. ....... ... . .... .... . ... . ...... . .... ... ... ....... ..... I .... .... ..... . ....... ... LIVE f 140 4 -1 W" .. ....... .... -fly L.4 . .... ...... ...... ... . ..... . .... ..... ...... ...... ............. 1. 1 1 1 IT 1 Offf L-I 1 A— .. . ....... . . . ...... ..... ...... .... .... . . �[: T-1 -- — j ... . ...... .. . ..... . .. ..... . . .... ...... ...... FJF' IF ............. —4 . . . . . . . . . . . . . . . . . . . . . . . ...... —L4— J:t i . ... ......... ....... ...... .... .... . ... . 1 ih:-- 1 1 . T F­ . .......... ... ... ..... .. .... ... .... . ... .. .... M- g-1 Fv . .......... IL ... . _4 4 Iff. 7, . . . . . . . . . . . . 4`4 FT 1T. . . . . . . . . . AJ Ij LQJ . ...... . . . . . --- ---- T. --- --- ---- --- — q ...... ...... . . ..... .... — — — — — — — — — — — — — I. . ..... ... .... . ..... I. .................. 1 U! E ... . ..... .... . . . ... . ..... . ... . J_ . . . . . . . . . . . . . . . ....... - - ---- --- + . .. . . ..... fff 171 WrTTI F ......... Iff" F ............ LA 1 1. . . . .... ... . .... . '11"UT Alf . . W. ..., 1 —tit . . . . . . . . . . . . . .... ................ . ..... ... .... .... ...... . . .... . . . . . . . . . . . .. ..... ... .... . .... ...... . ... ...... TY ... . . ..... ..... . . . . . . . . . . . ... ...... ............... ... .. 40421T. A ..... _TT_TFT_'F . . ...... .. ! . . . . . . . . . . . . . . . . . . . L L.11..'..... .... .......... ...... . ... .. . ... .. . . .... ... ...... L Af .... ....... ... ... . ........ . ...... . . . . . . ..... ....... ..... ..... ....... ....... I. ------- tf­ T_ .. . ..... ....... . .. .... .................... . . . . . .... ....... . . . L VO-1 Al 1 00 K_ 44 TH . . .. . ......................... ..... v . .. . ...... ZITITTTT—1 4 A, I tfff++TT—' T . ........... .... ..... .... .... : , . . . . .. . . . . . ! . . .......... . ...... ......... .. i . ... ...... .... . ... ... . . ........... ....... ___ ... . .. .. . ... . ..... TT7TTTTT; 7 ...... ...... ...... ..... . ......... . . . .. ..... . .. . ..... . . ...... ..... . . .............. ............... . ... . .... . ..... .. . . ;+:_:, ........ . ... .... . ............. DRAWN JCHKD TITLE PACE B w DATE ....... .... ..... ... ..... .... .. ... ..... . ..... ..... ... . ... . .. . ...... .. .... ..... ..... ..... ...... ..... .... ...... .... . . ..... . ...... .... . ....... ... . .... .... .... ..... .. .... ..... . . .. ........... . . .. . .. .... ..... ...... ... . . — -_4 --A ...... ..... ... ..... . ..... .... .. ......... . .......... ........ . .......... is1. _7, . ... .... .. ... .... . . .... ----------- ... . . . ...... 1. .... ...... .... ..... ...... ... 4 . . ...... .......... ..... F-1 II .... I .......... r 1. I. .. ........ .. .. ....... . ...... .. .. ............ ...... . . . . . . - - -- ---- . . ... --- ----- - . . ..... is j Ii .... .... ....... . ... .. ........... ..... . .... ..... ...... . . ... .... TT ..... .... .... .... ...... .. . . I I ...... is ..J .. . . ...... .... . ........ . . 4-t .. ... ..... - .... ...... ..... .... ... . ...... .. . .... ... . ... .... .... . .. T — H 7 T­ t. FH .... ..... .... .... .... . . . ...... 4 ...... . . .. .... . . . .... ..... . ... ....... . . ...... .. . .... ............ ... L-L.- .............. '4- .... .... ... . ........ ... I —F F I _d ... . ...... . . 'T '7 ... . . . ... . .. . ....... .. ..... ..... ..... ..... ... ..... ..... . ... . . . . .... ..... .. .... .... ...... .... ..... . . . .... ..... ...... ..... ....... ..... . ..... ...... it .... . ...... . ..... 1. -- — ------ . ..... -------- .. ...... r --- .... ..... - -.-. - --..-. - -.-. - * . ..... .. ..... . .. . .... ............ . .. .. it .... ....... . . IF . ..... ..... ........ . ....... ... . .... ... .. ... . -F ...... .. .... ---- . . ...... . ... �...-.A T --- ij .... ... . ..... . . . . . . . . . .. ........ . ..... ................ ...... ..... ....... ....... . .. 1- . ..... . . .. ...... ... . ...... .. . .. . ....... ...... ..... . . ... ..... .. . . ...... 1.._..t. .. ..... .... .. .. ..... ..... ...... .. L . ....... 1.4 . . . . . .. . .. . .............. ..... .. ..... ..... . ...... . .... ............. . ........ L .—L . .... .. ................... . ... . . ....... .... . ........... --- . . .......... .. ..... . ... ....... .... ....... .... .... . .. .... . . ..... . ... ........ ..... ........ • .... .................. ........ . .... ...... . .... ............. . --- ---- ---- ... . .... ....... ... ...... .... . ..... ....... . ... 4* .... .. ............ ..... ..... 77 -- ----- ........... . ... . ..... L .... ... . ......... ... . ...... —,T ........ .. . .. ......... ... .......... ... .. ........ . . ........ I ...... I I . ...... .. .... . . ... ..... . .... . ...... ...... ...... ...... . .... .... . . ........ I ... . ....... ...... . ...... ...... ........ ..... . ........ .... . ..... ....... ................ . . .. . . . . . ...... ..... . .... . . I ...... ...... . ............. .. . . . ...... .... . .... . ......... ... . . ...... .. .... .. ..... I it . . . ...... . .. ..... ...... ....... ..... .. .... ...... ---- 7-7 . ........... ......... ......... . .. ... .......... 4 ................ . ....... . ..... . __: . ..... ..... ...... ......... . .... .... ........................... .. ....... ..... ... ...... . ....... .... . ............ . . . . . . . . ... . ..... --- ------- ... ... ..... ..... . ............. ...... . ... ......... . ......... ......... .. ................ .. ... ..... . ... ............... ...................... ................. L ............. ...... . ......... . . ................... ......... . . . .... ...... . . ..... ........... ... . . ....... ...... ............... ................ ...... ...... . .... I.! . ......... t ..... ..... ............. .......... . . . . .... ..... .... ......... . .. ...... ...... . .... r.... ....... --- ---- ........... . ... ........ .................... .. ..... ..... ... ......... .. . ..... . . ...... ... . ............ .. ..... .... ...... ... . ..... . .. . .. . ...... ........................... DRAWN 'CHKD TITLE PACE DATE 4 04 a 0 u s-se Not" for L C�tCtiOn pj Sm STANDARD DRAWINO %,L0202 NOTE lyd)FoA' AppRoARtATE LOCAL. OERRl��tOti, Stt Shandord Drawing No.(; 8 103 Ottott of Art�tt d Anchor. y.. 1 s.6 .l mot,„ �m 4 l-p m km MTU. Of DOWEL t or END WALL A A6 V B N 9 crnowm�nt �' GRAVE TYPE 341 R.C.RC. STD. CB t04 32"' CALTRANS STD. D77- -13 QaOFESS /0 4.0 A 0 W/ ` ,F, RIVERSIDE COUNTY FLOOD CONTROL AND Z WATER CONSERVATION DISTRICT CATCH BASIN a 3 No. 32336 � `9 * E.p. 12 -31 -04 tF AFlIR et: . NO. 4 s c V,, CIVIL 0a� �YrCw w ~ or CA0 0A1E. Ap,aa --2004 STANDARD DRAWING NUMBER CB101 p.E.C.np.32336 SHEET 1 OF 2 SWO V4 • '� "' f+Or lTrCUnt DM grolirtq � ;s . ' .1'.4 iz -5'66 Standard Drawing X V NO. C H 104 :••: +: f6fin : x . to oulw in ou dint"" 4 l-p m km MTU. Of DOWEL t or END WALL A A6 V B N 9 crnowm�nt �' GRAVE TYPE 341 R.C.RC. STD. CB t04 32"' CALTRANS STD. D77- -13 QaOFESS /0 4.0 A 0 W/ ` ,F, RIVERSIDE COUNTY FLOOD CONTROL AND Z WATER CONSERVATION DISTRICT CATCH BASIN a 3 No. 32336 � `9 * E.p. 12 -31 -04 tF AFlIR et: . NO. 4 s c V,, CIVIL 0a� �YrCw w ~ or CA0 0A1E. Ap,aa --2004 STANDARD DRAWING NUMBER CB101 p.E.C.np.32336 SHEET 1 OF 2 �i I 1 N N Q m O C; ZZO oo Z Ln No >a1^ �Jp li4 U 00L� 1U .� 1� u SECTION C -C O oil* 1 t i •ale •� z wo Q WWI v a ;' z m vve el N X h • x IK,oa.� b A. SEE 140TE NO i� 4'X 3.X Z X 36 ANGLE TYPICAL IYPtCAt 0-'O 3' W PLAN CENfF74 $t1PPORT lLSSEMBIY i +iN Sr? A•A t • WHEN NORMAL OF F r e 1- �lkl 1 1 1`e Z CENTER SPACER Qvt FESS1, �G a G.. w14 °� .,,w v 1 3 i nlq S L7 ■,N, W x •-M� m N X AI♦ e I r4* 1_ T ENO swiff 1 }.4• d a IL J � F mw z w tim V a► O z 1 • .__ vI PLAN ELEVATION NOTES • t - efNreR suPPORt RssEweeur s1+ALl °E +►sEo t ' s - aea � MORE s�vPaiT s�w,L-FeE�tz' • � �- � YAY BE RIVETED OR 1YELDflD. +. tjoLn telDr RIVETS oR �xLDS1 SHALL St 2• USED TD .101'M i1MO 011 MORE iRIWIES TOGETHER II- CEiMLL OF ENO SPAC[A9 SifOM• FMdSHEp :« Di>wENSfONS. 3- at.L PARTS SHt1LL ffi OF STRltCTURAL GRADE STEEL. EXCEPT END SPACERS, MN1C1r< 4AT 8E OF EITHER CAST IRON VR STEEL T- aLL CXPOStD METAL PARTS SHALL BE GAWAN- tzED PAiOR TO ttSSEN�'(. YIELQ1Nti; MpOEiI(rq` ANtI OR>L1.R7C 3t1e1ti.L BE DONE BEinRE GALViIN- ¢IHO. ALL ObiEHS1CNS ME fpp5k'Ep DN1EN- Q StONS Alto tkglgE W1LvAN1ZIND. 1' �- t8tdi WEIGHT'. tit)0 L88, tO[Y ggAT�t; Sl{aRN Ste- � 9 �H- BEAIIt Id' LONG RJR CATCH °+►51M -110. 4 M#TN Wu►TR A! SHOWN,� 4Z• CONO /Olf CATCH °ASiN -N0.4 itrlYg CALTpAN4 GRATti. • W GRATE T.YPE- � 21; AS SHOWN A8p10E 24" CALZ'RANS STD. p77 —B Np�pS' !'mac RIVERSIDE COUNTY FL000 CONTROL AND W 3 NO. 32336 ~n WATER CONSERVATION DISTRICT CATCH BASIN GRATE * E.P. 12 -31 -04 1t mFp0�E0 e.- s c for CA1"O o.rc...eord5- .2D9A -• - -. R.C.E. NO. 3233f, STANDARD DRAWING NUMBER C6104' 30Nfd 31111 aNHa NMVaa DRAWN CHKD TITLE ,PACE DATE „vo .a..�....�,,,o, --- --- .......... ..... ...... .... .... --- ----- ... ........ ...... ..... . .... .... ........... .... ...... ...... ... .. ........ ..... ...... ..... . ..... . . .. . .... ............ .. - . .. .... . ... ..... . . . . . . .......... . ... ....... . ... ..... . ... . .... .... L-J .... . . . . ... ...... ...... r .... .. . ..... .... ..... ..... ..... .... .. ...... .. . .. ..... ...... . . . .. ...... ..... ... . .... ...... ..... ...... ...... . . . . . ..... ..... . .. . ..... . ... . .. .......... ...... . .... . ... . ..... .... ii ..... ...... ..... ....... ...... .... . . . ...... ..... . ... . ... ..... ..... ... . . I .. . . ...... ...... ..... .. . ...... . ... ...... . .. . ... ............ . ..... ..... ... ...... .. ......... ... .. . ..... .... . ..... .. .... ..... ..... .. ...... ... ..... ..... .... .. . . . . ...... ...... . ... ...... ....... ... . ........... ....... ...... . . . ..... ... . . . .. .... . .. . . ....... ...... . .... . t.- .... ..... ..... .... . ... . .. ..... .... ------- ...... . . ... ..... ...... r . .. . . ...... .. . 4.11 .. ... . .. .... ...... .... ...... ...... ..... ..... ...... . .. fl 1 .......... . -1111-1 . .... .... . .. 7 ... . . . . ..... I ... ...... . . .. ...... ... ...... ....... - - --------- -I Am* Li n.7 . .......... .............. LP-4 ... ....... . . .... .. .... .... ... . .. ..... - - - ------------------- 1 -H ......... 111.1 . 1 T ---- --- OUT- . . . . . . ... . ... . . . .... ...... .. .. . ..... ..... . .... ... ..... _I . ... .... . I . . ...... . . . . . . . . . . . . . . . L 1 i 1 i i . . . ...... . ..... . .... Ii . . ....... .... . ... . . ...... ...... .. . ...... .... . ...... . . . ... . .... .. ...... .... .. ... ......... ..... .... ... ... .. .... . . ..... . ...... ..... . .... . . .... ........... ... ..... .. ... ..... . .... . . .. . . . . ...... ..... --- .. . .. ...... ...... ..... ---- ...... I.: -- ---- ----- ... . ... .. I..: . ..... ....... . ... ..... . . ..... . . . .... ...... .. . . ...... .. ...... ...... . .. .... .... ...... .... ... . ..... . ... ...... .... . ... . . ..... ...... . . . .... .... .. . ..... ............ .... . ... ......... .... . ......... ..... ...... ... . . .... . ..... . ... ..... .. ....... .... ..... .. . . . . . .. ....... .... ....... .. ........ ... .... --- -------- ........ rM . . . I . .... ......... . . . .... . ... ...... . . ... ..... ..... ..... .. . .... .... .... .. ... . .. ..... . ... . ...... ..... . . . ..... I . . ..... I ...... .. ..... .... ----- . . . ....... .... . . ... ..... . . .. ..... . ... .. ............. ........................................................ ..... ...... . . . . . . . .... 1-4 . .. . . . ...... ft I ..... ... . ... . -A - - ff --- --- --- - --- ---- - -- is II f. -A ......... I ... ..... . . ........ . .... ..... . ...... . . ... ...... ... . J . .... I ... ... ..... J ..... ..... .... ...... .. ...... ...... .. .. ...... . .... ..... ... ..... .. .. . .... --- ---- .... . . . ..... . . . ..... ............ . . . . .... ........ . .... . ..... .... I .. . ...... .... . .... i r .... ..... ... . f. ..... .... . ...... . ... I ...... -L] L.J .... .. . ............. .. .. . ....... L . ... .... ..... ..... . . . . ...... ..... ... ..... ...... ...... . ..... .. . ....... . ..... . . ... . ........... ...... ...... .... .... ..... . ...... . — .. . ...... ..... ..... .. t...- . ..... ... ... ..... .... ... ..... ...... ...... .... ..... .. ..... ...... ..... .......... . . .. ...... ..... ........ .. ..... ...... .. . . ...... ...... . .. . ..... ....... ..... . ..... ..... ...... .... . . ....... ...... ...... ..... ...... . . .. ...... ..... ...... . ..... ..... ...... .... . 4 .. .... .. .... ...... ... . . .. ...... ..... ... ...... ..... ..... .. . .. .. . .. ..... . .... I ............ . ..... ...... ..... ..... ; ; . . . ... . . .... . .... ..... ....... . . . . ...... ...... .... . I .......... .. .... . ... ... ..... ...... i..-; . ... ..... .... ..... ...... . . .. ...... I i+ ...... .. . .. .... . .. . .. . .. . ..... .. ..... [.7 ...... . ..... ... ...... ..... .... . .. ...... . . ..... .. ... .... .. . ...... ...... ..... . . ... ... . ...... ..... ..! ...... . . . . ..... ....... ...... ..... .. .... .... ..... ... ... . ... .... .. .., - .... ...... . . . ...... ..... .............. ..... ..... ..... LJ ..... ...... . ... ...... . . ..... I ..... ... .. ..... ...._ t........... .... . ..... ..... ... ....... ........... ........... ..... . . .......... ..... ...... . . .......... ...... ...... . . . ..... ... . ....... : ..... ... . ...... .. . ... ... ..... ...... ...... . ...... ...... .................... . . ... ..... ..... .... ... . .... . .. . ...... . . ........... ...... ........... ..... ....... ... ........ . . . .......... . .. . . ........ ...... . . .... .... ......... ... ...... ...... ...... ...... ...... ... .... . .. . . ... . .. ............. ...... .... ........ ........... ...... ..... ........... . . ... .......... ........... ...... ..... . ........ ..... ..... ........ .. ....... .......... ... ........... . ...... . .... ..... .............. ....... . .. . .... ....... ..... ... ....... .... --- I ... . .. . ..... .... ....... ...... . . .... ...... . .... ....... . .... ... .. .. . .. .. I .... . ...... ..... ..... ....... .. . .......... .... . . . ............ t . . . . .... . . . . ..... ........ .. . ..... . .... . L .. ... ..... ........ .. . ........... .. ............. I ... ........... ................... . ....... . I ... . ..... ...... ..... ........... . . ...... . ............ . ............ .... ..... . ............ ... ... DRAWN CHKD TITLE PACE DATE ...... ... . . . . . .. .... . ............. ... ... ..... . . . . . . . . . . . . . ... .. . . ...... . ...... .. . .. ..... ...... .. .. . .............. ... . .... . ...... ............ . ................ ..... .......... ...... ..... ..... ...... ..... ... .. ...... .... ......... .. ....... . ..... ...... ...... .. .... ..... ..... i ......... L 1--.- ...... ... .. ..... .. . . . ...... ..... .............. ....... ..... ... . .. . ........... ... .. ... ... . ... ... .... . . . .... ..... . .... . - I --J .... .... - .. . ..... ..... .. ....... ..... .. . .... ... ..... ...... .... ... ....... ....... ..... .. ... . . . . . . . . . .... . . ....... . .. ...... .... ..... .. .. j 4 . i ...... ... .... ......... ..... . . .... 444 .......... . . ...... . . . ...... . . . . ....... ..... ..' ... ...... . . . .... . ..... tA .... . . . ..... . ........ . ... 77-7 -1-- .... . ..... .. .......... ...... L ..... ..... Lft ..J ............... 7 ... .... ... t 14 jI Ff . . . . . . . . .. ..... -4 ....... . .... .... .... ... ..... .... . ....... . .... ... . ... . ...... ..... ...... ... . . .... .... .. - .... . ..... ...... . ......... .. .... . ...... . .... . ........ Ll.... . ........ . ..... ...... ... ...... _..__....4.._L._...._ . .. ..... ...... . . . .. ... ..... . ... .... . .. ..... .. . . ..... . ... . .. .... . . ... ...... .... . . .. ........ . ....... . . . . . .. ... . ..... .... . ....... . .. . ..... ...... .... ...... . . ..... ..... ......... . .. .. .... ... . o . . ..... .. . ... I ... ..... ..... .... ..... ..... .. . . ... ...... ..... ..... ...... ...... ..... ..... ... . ... ..... . . ...... ..... .. .. .... .. . ...... ..... ..... ... .... ....... .... Ll : ............ L--; J ...... ...... .. ....... J-i . . . . . . . . . . . ...... . . I . ... ..... ... .... - -------- .... .. .... -A ...... ..... r. . r 1. --------- ---- 4 J G 1 II . ........ ..... t. .. ..... . .... . 4 ... .... ..... • .... ----------- .......... ........... ... ......... .. . . ...... . .. ..... ... . .... . ............. . .......... ..... ..... .. . ... ..... ........... ... .... . . ... ..... I . . .. . . .. ..... ...... .. ... .. .. ....... ... I ..... .. .... .... . . ....... . ......... .... ... . .. ..... ..... .7 ..... ..... ..... . . . .... .... ........ .. .... . ........ ... . ......... ..... .. . ...... . ..... . . . . ........ . ... .... . . ............. ...... . .... .. . ........ ..... . . ... .. ....... .. ...... ............ . . . ...... ... . .. . ...... ..... ...... ..... ..... ..... .... ......... ... ...... L ...... .... 1 . . . . . ...... ... . ....... ..... ...... ... . . ..... ....... ... . ...... .......... T II I .... .. . .. .. . ....... . .... .... .. ...... ...... . .. . ... .. ...... .... .... ...... .... .... .......... .... . ..... ........... .... ........... .._.I .. ...... ...... , ; ... .. ...... . ..... ....... . ... .... . . .... ...... . .... . .......... ..... ...... ...... rl ...... ..... . .. ..... .. . .... . . .. ... . ..... . ..... . . ... ...... . .. ........ --- ..... .. . ......... ... . . ..... .... ...... .... . ..... .... i ..... ...... ..... ...... .. ... ... .... .... ... . ... ..... . ... ............ ..... ................. ... . ..... . . . .. . .... ...... .. .... ........... ...... . .... . ..... . . .... :S4%6; 4--l.. 1 . . ..... .... .... .... .. . . ........ . .......... . . . ..... ...... ..... . ... ..... . . ... . ............. I .... . ...... ..... ..... ..... . . ........... ... .... .......... . . ..... ....... .... .. .......... .�. dl, ..... 1 ..... .......... . ... . ...... ....... ..... ..... .... . ........... --------- ----- ---------- . ........... ............ .. .... . . ........ ........ . ....... .. . .... . ........ . ......... . ...... .... . .......... ... ...... ..... .... . ...... .. . ........ .... .. ...... . ..... .. ... . .... .............. ..... ... .. . ...... . .. ...... ........ ...... ...... . ..... ..... . .... ... .......... .... ...... ........... ..... .. ... . . . . . . . . . ....... . . ..... ........ . . .......... . . ..... . .... . . . . . . . . . ......... ... . . ........ .................... I . ............... ...... .. . ........... ..... ...... . ..... . .... . ............... . . ..... ......... ......... .................. .... . . ... ...... . .. . ..... ....... ... . ....... . .. .. ..... . . ...... ..... ..... .... ......... ...... ..... . .. . . ............... . . ......... .... . ...... ... ........... ...... ......... DRAWN CHKD TITLE PACE DATE SHEET OF 0) 6) i� r � C�Y� f .21 DRAWN CHKD TITLE DATE JOB NO. lie 17520 Newhope Street • Suite 200 • Fountain Valley, California 92708 • tel: 714.481.7300 • fax: 714.481.7299 • • PACE Advanced Water Engineering i, a a m CL A ■r DRAWN CHKD TITLE PACE DATE Fv- o 1F I L-c" DRAWN LE pl.Tg TIT o%&S -0 p CHKD 1 �bj(.3 V&IR Sm"i CY PACE DATE • • CT y CAI vj ve, 0 L-k-t� OT-.)� , VK 72 e.,6 ' /AJ.S/ZF teVA 41---�JOD AJ lei S�b • • L BAR 3x3 /8 Lg WELDED ON 6' -0' MAX. BOTTOM OF THE RACK AS STIFFENER, BAR 3 x 3/8 BAR 3 x 3/8, TYP. NECESSARY WELDED ON WHEN LR BOTTOM OF 1/4 TYP. IS 6' -0' OR STIFFENER. THE RACK . GREATER NECESSARY e�� Zl III LONG tOLT EXIST. OR WHEN LR AND NUT. 5' PROP. HEAD- IS 6'-0' OR TYPEOMENT, WALL GREATER 2' -6' MAX. C(SH.2) 4� SYMMETRICAL / `G (TYP.) — ABOUT t ~ Bf� OUTLET A4 -, fA CONDUIT a +� a z — L - - - -- - —io > >o JICA C(SH.2) 0� SYMMET Wo ABOUT 2' -6' LL- OUTLET _D fD(SH.2) (TYP.) CONDUIT \ t 1 /2'0 x 7' LONG EXIST. OR PROP. 2 1090FL - BOLT AND NUT, 5' HEADWALL AND fTMq 6• \\ EMBEDMENT, TYPWINGWALL t 1/2' m BOLT AND NUT, TYP. BAR 3 x 3/8, TYP. CASE A PLAN SEE SECT. C -C. SH.2. NT -- OR DETAILS z SEE SECT. D -D, �. SH.2. FOR .I/4 I DETAILS OUTLET 1 CONDUIT CONC. SUPPORT CONTOURS. 'TYP. I =, a -. 1= w TYP. m „ a 0. > >- m z F wo *o i ) a SH.2) 7 BAR TAIL'E(SH.2) EXIST. OR PROP. SLOPE 3 x 3/8. TYP. CASE B PLAN SEE SECT. C -C. SH.2, -'-- FOR DETAILS I SEE SECT. D -D, SH. 2. FOR DETAILS II I /4 OUTLET --L J CONDUIT CONC. SUPPORT SECTION A -A DETAIL'F' EXIST. OR PROF (SH.2) . �` I — HEADWALL AND WINGWALL SECTION B -B DETAIL'F' (SHI .2 -)- /� " F .�' \� \\ EXIST. OR PROP. \\ HEADWALL amwrm. �I M I STABILIZED / ITy 4k TYP. I/4 I I SLOPE II DETAIL'E' I CI NC. SUPPORT (SH.2) SUPPORT 3't REMOVABLE I' 3't REMOVABLE I' PORTION (TYP.) PORTION (TYP.) DETAIL'E' CASE A CASE B (H.z) ELEVATION ELEVATION AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER PROMULGATED BY THE APWA -AGC JOINT COOPERATIVE COMMITTEE TRASH RACK (INCLINED) STANDARD PLAN 361 -0 1993 SHEET 1 OF 3 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION • • • NOTES I. MAXIMUM SIZE OF OUTLET TO BE USED WITH THIS RACK IS 48' PIPE OR 48' WIDE RCB. MAXIMUM LENGTH OF RACK LR IS 10' -0'. 2. LR CAN BE ADJUSTED SO THAT THE SLOPE OF THE RACK IS APPROXIMATELY 2 HORIZONTAL TO I VERTICAL. 3. THE CONCRETE SUPPORT IS NOT NECESSARY IF EXISTING OR PROPOSED INLET STRUCTURE HAS ADEQUATE SUPPORT CUTOFF WALL. IT DOES NOT ELIMINATE THE NEED FOR A CUTOFF WALL BUT CAN BE INTEGRATED WITH ONE WHEN REQUIRED AT A PARTICULAR INSTALLATION. 4. GALVANIZE ALL EXPOSED FERROUS PARTS AFTER FABRICATION. 5. IF FIELD WELDS ARE NECESSARY, USE GALVICON, GALVALLOY OR AGENCY APPROVED EQUAL FOR COATING. 6. ALL BOLTS SHALL BE 1/2' IN DIAMETER AND 7' IN LENGTH. ON REMOVABLE PORTION OF THE RACK, USE 300 SERIES STAINLESS STEEL BOLTS AND NUTS. FOR WINGWALL BOLTS FOR CASE A. AND WHERE HEADWALL AND WINGWALL ARE EXISTING, HILTI KWIK -BOLT OR EQUIVALENT CAN BE USED. AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER STANDARD PLAN 361 -0 SHEET 3 OF 3 TRASH RACK (INCLINED) �l N I r EXIST. OR PROP. HEADWALL OR WINGWALL AR3x3 /8 �-I 1/2' SECTION C -C (SH. 1) t STAINLESS STEEL 1/2' � x 7' HILTI KWIK -BOLT OR 6'OC (TYP.) EQUIVALENT ��`-" 1 3.'i BAR 3x3 /8. 1 I TYP. 5/8' 10. M ~ BAR 3x3 /8 E I/2' � BOLT AND NUT AND CONC. SUPPORT. I I/2' ROUNDED CUTOFF TYP. I/4 II POINT BAR 3 x 3/8 �lT77T- -7/777T -" kMIN.11 V N •3 24' •4, A. S., 3' MIN. COVER SECTION D -D (SH. 1) 0ia- t CONCRETE (TYP.) SUPPORT- ' TYP. 1/4 TYP. / - BAR 3 x 3/8, rt� TYP. CONC. SUPPORT, SEE SECTION D -D ELEVATION CONC. SUPPORT, SEE SECTION D -D t BOLT a NUT -fh" k3p) 3/8' N(TYP. 4' REMOVAB PORTION PLAN DETAIL "E" (SH. 1) � 5/16 R v M kBAR 3 x 3/8 DETAIL "F" (SH. 1) APPLIES TO THE TOP AND BOTTOM BARS OF THE REMOVABLE PORTION ONLY BAR 3 x 3/8, TYP. 1 /- 4/TYP. PROVIDE \SLOTTED HOLE, SEE DETAIL 'F' a a ZOO � N • H- U oaz 3:U I -BAR 3x3 /8 LE TYP. AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER STANDARD PLAN 361 -0 TRASH RACK (INCLINED) SHEET 2 OF 3 C • 0 PACE Advanced Water Engineering im v v 3 CL x • • 0 I , vjf--t R D,) -17-- LD.,) e RA—s c� `F1AC, w 6) JIM N -50 o i Le3 03 � P—D Ais C 5 TL VQ SHEET OF -3/7 CZ-)FFF-(cliE-tJ7- d57. C:- -3,6 7- Dt -ny F- AJ OF iAj 4--rE—lz, DRAWN [CHKI) TITLE DATE JOB NO.. 17520 New'hope-Stree't Suite 200 -! Fountain Va.11ey, Calif6r.nia'92708 a (el: 714;481.7300 o :'fa'x: 714:481:7299. tJ F-EE" r,. DRAWN [CHKI) TITLE DATE JOB NO.. 17520 New'hope-Stree't Suite 200 -! Fountain Va.11ey, Calif6r.nia'92708 a (el: 714;481.7300 o :'fa'x: 714:481:7299. (- lJ C: SHEET I OF I 3ks,4. . A 1,0 L.,,D . CW L ID/1, .0,J5 0 S e,.o OA T-4,C a IN) 7-0 0, 'W r L-) Ai ir DRAWN CHKD 1, TITLE DATE JOB NO. 17520 Newhope Street I treet Suite 200 • Fountain Valley., Callfornia-9270$ i tel.- 714.481;,7300 tax: 714.481.7299 ��� '.S S�JTW �—L i� G-. 7 C�?��CT i1V�"C�> e ID/1, .0,J5 0 S e,.o OA T-4,C a IN) 7-0 0, 'W r L-) Ai ir DRAWN CHKD 1, TITLE DATE JOB NO. 17520 Newhope Street I treet Suite 200 • Fountain Valley., Callfornia-9270$ i tel.- 714.481;,7300 tax: 714.481.7299 * 13 0 0 c' AIA-Ai &14Cit. 4 SHEET .Z OF I-ID (uIk Lz—.is , (-a Q -r' ) DRAWN* CHKD TITLE. DATE JOB -NO. 1--7J-N6 17S210 Newhope$.treet .-.Suite 200 • Fountain Valley; California 92708 :- t.ek 714.4811.7300 - - fax:, .714.481.7299 • • PHEEr. -00--- , 4, �rl DRAWN CHKD TITLE' DATE JOB NO- 17S-2Q,NqwhppeI Street -- Suite.200 4 Fountain Valley I k �aljlprnia..92708 ' LeL 714.481.7300 -:fax: 714.4811.7299 • 0 E SHEET q OF (V vj OP 1 !a, i ortir) - DRAM CHKD TrrLE 3 DATE -I-- JOB NO. 17520.NeWhooe Street • Suite 200 • fountaffi-Valley, California 92708 • -tel: 714.481.7300 - fax: 714.481.7299 -D SHEET =01` 4 W f t c s -7?-OE- DRAWN CHKD TITLE DATE J613 N6. 17520 Newhope Street Suite 200 - Fountain Valley, California 92708 714,481:7300 • ,fax: 714,481.7-299. 1 6 .SHEET, kOF' Unit= �'c�„J �—cc -s �,�r —) -Ic- DRAWN CHO TITLE' MATE JOB N,O. 175.20'Newhope Street - Suite 200 •. :Fountain Wiley, California- 92708 -P tek 714.481.7100 -, fax: .71+48],;'7299 • PACE Advanced Water Engineering • D a a 3 a x nrnmmOC�DDDgv)zm O<D0r X� -Uc)J\ -Z0- O�W W�x�ocmnncDnr�,100� =co - zimf;u1 =�ici�Ni p� =S 2OOWmvC) mj_n m� - 1 -ZIZ'� A OIZTIN 0 jP- 0 z c b 0 mz q A 0 < --I u r rn z c 0 cu Z ;u - I�-1U1Va:t7:U p� 0 OZZ�� :O0 mmom :*CCOm� i0? m . o !� O-{ A OC O O W O O O O Z X --J Z DOOOC7�C�r����O��C r�1T1MArn� 00 me DrN-OOm O$o0!. c: 7 �r�TIrN- ,r Z0-2 -ZI M 2 m rn Q Z O -1 Z 0 I Fill rn r 0 II I p A I II I n I M �,OZ(n X(Z 0 =I D II I III Ii, TJ O I =I O i F-� O -1 Z Q :U I I :U c -+ o III, ;q r mrn� in 0 � S•3 (n m D={mr 7' Z(A�!rA -{ .` 1� c 0 - vm-( cm �7 "^ "I 0 m r< �m-vnU) D N o � I I I I 0C) zoo cm O I > % ' G ° j w I 0 cn m W -P I W �nrZ- 2Z IA M rn m m m m m m m � 0 rn m x x x x x x x x x v x x o o OD N W f0 N DCx �z M >,'J m= 0 (n :!�o00 •I rn ao v rn P -i---I t7nnnnn Imz�_- Nv, -1 �m z z z z z z z z z z z z G) 0 0 0 0 0 0 0 0 0 00 Dt �z6 m� OLo6nrr*�tn Z -L A� ;u �i °zo _4_2W Fm �A* rm- n- z.0N� z SAO �x = r- -u N mzm T. � r- z rM O z 0 z O z zz•I v) f*1 - M ° m° � ri O Fri Z O Z D _r r_' z rn m I I I Ir I ■ Ir r I I r I I 'I r � I i I I ( 1 i i I I I V 0 Z7 0 m m r*I m m D X O 0 0 0 0 0 0 0 (n cn (n to (n A 0 0 0 0 0 0 o z z z z z cn cn cn cn N cn cn G� o o G0 c� rn m m m m m rn o A F r�r O 0 0 o ' Co Z 0 - Z: im�vco;O�A-i rn r,i -1 ;u W m Z OA A o O z m x � 0 m i FA z a (7) Z m � � 0 O K D M Z _0 z I D X ;0 0 M r r mr Z rn D r__�_ MX8 0 w 4 'o I ' - (I�Q`i,' \ \ I I I I ! ado ,7v 1\--\ w " -Sa ! ",I/ tr, �p ) / / %', �e 0 N �, \r l I D� �0/ �--- - ------ D° �°� I \ I ° ( I / ° ,/ / / �° z7 ( � -� Q I �- 4 - , --\ _-� -4 i I - -1- --1 --I L� � - �- �' � - -L � I - 4 /W _ --_ -_ - `1 oa o2r.EX:•vR %W_. ,,,nom �., ___�_________________ ------------- ------ ------ - - - - -- ------------ - - - -.- �- _---- ---- cn _--- MONROE STREET -` - - - --`" /} 20.72 °' �- .---.-----,----,r .___.__ -- ---` -� -- - -- -. -, - i , EX. BOUNDARY & C/L , ✓ - ___ _ _ _ -_------ .0 -PIG __ __ _ _. -_.. N 00'03 43 W _ 1983.1 Y _ _. -_ - - - In C 0.30 "^!18.45 .3896 'PROP. CURB 420.47 _- ___ 1.0 .�_._ 30% 422.09 x422.54 -- 423.11 0.31 %A -- ____..__._ -- 421.93 -_^ - -_ -ul _✓ .ti - ° - - . ._ - - - _ - _ - - �..-_�.- - _ - - - __ p _ _ _ - -- - _ . �lr.� YV ==71 , F,, 'F 41`� Al 1 PROP R ♦ . 422 - - -h a _ .� LOT A to R/W M M Z - 0 w 0-�cu =N'DK Z 0 0 0 p A � 0 O�09 ZA 0 z�-Dj �O rNi -NI t M �,OZ(n X(Z 0 0 D K C (/ Oc A rri r -I -DZ-D� O 0 TJ O -n O =1 O i F-� O -1 Z Q :U :Ll :U c ? -,•1 -< 0 =W n o i c v mrn� in 0 � z (n m D={mr 7' Z(A�!rA -{ .` 1� c 0 - vm-( cm �7 "^ rn 0 m r< �m-vnU) D N o -� 1;u oc zo C7 0 C) -I m 0 "" n 0C) zoo cm O ♦r % ' G ° j w I 0 cn m W -P I W �nrZ- 2Z rn II W J V('P o --( Zz� c_ C U rn a o c0 I� pow zz z � 0 � U -,"5 00 ;< < '< DnF �O M r II + IN :( v Iw --i m m --< (DT1 - o o OD N W f0 N DCx �z M >,'J m= 0 (n :!�o00 •I rn ao v rn P -i---I t7nnnnn Imz�_- Nv, -1 �m y <ApN D Z(n14 D=i -{ vA0 ,--S. M El :q A�0m )pv) �O r Cc: N Dt �z6 m� Z -L A� _4_2W Fm n- z.0N� z SAO �x = r- -u N mzm m K ;u rn rn -D KI F_ D D z cm ■o < (%) F < z 1 z = G7 z R. M M M zD o U) ■ F_ � j D D z 0 � rrl C x� < z C� 0 • 4 D C) 0 C Z 4 z C) li rN 0 0 (n D r 0 M N II1 o O /' o I i ,� -- ; 1 �� °0 I , __1 o ° *t e Q irrrr.i rrrr.... rrrrrrrr .rrrrr.rrrrrrrirr�irrrr.rrr �♦ u'" �f. O O p $ �� O _ z - i t ♦ �► � 0 �i T_-, 7�- t ♦ ON _ O V j ♦ 2 0 0 0 -0 -0 -0 -p `p p D� �+ CD II 0 II II J t ♦ '0 0 -{ IIN rrr , m N rrr N m rn m 11 11 m I j N IIN I I N I I � I rl1, P NCO .P � Cn n -P t � W W W IP W W W W P P ? -P P -P P I' P P F i1 oN No O I OD A ♦♦ 3 Fu W -I 46 -P cn 0) -? •.1 :' OD _' (0 -? o -? N W .P � Ut 0) w t ♦ D 1� / ? j� w cn U' cn o-) rn o') --Ij �l �J oo . I �n ,_ _... � Cn W 1 V W a s � W/ .�1 N P Co CD 00 N o� c9 c a O N 10 _ » » - rr - to 5T ET "D" _ - - - -0 I m 0 t _ -_- .55% II -4 N <_ - 0.58 - °� F,V�t 1 , NU -- __ _- __ __STREET" AM - -- .55 I 0) OD / ' o ° �i i 1 _ _ �-___ �__ CO,81� �p0- c� # i / -p v� ' I / v / 19.52 M TC- II � / pp N - 25 - ?' I(on PE= 420.F0�1 I I (o ii I a III F., 24 ,9 NN PE =420.0 I O m PE =419.3 II U /' I -� W � c8 ° `�, j22 ,0Z UJ O0 "`` FEE = 4118.6 1 ,0 1 v ,L£ p ;� �' 21 -�, -p. PE =417.9 -II � a co 1. rn 20 I= _�d _u I PE =417.2 M r ._.../ CII. O I =---- n - - W �° PE =416.5 - --C�i 4' i / ^ j I' 18 I W - II -� PE= 415.�.0 I Fri ,PO , __ o0 418.36 w - 26 - - PE =420.. 0 0. ---,,M I P a 27 t vPE =420.6 i O I{+ m '2o W ,g--v I• 28 , PE =420.0 - - -- - 29 - -- I PE =419.3 .�-.- `°°3p.�, PE= " 1 31 PE =417.9 32 P = 417. E 2 � I r (� M Cn W O� ,I.I ; N o _Pp- 1 1� c o cn . , W 0,�}I N m °my° - ♦r % ' G ° j m -P / N0 s I `'A Z II W -I n8 PC4 I , Oco Wrn O 4ti;0 J � I N; 1-1 v 418.36 w - 26 - - PE =420.. 0 0. ---,,M I P a 27 t vPE =420.6 i O I{+ m '2o W ,g--v I• 28 , PE =420.0 - - -- - 29 - -- I PE =419.3 .�-.- `°°3p.�, PE= " 1 31 PE =417.9 32 P = 417. E 2 � I r (� M Cn W O� ,I.I ; N o _Pp- 1 n- r ,,,- _ 11 N m - n � 0 - r - \r, _1 rir 8 4 GG7 O p 0D m Q �.,_ GO) N n m� P (A Gp J P _P r 3 -i O � W $o )�! I a0o ( s P Ca _P t C__ rn N J;R r _ ---r4 I W r L A `- = _ �� p `y'1� l 'r 46 1 -p 0 Lq-p m r i N rv'� _u _0 -o _0 _0 v m ` N rrr CM J� II N IIW II N rrr rrr Fri Fri rn rn II N 247 ' IIN II N PW .P-rn PW II N II N II N II N II N II N P-P E =418 rn -±, ul Cn � J Cn 11(n a, Cn ; (n �, Ln Ln P -P _ Co w00D �' �� rnW rnN �J� ,0 cx,0 n'' n -P J I /vim . _.. .,- O Cn co W N, _ �. V. •O �r -p NA 0 j 1D ° O rrI 9 D '} � W N v MN 11-4 � =- --P} ;� m 'D rn o CS) y r� � O - - ._ „ ' 13R1V - 711-1- - 0 g Q t n I r• W - _ _ , z: �� I�r�O ' 9 I Fri > -I t I N " Cn n j I -A r- � j j'4 00 11 ,L£ r° II -0 _ tW w I ja �\ 'con -p I N M M r,°, Tc)-u -p p p v I� �4 h z r PCn ,-6- /�I� Ob I! N ±: co W _Q ►� Fri G) v IIN 11 N 11 0) 0 rD m mN mN mN rrr x' l orn O fi c a - _ rn 11 C7) C70 O II II IIN '0 0 N ,L£- -I ;. P t _ -I =111 II1N PO ?� �N-- C4 _II-•II- --11- IIN II M �W, Prn J J corn O t. _ \N /� O-I.p P O � O Cfl rn 00 c0 � P -_ _, m - -1 A - - _ 8 _ -p / \ P./ P Cn P P P O �M z n C*'i .p '�7 t I o - C0 _ w , c) j - -p, - _ U, - M -`i- - -- : I �, ? 00 IIN D r J O A I W 0 r r U, _ po r cn • P C I N O W '' t 'D C) 'O O (A- - 0° -N --, N 1 s J V (O - 0 C3) O Cn f \W -F O c? \ - t _ I �, \ _ "` SLOT "AV" 413.48 _ - �� �0 5 �-- -- - -.53% 0.783' r -- ; - - --_ • 7 � \ T - B - - .56%STREET ",AK "� / ..1r � - - - -- -- 1 ■ S1fREET B _ s y _ `- - -- -" D T r - -- - - - �� ., W t7 -P+ _0 V_ - ---I � �-w -• - -,�'" � - -T - I n .- M \., M N 11 N 11 N M = V I N 46 r- ­13 u N 0� I I O�j n� U�fI I I ,0 0 mN v � II 00 �00 map II J II J �-• �1J MN) N \\ P � j P I -1.p s _ � X rrl I b0 'D I -r O � I- -, � 0 11 N � J 'o _\ a n j N � , O O _ 00 J 0� O O m I I O � N c* (n P P) � �, 110 I W o� D II I O'0 00 xW --p P W p I W �'� -< <" -P N 4 I tA � -0 0 o I , a� Fri �\\ = M o c,, rn o x _ �� '00 j -P 3 � � �In vm / I � �N __ _ __ __ fta, _ / j -16 (n . _ ___ -i uq I I �J n� v� III N 11 N 11 N m N 11 N \I I N 00 I N I w �: 00 00 00 Co 00 P 00 I 1 x � M -. O rrl I IIr N = _p _0 x b0 O W -P -? cn � CA -P J -, � ■ O II Ci) \ z I� , '0 N rr, rrr 05 'tP . Cn (n 0 ■I P W v \ / \ II J n IIN IIN 0' c� w o) w c�z� _ =, _� :_ ■ II ti \ ( O z o I I O> .Q V 00 w Cn ■ N 41-0), N $ O G) j _P _ ` I ­1 . ``_- I {' \ \ °`___ I �P o U, STREET "AH" .52� \ T i N ♦ ♦ - \ - r 0 - I "0.83% r ... r► 3r v \ �I Ni - ;a r, STREET E �� F� II - 0 r I I ,,--, I rn v -1 P r c,, m 0 F -\ '��• ,P LA \ \ O� v D 1 I I I W. i M Fri n -` J I 11 N Z 0 Cn = I I N I I }� A 41 'O p0 0 (w I 1 6 Cn -- 1 ,� N I N 00 rrl J C7 � \ \ �\ `3' N O ! � * .r -I p (0 , "o c �, CD v n W p 1 �► A rn Ito rn � , "> 11J D ri I -iA \ ��'O X mp I I = CsO P - - G)' -u =W W =V - 11 rr r O W \ •SS W \ m �� Cn 07 II N'0 `1 -20 L4 0 m IIW O W _ _ _ I w rn -I __ - - �! _- 147 4N9 \,. -� -20 � u \ \ r z o v I � 0 0 P o x -� mP 0 j (n -DPW - PE =4 p rte,££ - I I N C° 0� 11 01 v, 6, I m ? -I p II O \ z W I M O �� -p -0 O I W v U' J 1 cn N I O 5 �t rn (++ \ / �N \ \0m �I I -IIN - rnN IIN I I p I '=ON °' 14 -0 - \' 1.`" . q Q _- - - \ I �'�n D o N PN ,,,w p z 1 r 0.5 ACRE r N �� ` Iv cn -�_O J/ - W , rrr I I ►- rrr 46 11 O O 38 PE- 15.1 nW � \\ \ I - -1 cn �.`o I O � ; °o !PO cn WELL SITE -+ PE =412.8 �'' .8-USABLE AREA I �__/ x�y I w \ I I J -� ry u �W o x � a� o I -ri I N 22,552 S F - 1 �u z?_0 O -0 v p c�i �.' 14.5' 1 �" - � a x O0 O� r 145 II ., �\4 1-,-J Fri 10 p D rn -o u I �0 1 39 PE =414.8 p� t� II I IIN �'N _U____, ._c J �, I 14.5 o rr, o ° } '-_­­__,___,__,::� - . p ++ I--, PE =412.5 � = %` 11x0 I P-) c�$ , j rI�,N Iro � rr1 ICI II N v ii W � +--- 40 rn 8 � �w 1. - j Iro ,0Z . WI a �.n i' .p. N N 4GIJ .� I_PI (O V -�• Z O') -P o-P 0 II cn I / �O o0 144 , = N j) oo _' iv o °- Q, O - • `� _P1 N I I . . W W IG°�P rn I rn $ 411.9511 Cn P E = 414,.2 _I 149 - oo ` r PE =414.1 nN I ro �, rn -p / f �- P - BMW PE4012.2 1 O /` .ZJO ` O/ �d� .rri.ruararrMIAMI rirrrrr a rrrrrrrrrrrrw ♦+ - L, 20m 14.5' 37 mW ( 1� -::� P N r -1 / I TI O j,r•r. r • " » rn N v) =O 1 M I �i = 143 < 150 \ � mr I 70 ST I +�0 I�00 � �Cn ( o - -i mW 54 = 41 C PE =413.6 PE =413.4 \l -Fo I i� '� 0� �w ��W -\ P� M � i - PE =412.0 I PE =411.9 U, \ I W °_� - _ ,OZ - o v ' I i \ I o c0 $ D n -p W M O N \ \ � ' D W , Z _ ��Q -- p °-- ' - ) 142 151 `� I I � -o rn Ito Fri N rrr N IIN p I rrr G0 I O n 0 (? ° rn ,L£ 53 AZ 42 PE =4 "13.0 PE =412.8 - `tom I r.o II N W j II N, IPA II o Po n FrJ II N U) o �I ��o �- W i\I \ W -P -P � 0 L (0 - 00 D 11 N -P CO .P + �, OO ,Ot� 11 cn PE =411.7 PE =411.6 M-," I \I ' � N . M �? U,� j- ---- - D ��r� QOM, CA C) 1 412.3 152 IF cwn -�I Z` N �, I/ f m o 0 _0 ~° 52 - 43 PE PE= 12.2 r' �$ N _ p 0 P J li w PE= 411.4`- \ PE =411.3 ° v m 0 2 ' p �, �'N cow \ 41- (` 0 1 "- I `--- , 1 140 1 153 �@A ° , o © w � r 0 11 NO 11 No 11 No I o � _ � i _� \ v C,,1 � � - iv 51 PE =411.7 PE =411.6 _ D, �I �� .� �$ al 0o °� oN orn �J W'P fU, '' 44 0 � i o 1 rri P E= 411.1 P E= 4 "11.0 �� i U' v ;' o P co `- s, _ - --- - - -_ -co ,r ` II 0) 0 i! ° J o -- 139.._.- .. -. - -- -- - --- --- 154 .- - - � 0� � T - - - _ - --- .52% ___ I r`' i (_ N 50 PPE- - . P - - _ _ _ _ . -- - - - _-_--- -__----__ Gz� �p : I I'll �k1-1 -1 -- _..._ - E- 41 -1 0- - i ,E,_•_ w 52 __ - . - .-- ._.-.. Cam___.- _._...�_ °� » , N ----- QS -�__ _ - �_ _��_ - - -T- STR f - 5TREET AF _„ �, -- (� cn. / � rn r PE =410.8 1~ ' - -- -_L _ 1 r 10 I - -- _______.___--- I _ -. _ - -- 1 w � '"`_ _ o,a-.- 0 138 I n $ 0 8 - __u________ -- - $_._. -- - - -- -- n � n N w z �`_ - - - - _ __ __ _ _ I + ' c0 � _ �' I-. `" P E = 410.5 I a0 155 G0 II -`_ _ _ __.- ,___ I - -- -- -�_ - - -- -0 -� `- _ v I . P oa cn - n 49 ~- � 0 ' P E = 410.4 W o -P W n $ o v r 0 . rrI rrr _ rrr v rrr = co N I 'oo PE =410.5 46 07 P. OJ Fri 104 m mN m m, O W0 IIW 11 W IIW ` � w w P E= 410.5 c� IIN I I I I I - 1 -P -' w i '0 0 ° . O v In G) N 11 N O t0 c0 P -F -, o Cn 0 A $ 15 .� 00 _P O 0� -P P -P W Na i Ln - I I137 .6 O 0 O N P 0 O o - tp C)D .lit W N . w C D� v �D n % m� 0v I PE =409.9 - PE =409'8 I rn ._ O a oa O O . y 1- P-' . co �I ' \ -P N I 48 � W 47 I O 1 407.32 •0 v ! 1 --- _ . _P °o w Z O _ _P_ `'` - m -`_`� \ "I ►', ,0 30 �\• PE =410.2 J oPE =410.2 �.� 0� r �_. �. ,OZ I D in V ' z j \ -- ,, �� 1 1 ► 'Og _`__.- n $ ■ 0. 2% STREET »G° r 406.45 1-7 s o p O p mo v v n, • j /, _ 1 II14� I o 0.5396 - I -I z II -' ri � p p nCj M rnW II W II W jj � , MWt rnFs 1 t 3 12 I -PW`-. r.F 11 » , rrrr■ rr.rur rrr r�� rr rrrrrr r r■ PO n�j $,Gp II � 11 '' II -' G)� II II P J Ppp p0 PNI N ,� l 11 7. TREET A ♦: /--- ♦ ;rrr o W I rn o -P �, (0 (0 � tD cD 0) - � _P_1 rn -- . 01 �' Z i__ � ; '1 1 N �- - �- 08.0 r ♦ r n $ 0 i0 o Cn ""` b� - --' -o J . o W P co !�' ! ; I I J1` i i /. - s II n$ -0 1 -p I -0 N I O a O 1 cn co ca L_ W I l '\ r*i m L - - - -- - p� C p -1 _- - 1 r I w Fri i - ' M� •ice f c� $ rn I ro � O cn a J / (' I ?4 - �, rn m $ O N cn I �t O N �O - ` �, - .52% I I -±, •P I �o I I J � r � O o O I a0 o N G� � o -� ° ,r-�- �•...._... `' A, �on, ( r0 $ •-° °'- P ; cn `, ■ � c0 0 cD m -4 CA E - . STREET AD .5296 " ,1 , � �c ��tr 0, 1 0 0 (0 O - o r rn o- ( N / 7 _ 0. �,l i 2 � ,0� � c7 -� -+ W ('' �, � It ' -p I i -D m 0�. , II w I o Q 0 $ l V ,. at 1 II Cn =O n$ / i �� rrr w J �, P =' [_�_ i K `I ♦*A Lv -°pD M I �oI�, =In$ M 9 ■ 4,W I !�N `� �� n$ Fri rn� �� n$ 321 - PE 4011.4 I ��° v i }. � `- I� v■ I - Il J = 0 �`; _ II J ; I . Cn W ,1 I I I I 11 I I I -? W o \ rn r o o__- --___- - _P N 11 91 I I cO �, Cb p0 c0 (A P E = 411.4 \ �� i `) I 0 r -u W stn -91 (n -.■ - � - OO ��0 PO D,O -P� 0O OW -00 O]O - - -p 2 !/ j r ° -°`- -� 14.5 " o °' o° N c° `r' ° -� �►� ~ Fri(, I r n r P p_ p ___ - W-_. ___ . cn O ,5 b l 8� n -. O P !j II O ao ■ c0$ _ - c0' $ $ I PE 3911.4 I tN n 37 - 14.5' = 11 37 R - - N -__ OZ in PE?41-1 o i o _ .0 0) �-••• 2 rn - (- _ r0 ■ IIW = _ II -' - - '- - _- - ' -+ " r 16"'n 1 I t O - � O I I J I I J -P -P o o -�. - pr 1 n N O . i A w ■ >. p X '1 P N -P J • O 0 rrr -D Z 0 o II I \ I` -p - - - - -- �., 0 0 (-- rrJ W v ► , ■ - - - -- r� m _ A P m _ M r*� rrr 07 _ 323 338 r• 1j,.� 0 I I z ■ -K 0) 'q' z , 14.5 ° O(0 I k I _u II -, II _. ,[l,,� .IP- -1 JJJ I c 0 s J = , M N I � 00 P Cp'' P E= 411.1 411.1 I it ■ Q _ x 20 p II -' II -' co \ I m -i p o�p oCTI'_� 0) of _ . - PE= I I . �t� , I i I ■ 14.5 41 1 1 0o n o co rn A / m w I I N r- -P :.I J v \ iI N I( -0 `` :. w, 1� I I 11J I oCAA o-- 0 I 1\ I I oW w I N �� ' I r 324 1 O mw $ \ �, -P C)o i rh I _ i i I1 0) H - - - - - - -- ca -- O , . �, M I I I I o �' co PE= 410.8 337 n, _P P �0 ),---., &� I ! ■ A po r PO I - __� co c.." I I -• I \ I EET "Z'' .52 9 _ � P E = 410.7 0 N b °O I i I / I I 0 0 rl%' - -- -_ __ r m v P o0 1 \ I �� ____1 4I 1 O I I rrr `� � 325 r° N(�Ll( z C \�\ �1 �b 1 , i rr) O 46 % c0 $ II J \, oN a0 U, -� p c�i $ \ , %PE =!F10.4 336 3 I 11 -WP II O O t0 O / I v0 . �, �� �� I 111 r Po I v o 'v, oJ0) 00 1. � I \ I Fri, 0w m � � F � PE 410. O =��.� ` i ( r 0 0 O N J V J I �\ __ F- - = = - I I I - P W w V I I I P n 11 -� I aj ' I ( ■ a, ` N 00 c0 , -.-p _ v -0 ® o N P J c, . I •( •�_- J 326 = --- I r9t� IIi___ �' _ -' it �'� I I J �W vN �N PE =410�Q ,5'bl m ;- :, j , I� r _ 0.52% -P U I I -P N 4 I I I 1 a o-, � , L ,OZ 335 ,L£ ICI � $ �,_ �-�=s ` `� i1 j I i I - _ STREET "I" ►- ° c00J __ _ aJ 1 I 1 n PE =409.9 � orn , °�'� T -, . -� -p p g'tv I• 327 - m r•• r.- -. I ' I ; n I P) W _ �a c° _ - - i P r--1' 8 I I rn Ij ~ w u'� ij 1 PE= 409.7 `- ...334_ M ° Z IV 1`•, I . 1`I ( -0 x C) _p -0 _p �l 0 n m I t Z I I I C,f '' (XJ - > I° 1_--- .____I o I P (�7 0_$ of PE -409 A p W 0$ \; I -- r '0 N rrr rrr rn rrr 0' v I( Z Imnn o }`', I t- I ! I I `oo I I 11 0o I I Op 11 00 OJ �0 -P W 0 1 O v � - -- - 2 v rn I j, 00 I ' r I .P o'° r �° � N -P w `P _P II oo r o o II -� cJ � `T' - __ a, _ -- I 328 - _ o __.\ ';11 I i °� o - `O o ° 0U' O . _PNCA I O ! I / o =I n j PE =409.3 I , , u 333 i11 ■ I N o)`.__ _., c0 °' -1 1 1 ° X: o 1 -p D r `) = '' I I I I I P ► z d I IIf p ,' m II --' 11 -' - I = 409. ?_ W G) Q0 N -t w E 11 it, 1 ' - - °' v c n $1 1 N I / II J ! P J 1 I - -1r'P � $ Q° ►II j11 II'-� G0'.v� •� /I''% �'p° �� '> 000U' °coo } I 329 .p po o *1 4 I „ �ji ao to 120 • 0 0 3j. _ % 1 n O D I IWO I Ill ., , ■ -p -P N �• / J cs rn 1 PE= 408. !N g0 332 , I T, O I III " 1 ° r I r t v v . v -0 O t0 iT. / _F' / / co 0 CO PEA o v � ° I' i r, c_ S 10 / I o, m 408. z 1� 1 11% I I 1 m 11 cD -i O 46 I I l o m / m ri p p IIW 0 It II 0 0 0 0 00 I1 II 00 I1 00 _- - - - -M1, J µ 2 I I / I I-A I J y r'I - 1 i I, i f l r0 o o I c 0 0 -P- 00 �� { III i O °' m w O cn (n u) - - - - -- -- - - (/ i1 l; . , rr 0 n0 co � J ;/� d+c`9.Z PW / My / RS' 00 / acoo a � % PEJ4p8. � � oc0 ' o_-- - - - -�-- y, � __ 11 I! O■ P I t)t N co P - - 0� W / W -1 - / TROP - ., -- � O ch 1 J "', 11 I ` I aI 'xo Op DO �' �_ m r / co W If z $ 1' 1 r 0.55% _ I I > I v p / ST�� i0 Cn 0 c0 - i II I I W I 1 7�o - ---i- - STREET "J" I � _u o-P ( ": - / / / I . ; 111 J / 111 o �i� = t\` F�? qq %� , �" Cu 00 I- '(,� 111- _ r r rn 11 � I M -1 000 / , - .` ,gj `;fir Jl N �--_ .���__- -.--°' _ _� �C ~� r . o _ f Q ____- �,- w ^`ti I` \I o i_ r_ I m 0 O rr1 I 0$ J / I 00 0 /j /� I. G7 O ' - - -P c0 rrl I N 11 (0 I I O D I j Q0 \ i P / / j% O 1.1 0 co r O N I I c0 W .P to .P P rn I I c0 o i CO v a�-. tic I`. Oi `r 11 C� o -v c,, -- T n P o r 4__ CA w O P OCn o i,J nN O - �.._ /II -�. (1Gi� . PW rrJ �! -' I $� r \ O P) cs = o \ �o o _ rn �d` OJ IIW 0 J Q'' x. m i . r -P \ rn -P cn \ - Frl j -o - C �J rrJ n W -i P Fri rrl m ' O 1I r , w w ry C° �\ v O O -I Om O � \.1� I `_ -\ - - J , , M 00) II 11 W fr (A 11 W v `1' �t ■ 4 -+ r_ F 0 \ �0\ ' " -p , / / / -_ P P Cn _ cy P u' o � z- -I m p o a W O Gd --_ ___ co 0� rn ♦ \\ �® I � � II � - 0 \/,\ ,0 c"c� n 11 i o co Ooo co oN P ► 070 ♦ r i � p -0 p -t 0 ♦ \ -U .p -� 0 _ 01 � \ Fri O 0 ° - -r i (O ♦ \ crl ; P _ / Cn N Os I I \ rrJ __Ln rrr CO 0 $ I N �� \ t7 $ O c0 z O o \ X no e ,--Fri ; . \ _ / I M -PO it-�__ - Ijl"�"..__ II --'I--- _ -I1° o I N � ♦ \ / , I W II O W $ �• - P O O'\ G) . ♦ 's? �`\ 1 N $ p'o `� N r -__.� / - Il W V 1'0 Cn c0� ON 00 -P, C) PO CO \ CX, 07� O �♦ \ \� \�N -0i rn O�Jr' / 4 0� O$ ' O P m W p00 Cn U, P '," ----_ - \ ♦� Q) - n $ $ C \ o rrl .( -- - // P) rri -p -D -0 -o / (0 I' c� $ o rn W c� �♦ �S Ix N \ o D t7 _ IIW p f r C,, 1 Cn \ ♦ ? \ �.� V I N Z \ O I /// �� O IP (n m W m W� 8 p m W i ". O __.�«_ 00 cu w x b0 • �, \ _ ✓ \�, A G °- �/ a (0 -P 0) -P o0 P 1 4 rn ~ �(0 ,r, �`% �\ P 070 � - ♦/ // µ- l OO O-' ONO OW ' 0.55% STREET K / I : 11 r 00�i IP-' n$xv._ t �� `! � - 1 � •••s•!• �� -�` -- -11 0. 1-1 "` _ 10� D�I )�ID 50 - rnO p, )] W p D oN �W'p O % `O��._%. - rrrrrrr rr�0 J�� OCO O Off- `c "� FA54% . - O` r on 1 " -p n r1 -A M r° r i !F N O �o 0.., , ( Z5'_ p cs - - ST X O I 1 z • p G_______. 3 J r 11 r''1 I ;P 11 -' I I -� II --' Ill � O � O (4 / � __... �..•' rrl _ __ _ _ _. -- .p I 0 g r W -P O I I 0 co -P O O P O P O" / N I.. _ :: -_:- 11 W �? _ _ -- - o c3o r o Cn _�, 00 J o DO O O o o r G0 $`'`__..._.__ 1 -- P J ___ - D Fri • r , p P / * - -_- N- `c p- - -- --- -- - -- -- __`.- - -- _ I c07D (I! '1 u, (r 6' ♦ +1� / / 1 I C�7 $ �- O 0 N CD 1- UJ O D'1 _. _ , rrr, n $ ; - -- -0 8 I I . ■n0 - - - r- rn rn O rn U, O ♦♦ ♦ / I N m I N - �­ �,._ _ rrn - M r . . II W " - - -- -- - - - -IF W II W C ----IF (A -1 �J' II \W - ■ o °� ♦♦ 11 W . -- 0 .A -� IIW P N _ U) n P O -P 0) -P 0) --__ 41 `� W o 1. -N r N ♦ ` ♦ PJ P rn b D - _ 0 x00 0J OO O:n 00 ♦ / 11 W W I I W % -P J -1 ,D P 1, r 405:60 ♦ o Un -P J I I J P J I O� U) � rr1 rr1 D �' -1.i __, a, w D - - - -- c" ► I 44 r C- P » „ ♦♦• / I -P -P cn -rl rr1 . �,,. 4` h' LOT B •• ♦♦ °669 / /` ® I I -P w P - oN t\ U, D 4"� U, o \ \;` 111 r" STI? ■7.I,rroo .rr.rrrrr0,00 _• - ( _ -- -- / I 00' 664. 9 / H z z� z z z -`- - - o - - .1 �_ -._.- - - `/ .01 % _1 _\ _- \ § B , _.1 IIW )3: N 11 W -P x 0 11 -P o J - - - -- - -�'.. I r.,) 1 to J N v, �.. - .___-- -_ -_.. -- -- -- �'- I _C�' O .o -P -- - - -- __- $ - z I I .- J� - W- -� OD o -t• O - -- -- - - ......- - - r - - - - -�q `Co7 ___. 405.60 '`I--- '- -- ---. -. �_�\c�NP -1 I � .� �� (-n _____ � �, � � ` \ Coq Oo° cri i I D o �� I 4 °°. -- °--_% I I -p C I I m -,M I 1 I �$ 11 ( 1: n$ m �� n� rn . v O---A � _u n$ I t�$ -0 O 0O I I P I to I I •P 11 P _ I I I -P r to z I IIW I w I W II r'r� h to 1 w mil P v I w xN PCn Prn - xw rn O II P W O w P �' -0 to -P N a+z I I I1 : I P J 0 to -+ 0 to Poo O_ 0 CA � 0 N -P O OD '� 01 O O O P O Ln -i -I ® I O 00 N %U I N � ."F� W 07 t3 0 J 0 . in , �, M cn cn ; I (A 0 1 � m © o - 1 _ _ - 5 D � > 00 - °v °�v - K x o, 7 _ 1 0 I to C $ 0 � 0 ,° 0 I _0 0 , M to � n '0_17 M n � I 1 ri P m rn 18 �W ;u c) � -0 `{ �$ -� rrr w m W M� U) � O 11\\ )q:,. m . \ �, �, I m 0) P o• I W 11 rn I 1 � r J -P 00 O m 000 I �' / °J Wo oI Wo �o oW o� zl W Oo ,9Z o I \m�1 I OPJ �,% �N �W 11 �Q °�'O % X o0 cTI o A "°----- I� 03 O W � % -I = fi7 �� �Qo Z r D ,F£ ,££ c0 . cn co c0 $ 33• p / c0 z 1 r--_. o _ =i A o r- o o it ao � m ,,'�. I m . I N . _ _ -0 r� _ - � o I I 11 -P ° O j7 g I I -P O I I -A 11 I-- I ;4 ' n $ 11 (A N � 11 W II -P. ,,,,.I Ip 0O I z0 �-_,., _ � � 11 n ; P Cn ?@ c0 -P 0) P rn aH is 41- J o OCn (p O-' - ON W O 1 I ~I N OO OW ON A r,t p0 I OD °' f 11 D '/r Oc / O • W O Cn DD " -P UI - _ O Z i I I . c . < o -P -P I r / z I ' w crJ cn L \I �. _ co �° > l - i\ m I 'N r -° . - ! - ♦ LOT "AC" - � I i i / fts �?D (1 ♦� - /"` - 0.50% - - o - ■ rrrrrrrr rrrr rrrrrrrrrrr .rrrr Wrrrpongrrrrr -_. - -_ n '0 „ N -p t -I / -o a r `' SIREF? ? 1 .50 / T » » 0.50% m o o z -{ - - I n I I n $ W ` p r C - ■ - -T -� �- - - - $ O -- - .(fin r� O %i -fhl rrl O ■ - L I tr--- _._,__/ --- --o-�" n i .P a0 /D 0.5' , -0.1' / 5.5' TO 6' i I ' I t► o � 0 ( -- -I -t I w ( I .. I r r1 x N rn m --- 11 •P -i L - Al- m .. � i M I b0 I r I I !� (011 o can (4n !I; � !A Chi, P (� I I ■ - - s I I I 11 W o0 n o 11 -P -lo P!I ''` C:00 o - -- > To 2.j 11 r O (n -P P W N o I I® I -P 0o w I N -P O M A / A �� I U, .PO � �, $ ® o � - W ao o N \ o $ o & v0 __ y I % ' -, � CA `� I-- - � �° III �$ ';O8N III I -P X M \\ 'tea vii000 ('_ � > ,/ y °(C� �0 0� N l i I a N-i O N ' _D _u n $ -1 I -P � // _0 �I� Ob i - I °D .A� � v -vo o I I � ii W it -P 0joo ° I I ( - -- - % 0 /� z i -D -0 -p � Do P O - -- I : ' 11 Ij i `� p -( m rrr r) m ° . °°� / / n $ o III I ut o Cn o O v P - ```` -_ %/ °o � '1 l Op I I 11 1 $ !� .7i � -P -1~ c(0 -IP 01 �i ° QO I i n' O v o i1 �--4 cn M � o o z ( %/ 0 r� o r Orn \ o�J 000 O a0 0 ®~) -'u ' AE Frn 1 � in -0 �� ° _ 4____) t o -4 I I . °D N� - -_• � Q, w � c`�n c� ,% Q � QOM' �� 11 I i r°' w � ci $ � I, $ i i I' �• % D w --- = ae ■ o .I -\ ` -` - N 19, / 71 _ I I I +, oo 11 � x ; -o P - - �/ v - -- - -� r . IV s I� O OO T _ ON -/, -\ r ,jo00 STREET Q'� 0.55% l // v- 1� U °' - ' I � 11 <� I 4 r5 L ( - � / i I C -__N � I J. m /t ;tom w r n $ oa v ---,,M I P I�10 1 t 4'. -P i O I{+ m '2o W -P .P rn - -0 -i _ II 0$ M ''� -P - w W � I r (� M Cn W O� L A `- = _ �� p `y'1� l 'r 46 1 -p 0 Lq-p m r i N rv'� _u _0 -o _0 _0 v m ` N rrr CM J� II N IIW II N rrr rrr Fri Fri rn rn II N 247 ' IIN II N PW .P-rn PW II N II N II N II N II N II N P-P E =418 rn -±, ul Cn � J Cn 11(n a, Cn ; (n �, Ln Ln P -P _ Co w00D �' �� rnW rnN �J� ,0 cx,0 n'' n -P J I /vim . _.. .,- O Cn co W N, _ �. V. •O �r -p NA 0 j 1D ° O rrI 9 D '} � W N v MN 11-4 � =- --P} ;� m 'D rn o CS) y r� � O - - ._ „ ' 13R1V - 711-1- - 0 g Q t n I r• W - _ _ , z: �� I�r�O ' 9 I Fri > -I t I N " Cn n j I -A r- � j j'4 00 11 ,L£ r° II -0 _ tW w I ja �\ 'con -p I N M M r,°, Tc)-u -p p p v I� �4 h z r PCn ,-6- /�I� Ob I! N ±: co W _Q ►� Fri G) v IIN 11 N 11 0) 0 rD m mN mN mN rrr x' l orn O fi c a - _ rn 11 C7) C70 O II II IIN '0 0 N ,L£- -I ;. P t _ -I =111 II1N PO ?� �N-- C4 _II-•II- --11- IIN II M �W, Prn J J corn O t. _ \N /� O-I.p P O � O Cfl rn 00 c0 � P -_ _, m - -1 A - - _ 8 _ -p / \ P./ P Cn P P P O �M z n C*'i .p '�7 t I o - C0 _ w , c) j - -p, - _ U, - M -`i- - -- : I �, ? 00 IIN D r J O A I W 0 r r U, _ po r cn • P C I N O W '' t 'D C) 'O O (A- - 0° -N --, N 1 s J V (O - 0 C3) O Cn f \W -F O c? \ - t _ I �, \ _ "` SLOT "AV" 413.48 _ - �� �0 5 �-- -- - -.53% 0.783' r -- ; - - --_ • 7 � \ T - B - - .56%STREET ",AK "� / ..1r � - - - -- -- 1 ■ S1fREET B _ s y _ `- - -- -" D T r - -- - - - �� ., W t7 -P+ _0 V_ - ---I � �-w -• - -,�'" � - -T - I n .- M \., M N 11 N 11 N M = V I N 46 r- ­13 u N 0� I I O�j n� U�fI I I ,0 0 mN v � II 00 �00 map II J II J �-• �1J MN) N \\ P � j P I -1.p s _ � X rrl I b0 'D I -r O � I- -, � 0 11 N � J 'o _\ a n j N � , O O _ 00 J 0� O O m I I O � N c* (n P P) � �, 110 I W o� D II I O'0 00 xW --p P W p I W �'� -< <" -P N 4 I tA � -0 0 o I , a� Fri �\\ = M o c,, rn o x _ �� '00 j -P 3 � � �In vm / I � �N __ _ __ __ fta, _ / j -16 (n . _ ___ -i uq I I �J n� v� III N 11 N 11 N m N 11 N \I I N 00 I N I w �: 00 00 00 Co 00 P 00 I 1 x � M -. O rrl I IIr N = _p _0 x b0 O W -P -? cn � CA -P J -, � ■ O II Ci) \ z I� , '0 N rr, rrr 05 'tP . Cn (n 0 ■I P W v \ / \ II J n IIN IIN 0' c� w o) w c�z� _ =, _� :_ ■ II ti \ ( O z o I I O> .Q V 00 w Cn ■ N 41-0), N $ O G) j _P _ ` I ­1 . ``_- I {' \ \ °`___ I �P o U, STREET "AH" .52� \ T i N ♦ ♦ - \ - r 0 - I "0.83% r ... r► 3r v \ �I Ni - ;a r, STREET E �� F� II - 0 r I I ,,--, I rn v -1 P r c,, m 0 F -\ '��• ,P LA \ \ O� v D 1 I I I W. i M Fri n -` J I 11 N Z 0 Cn = I I N I I }� A 41 'O p0 0 (w I 1 6 Cn -- 1 ,� N I N 00 rrl J C7 � \ \ �\ `3' N O ! � * .r -I p (0 , "o c �, CD v n W p 1 �► A rn Ito rn � , "> 11J D ri I -iA \ ��'O X mp I I = CsO P - - G)' -u =W W =V - 11 rr r O W \ •SS W \ m �� Cn 07 II N'0 `1 -20 L4 0 m IIW O W _ _ _ I w rn -I __ - - �! _- 147 4N9 \,. -� -20 � u \ \ r z o v I � 0 0 P o x -� mP 0 j (n -DPW - PE =4 p rte,££ - I I N C° 0� 11 01 v, 6, I m ? -I p II O \ z W I M O �� -p -0 O I W v U' J 1 cn N I O 5 �t rn (++ \ / �N \ \0m �I I -IIN - rnN IIN I I p I '=ON °' 14 -0 - \' 1.`" . q Q _- - - \ I �'�n D o N PN ,,,w p z 1 r 0.5 ACRE r N �� ` Iv cn -�_O J/ - W , rrr I I ►- rrr 46 11 O O 38 PE- 15.1 nW � \\ \ I - -1 cn �.`o I O � ; °o !PO cn WELL SITE -+ PE =412.8 �'' .8-USABLE AREA I �__/ x�y I w \ I I J -� ry u �W o x � a� o I -ri I N 22,552 S F - 1 �u z?_0 O -0 v p c�i �.' 14.5' 1 �" - � a x O0 O� r 145 II ., �\4 1-,-J Fri 10 p D rn -o u I �0 1 39 PE =414.8 p� t� II I IIN �'N _U____, ._c J �, I 14.5 o rr, o ° } '-_­­__,___,__,::� - . p ++ I--, PE =412.5 � = %` 11x0 I P-) c�$ , j rI�,N Iro � rr1 ICI II N v ii W � +--- 40 rn 8 � �w 1. - j Iro ,0Z . WI a �.n i' .p. N N 4GIJ .� I_PI (O V -�• Z O') -P o-P 0 II cn I / �O o0 144 , = N j) oo _' iv o °- Q, O - • `� _P1 N I I . . W W IG°�P rn I rn $ 411.9511 Cn P E = 414,.2 _I 149 - oo ` r PE =414.1 nN I ro �, rn -p / f �- P - BMW PE4012.2 1 O /` .ZJO ` O/ �d� .rri.ruararrMIAMI rirrrrr a rrrrrrrrrrrrw ♦+ - L, 20m 14.5' 37 mW ( 1� -::� P N r -1 / I TI O j,r•r. r • " » rn N v) =O 1 M I �i = 143 < 150 \ � mr I 70 ST I +�0 I�00 � �Cn ( o - -i mW 54 = 41 C PE =413.6 PE =413.4 \l -Fo I i� '� 0� �w ��W -\ P� M � i - PE =412.0 I PE =411.9 U, \ I W °_� - _ ,OZ - o v ' I i \ I o c0 $ D n -p W M O N \ \ � ' D W , Z _ ��Q -- p °-- ' - ) 142 151 `� I I � -o rn Ito Fri N rrr N IIN p I rrr G0 I O n 0 (? ° rn ,L£ 53 AZ 42 PE =4 "13.0 PE =412.8 - `tom I r.o II N W j II N, IPA II o Po n FrJ II N U) o �I ��o �- W i\I \ W -P -P � 0 L (0 - 00 D 11 N -P CO .P + �, OO ,Ot� 11 cn PE =411.7 PE =411.6 M-," I \I ' � N . M �? U,� j- ---- - D ��r� QOM, CA C) 1 412.3 152 IF cwn -�I Z` N �, I/ f m o 0 _0 ~° 52 - 43 PE PE= 12.2 r' �$ N _ p 0 P J li w PE= 411.4`- \ PE =411.3 ° v m 0 2 ' p �, �'N cow \ 41- (` 0 1 "- I `--- , 1 140 1 153 �@A ° , o © w � r 0 11 NO 11 No 11 No I o � _ � i _� \ v C,,1 � � - iv 51 PE =411.7 PE =411.6 _ D, �I �� .� �$ al 0o °� oN orn �J W'P fU, '' 44 0 � i o 1 rri P E= 411.1 P E= 4 "11.0 �� i U' v ;' o P co `- s, _ - --- - - -_ -co ,r ` II 0) 0 i! ° J o -- 139.._.- .. -. - -- -- - --- --- 154 .- - - � 0� � T - - - _ - --- .52% ___ I r`' i (_ N 50 PPE- - . P - - _ _ _ _ . -- - - - _-_--- -__----__ Gz� �p : I I'll �k1-1 -1 -- _..._ - E- 41 -1 0- - i ,E,_•_ w 52 __ - . - .-- ._.-.. Cam___.- _._...�_ °� » , N ----- QS -�__ _ - �_ _��_ - - -T- STR f - 5TREET AF _„ �, -- (� cn. / � rn r PE =410.8 1~ ' - -- -_L _ 1 r 10 I - -- _______.___--- I _ -. _ - -- 1 w � '"`_ _ o,a-.- 0 138 I n $ 0 8 - __u________ -- - $_._. -- - - -- -- n � n N w z �`_ - - - - _ __ __ _ _ I + ' c0 � _ �' I-. `" P E = 410.5 I a0 155 G0 II -`_ _ _ __.- ,___ I - -- -- -�_ - - -- -0 -� `- _ v I . P oa cn - n 49 ~- � 0 ' P E = 410.4 W o -P W n $ o v r 0 . rrI rrr _ rrr v rrr = co N I 'oo PE =410.5 46 07 P. OJ Fri 104 m mN m m, O W0 IIW 11 W IIW ` � w w P E= 410.5 c� IIN I I I I I - 1 -P -' w i '0 0 ° . O v In G) N 11 N O t0 c0 P -F -, o Cn 0 A $ 15 .� 00 _P O 0� -P P -P W Na i Ln - I I137 .6 O 0 O N P 0 O o - tp C)D .lit W N . w C D� v �D n % m� 0v I PE =409.9 - PE =409'8 I rn ._ O a oa O O . y 1- P-' . co �I ' \ -P N I 48 � W 47 I O 1 407.32 •0 v ! 1 --- _ . _P °o w Z O _ _P_ `'` - m -`_`� \ "I ►', ,0 30 �\• PE =410.2 J oPE =410.2 �.� 0� r �_. �. ,OZ I D in V ' z j \ -- ,, �� 1 1 ► 'Og _`__.- n $ ■ 0. 2% STREET »G° r 406.45 1-7 s o p O p mo v v n, • j /, _ 1 II14� I o 0.5396 - I -I z II -' ri � p p nCj M rnW II W II W jj � , MWt rnFs 1 t 3 12 I -PW`-. r.F 11 » , rrrr■ rr.rur rrr r�� rr rrrrrr r r■ PO n�j $,Gp II � 11 '' II -' G)� II II P J Ppp p0 PNI N ,� l 11 7. TREET A ♦: /--- ♦ ;rrr o W I rn o -P �, (0 (0 � tD cD 0) - � _P_1 rn -- . 01 �' Z i__ � ; '1 1 N �- - �- 08.0 r ♦ r n $ 0 i0 o Cn ""` b� - --' -o J . o W P co !�' ! ; I I J1` i i /. - s II n$ -0 1 -p I -0 N I O a O 1 cn co ca L_ W I l '\ r*i m L - - - -- - p� C p -1 _- - 1 r I w Fri i - ' M� •ice f c� $ rn I ro � O cn a J / (' I ?4 - �, rn m $ O N cn I �t O N �O - ` �, - .52% I I -±, •P I �o I I J � r � O o O I a0 o N G� � o -� ° ,r-�- �•...._... `' A, �on, ( r0 $ •-° °'- P ; cn `, ■ � c0 0 cD m -4 CA E - . STREET AD .5296 " ,1 , � �c ��tr 0, 1 0 0 (0 O - o r rn o- ( N / 7 _ 0. �,l i 2 � ,0� � c7 -� -+ W ('' �, � It ' -p I i -D m 0�. , II w I o Q 0 $ l V ,. at 1 II Cn =O n$ / i �� rrr w J �, P =' [_�_ i K `I ♦*A Lv -°pD M I �oI�, =In$ M 9 ■ 4,W I !�N `� �� n$ Fri rn� �� n$ 321 - PE 4011.4 I ��° v i }. � `- I� v■ I - Il J = 0 �`; _ II J ; I . Cn W ,1 I I I I 11 I I I -? W o \ rn r o o__- --___- - _P N 11 91 I I cO �, Cb p0 c0 (A P E = 411.4 \ �� i `) I 0 r -u W stn -91 (n -.■ - � - OO ��0 PO D,O -P� 0O OW -00 O]O - - -p 2 !/ j r ° -°`- -� 14.5 " o °' o° N c° `r' ° -� �►� ~ Fri(, I r n r P p_ p ___ - W-_. ___ . cn O ,5 b l 8� n -. O P !j II O ao ■ c0$ _ - c0' $ $ I PE 3911.4 I tN n 37 - 14.5' = 11 37 R - - N -__ OZ in PE?41-1 o i o _ .0 0) �-••• 2 rn - (- _ r0 ■ IIW = _ II -' - - '- - _- - ' -+ " r 16"'n 1 I t O - � O I I J I I J -P -P o o -�. - pr 1 n N O . i A w ■ >. p X '1 P N -P J • O 0 rrr -D Z 0 o II I \ I` -p - - - - -- �., 0 0 (-- rrJ W v ► , ■ - - - -- r� m _ A P m _ M r*� rrr 07 _ 323 338 r• 1j,.� 0 I I z ■ -K 0) 'q' z , 14.5 ° O(0 I k I _u II -, II _. ,[l,,� .IP- -1 JJJ I c 0 s J = , M N I � 00 P Cp'' P E= 411.1 411.1 I it ■ Q _ x 20 p II -' II -' co \ I m -i p o�p oCTI'_� 0) of _ . - PE= I I . �t� , I i I ■ 14.5 41 1 1 0o n o co rn A / m w I I N r- -P :.I J v \ iI N I( -0 `` :. w, 1� I I 11J I oCAA o-- 0 I 1\ I I oW w I N �� ' I r 324 1 O mw $ \ �, -P C)o i rh I _ i i I1 0) H - - - - - - -- ca -- O , . �, M I I I I o �' co PE= 410.8 337 n, _P P �0 ),---., &� I ! ■ A po r PO I - __� co c.." I I -• I \ I EET "Z'' .52 9 _ � P E = 410.7 0 N b °O I i I / I I 0 0 rl%' - -- -_ __ r m v P o0 1 \ I �� ____1 4I 1 O I I rrr `� � 325 r° N(�Ll( z C \�\ �1 �b 1 , i rr) O 46 % c0 $ II J \, oN a0 U, -� p c�i $ \ , %PE =!F10.4 336 3 I 11 -WP II O O t0 O / I v0 . �, �� �� I 111 r Po I v o 'v, oJ0) 00 1. � I \ I Fri, 0w m � � F � PE 410. O =��.� ` i ( r 0 0 O N J V J I �\ __ F- - = = - I I I - P W w V I I I P n 11 -� I aj ' I ( ■ a, ` N 00 c0 , -.-p _ v -0 ® o N P J c, . I •( •�_- J 326 = --- I r9t� IIi___ �' _ -' it �'� I I J �W vN �N PE =410�Q ,5'bl m ;- :, j , I� r _ 0.52% -P U I I -P N 4 I I I 1 a o-, � , L ,OZ 335 ,L£ ICI � $ �,_ �-�=s ` `� i1 j I i I - _ STREET "I" ►- ° c00J __ _ aJ 1 I 1 n PE =409.9 � orn , °�'� T -, . -� -p p g'tv I• 327 - m r•• r.- -. I ' I ; n I P) W _ �a c° _ - - i P r--1' 8 I I rn Ij ~ w u'� ij 1 PE= 409.7 `- ...334_ M ° Z IV 1`•, I . 1`I ( -0 x C) _p -0 _p �l 0 n m I t Z I I I C,f '' (XJ - > I° 1_--- .____I o I P (�7 0_$ of PE -409 A p W 0$ \; I -- r '0 N rrr rrr rn rrr 0' v I( Z Imnn o }`', I t- I ! I I `oo I I 11 0o I I Op 11 00 OJ �0 -P W 0 1 O v � - -- - 2 v rn I j, 00 I ' r I .P o'° r �° � N -P w `P _P II oo r o o II -� cJ � `T' - __ a, _ -- I 328 - _ o __.\ ';11 I i °� o - `O o ° 0U' O . _PNCA I O ! I / o =I n j PE =409.3 I , , u 333 i11 ■ I N o)`.__ _., c0 °' -1 1 1 ° X: o 1 -p D r `) = '' I I I I I P ► z d I IIf p ,' m II --' 11 -' - I = 409. ?_ W G) Q0 N -t w E 11 it, 1 ' - - °' v c n $1 1 N I / II J ! P J 1 I - -1r'P � $ Q° ►II j11 II'-� G0'.v� •� /I''% �'p° �� '> 000U' °coo } I 329 .p po o *1 4 I „ �ji ao to 120 • 0 0 3j. _ % 1 n O D I IWO I Ill ., , ■ -p -P N �• / J cs rn 1 PE= 408. !N g0 332 , I T, O I III " 1 ° r I r t v v . v -0 O t0 iT. / _F' / / co 0 CO PEA o v � ° I' i r, c_ S 10 / I o, m 408. z 1� 1 11% I I 1 m 11 cD -i O 46 I I l o m / m ri p p IIW 0 It II 0 0 0 0 00 I1 II 00 I1 00 _- - - - -M1, J µ 2 I I / I I-A I J y r'I - 1 i I, i f l r0 o o I c 0 0 -P- 00 �� { III i O °' m w O cn (n u) - - - - -- -- - - (/ i1 l; . , rr 0 n0 co � J ;/� d+c`9.Z PW / My / RS' 00 / acoo a � % PEJ4p8. � � oc0 ' o_-- - - - -�-- y, � __ 11 I! O■ P I t)t N co P - - 0� W / W -1 - / TROP - ., -- � O ch 1 J "', 11 I ` I aI 'xo Op DO �' �_ m r / co W If z $ 1' 1 r 0.55% _ I I > I v p / ST�� i0 Cn 0 c0 - i II I I W I 1 7�o - ---i- - STREET "J" I � _u o-P ( ": - / / / I . ; 111 J / 111 o �i� = t\` F�? qq %� , �" Cu 00 I- '(,� 111- _ r r rn 11 � I M -1 000 / , - .` ,gj `;fir Jl N �--_ .���__- -.--°' _ _� �C ~� r . o _ f Q ____- �,- w ^`ti I` \I o i_ r_ I m 0 O rr1 I 0$ J / I 00 0 /j /� I. G7 O ' - - -P c0 rrl I N 11 (0 I I O D I j Q0 \ i P / / j% O 1.1 0 co r O N I I c0 W .P to .P P rn I I c0 o i CO v a�-. tic I`. Oi `r 11 C� o -v c,, -- T n P o r 4__ CA w O P OCn o i,J nN O - �.._ /II -�. (1Gi� . PW rrJ �! -' I $� r \ O P) cs = o \ �o o _ rn �d` OJ IIW 0 J Q'' x. m i . r -P \ rn -P cn \ - Frl j -o - C �J rrJ n W -i P Fri rrl m ' O 1I r , w w ry C° �\ v O O -I Om O � \.1� I `_ -\ - - J , , M 00) II 11 W fr (A 11 W v `1' �t ■ 4 -+ r_ F 0 \ �0\ ' " -p , / / / -_ P P Cn _ cy P u' o � z- -I m p o a W O Gd --_ ___ co 0� rn ♦ \\ �® I � � II � - 0 \/,\ ,0 c"c� n 11 i o co Ooo co oN P ► 070 ♦ r i � p -0 p -t 0 ♦ \ -U .p -� 0 _ 01 � \ Fri O 0 ° - -r i (O ♦ \ crl ; P _ / Cn N Os I I \ rrJ __Ln rrr CO 0 $ I N �� \ t7 $ O c0 z O o \ X no e ,--Fri ; . \ _ / I M -PO it-�__ - Ijl"�"..__ II --'I--- _ -I1° o I N � ♦ \ / , I W II O W $ �• - P O O'\ G) . ♦ 's? �`\ 1 N $ p'o `� N r -__.� / - Il W V 1'0 Cn c0� ON 00 -P, C) PO CO \ CX, 07� O �♦ \ \� \�N -0i rn O�Jr' / 4 0� O$ ' O P m W p00 Cn U, P '," ----_ - \ ♦� Q) - n $ $ C \ o rrl .( -- - // P) rri -p -D -0 -o / (0 I' c� $ o rn W c� �♦ �S Ix N \ o D t7 _ IIW p f r C,, 1 Cn \ ♦ ? \ �.� V I N Z \ O I /// �� O IP (n m W m W� 8 p m W i ". O __.�«_ 00 cu w x b0 • �, \ _ ✓ \�, A G °- �/ a (0 -P 0) -P o0 P 1 4 rn ~ �(0 ,r, �`% �\ P 070 � - ♦/ // µ- l OO O-' ONO OW ' 0.55% STREET K / I : 11 r 00�i IP-' n$xv._ t �� `! � - 1 � •••s•!• �� -�` -- -11 0. 1-1 "` _ 10� D�I )�ID 50 - rnO p, )] W p D oN �W'p O % `O��._%. - rrrrrrr rr�0 J�� OCO O Off- `c "� FA54% . - O` r on 1 " -p n r1 -A M r° r i !F N O �o 0.., , ( Z5'_ p cs - - ST X O I 1 z • p G_______. 3 J r 11 r''1 I ;P 11 -' I I -� II --' Ill � O � O (4 / � __... �..•' rrl _ __ _ _ _. -- .p I 0 g r W -P O I I 0 co -P O O P O P O" / N I.. _ :: -_:- 11 W �? _ _ -- - o c3o r o Cn _�, 00 J o DO O O o o r G0 $`'`__..._.__ 1 -- P J ___ - D Fri • r , p P / * - -_- N- `c p- - -- --- -- - -- -- __`.- - -- _ I c07D (I! '1 u, (r 6' ♦ +1� / / 1 I C�7 $ �- O 0 N CD 1- UJ O D'1 _. _ , rrr, n $ ; - -- -0 8 I I . ■n0 - - - r- rn rn O rn U, O ♦♦ ♦ / I N m I N - �­ �,._ _ rrn - M r . . II W " - - -- -- - - - -IF W II W C ----IF (A -1 �J' II \W - ■ o °� ♦♦ 11 W . -- 0 .A -� IIW P N _ U) n P O -P 0) -P 0) --__ 41 `� W o 1. -N r N ♦ ` ♦ PJ P rn b D - _ 0 x00 0J OO O:n 00 ♦ / 11 W W I I W % -P J -1 ,D P 1, r 405:60 ♦ o Un -P J I I J P J I O� U) � rr1 rr1 D �' -1.i __, a, w D - - - -- c" ► I 44 r C- P » „ ♦♦• / I -P -P cn -rl rr1 . �,,. 4` h' LOT B •• ♦♦ °669 / /` ® I I -P w P - oN t\ U, D 4"� U, o \ \;` 111 r" STI? ■7.I,rroo .rr.rrrrr0,00 _• - ( _ -- -- / I 00' 664. 9 / H z z� z z z -`- - - o - - .1 �_ -._.- - - `/ .01 % _1 _\ _- \ § B , _.1 IIW )3: N 11 W -P x 0 11 -P o J - - - -- - -�'.. I r.,) 1 to J N v, �.. - .___-- -_ -_.. -- -- -- �'- I _C�' O .o -P -- - - -- __- $ - z I I .- J� - W- -� OD o -t• O - -- -- - - ......- - - r - - - - -�q `Co7 ___. 405.60 '`I--- '- -- ---. -. �_�\c�NP -1 I � .� �� (-n _____ � �, � � ` \ Coq Oo° cri i I D o �� I 4 °°. -- °--_% I I -p C I I m -,M I 1 I �$ 11 ( 1: n$ m �� n� rn . v O---A � _u n$ I t�$ -0 O 0O I I P I to I I •P 11 P _ I I I -P r to z I IIW I w I W II r'r� h to 1 w mil P v I w xN PCn Prn - xw rn O II P W O w P �' -0 to -P N a+z I I I1 : I P J 0 to -+ 0 to Poo O_ 0 CA � 0 N -P O OD '� 01 O O O P O Ln -i -I ® I O 00 N %U I N � ."F� W 07 t3 0 J 0 . in , �, M cn cn ; I (A 0 1 � m © o - 1 _ _ - 5 D � > 00 - °v °�v - K x o, 7 _ 1 0 I to C $ 0 � 0 ,° 0 I _0 0 , M to � n '0_17 M n � I 1 ri P m rn 18 �W ;u c) � -0 `{ �$ -� rrr w m W M� U) � O 11\\ )q:,. m . \ �, �, I m 0) P o• I W 11 rn I 1 � r J -P 00 O m 000 I �' / °J Wo oI Wo �o oW o� zl W Oo ,9Z o I \m�1 I OPJ �,% �N �W 11 �Q °�'O % X o0 cTI o A "°----- I� 03 O W � % -I = fi7 �� �Qo Z r D ,F£ ,££ c0 . cn co c0 $ 33• p / c0 z 1 r--_. o _ =i A o r- o o it ao � m ,,'�. I m . I N . _ _ -0 r� _ - � o I I 11 -P ° O j7 g I I -P O I I -A 11 I-- I ;4 ' n $ 11 (A N � 11 W II -P. ,,,,.I Ip 0O I z0 �-_,., _ � � 11 n ; P Cn ?@ c0 -P 0) P rn aH is 41- J o OCn (p O-' - ON W O 1 I ~I N OO OW ON A r,t p0 I OD °' f 11 D '/r Oc / O • W O Cn DD " -P UI - _ O Z i I I . c . < o -P -P I r / z I ' w crJ cn L \I �. _ co �° > l - i\ m I 'N r -° . - ! - ♦ LOT "AC" - � I i i / fts �?D (1 ♦� - /"` - 0.50% - - o - ■ rrrrrrrr rrrr rrrrrrrrrrr .rrrr Wrrrpongrrrrr -_. - -_ n '0 „ N -p t -I / -o a r `' SIREF? ? 1 .50 / T » » 0.50% m o o z -{ - - I n I I n $ W ` p r C - ■ - -T -� �- - - - $ O -- - .(fin r� O %i -fhl rrl O ■ - L I tr--- _._,__/ --- --o-�" n i .P a0 /D 0.5' , -0.1' / 5.5' TO 6' i I ' I t► o � 0 ( -- -I -t I w ( I .. I r r1 x N rn m --- 11 •P -i L - Al- m .. � i M I b0 I r I I !� (011 o can (4n !I; � !A Chi, P (� I I ■ - - s I I I 11 W o0 n o 11 -P -lo P!I ''` C:00 o - -- > To 2.j 11 r O (n -P P W N o I I® I -P 0o w I N -P O M A / A �� I U, .PO � �, $ ® o � - W ao o N \ o $ o & v0 __ y I % ' -, � CA `� I-- - � �° III �$ ';O8N III I -P X M \\ 'tea vii000 ('_ � > ,/ y °(C� �0 0� N l i I a N-i O N ' _D _u n $ -1 I -P � // _0 �I� Ob i - I °D .A� � v -vo o I I � ii W it -P 0joo ° I I ( - -- - % 0 /� z i -D -0 -p � Do P O - -- I : ' 11 Ij i `� p -( m rrr r) m ° . °°� / / n $ o III I ut o Cn o O v P - ```` -_ %/ °o � '1 l Op I I 11 1 $ !� .7i � -P -1~ c(0 -IP 01 �i ° QO I i n' O v o i1 �--4 cn M � o o z ( %/ 0 r� o r Orn \ o�J 000 O a0 0 ®~) -'u ' AE Frn 1 � in -0 �� ° _ 4____) t o -4 I I . °D N� - -_• � Q, w � c`�n c� ,% Q � QOM' �� 11 I i r°' w � ci $ � I, $ i i I' �• % D w --- = ae ■ o .I -\ ` -` - N 19, / 71 _ I I I +, oo 11 � x ; -o P - - �/ v - -- - -� r . IV s I� O OO T _ ON -/, -\ r ,jo00 STREET Q'� 0.55% l // v- 1� U °' - ' I � 11 <� I 4 r5 L ( - � / i I C -__N � I J. m /t ;tom w r n $ oa v ---,,M I P I�10 1 t 4'. -P i O I{+ m '2o W -P .P rn - -0 -i _ II 0$ M ''� -P - w W � I r (� M Cn W O� ,I.I ; N o _Pp- 1 1� c o cn . , W 0,�}I N m °my° - ♦r % ' G ° j m -P / N0 s I `'A Z II W -I n8 PC4 I , Oco Wrn O �r -p NA 0 j 1D ° O rrI 9 D '} � W N v MN 11-4 � =- --P} ;� m 'D rn o CS) y r� � O - - ._ „ ' 13R1V - 711-1- - 0 g Q t n I r• W - _ _ , z: �� I�r�O ' 9 I Fri > -I t I N " Cn n j I -A r- � j j'4 00 11 ,L£ r° II -0 _ tW w I ja �\ 'con -p I N M M r,°, Tc)-u -p p p v I� �4 h z r PCn ,-6- /�I� Ob I! N ±: co W _Q ►� Fri G) v IIN 11 N 11 0) 0 rD m mN mN mN rrr x' l orn O fi c a - _ rn 11 C7) C70 O II II IIN '0 0 N ,L£- -I ;. P t _ -I =111 II1N PO ?� �N-- C4 _II-•II- --11- IIN II M �W, Prn J J corn O t. _ \N /� O-I.p P O � O Cfl rn 00 c0 � P -_ _, m - -1 A - - _ 8 _ -p / \ P./ P Cn P P P O �M z n C*'i .p '�7 t I o - C0 _ w , c) j - -p, - _ U, - M -`i- - -- : I �, ? 00 IIN D r J O A I W 0 r r U, _ po r cn • P C I N O W '' t 'D C) 'O O (A- - 0° -N --, N 1 s J V (O - 0 C3) O Cn f \W -F O c? \ - t _ I �, \ _ "` SLOT "AV" 413.48 _ - �� �0 5 �-- -- - -.53% 0.783' r -- ; - - --_ • 7 � \ T - B - - .56%STREET ",AK "� / ..1r � - - - -- -- 1 ■ S1fREET B _ s y _ `- - -- -" D T r - -- - - - �� ., W t7 -P+ _0 V_ - ---I � �-w -• - -,�'" � - -T - I n .- M \., M N 11 N 11 N M = V I N 46 r- ­13 u N 0� I I O�j n� U�fI I I ,0 0 mN v � II 00 �00 map II J II J �-• �1J MN) N \\ P � j P I -1.p s _ � X rrl I b0 'D I -r O � I- -, � 0 11 N � J 'o _\ a n j N � , O O _ 00 J 0� O O m I I O � N c* (n P P) � �, 110 I W o� D II I O'0 00 xW --p P W p I W �'� -< <" -P N 4 I tA � -0 0 o I , a� Fri �\\ = M o c,, rn o x _ �� '00 j -P 3 � � �In vm / I � �N __ _ __ __ fta, _ / j -16 (n . _ ___ -i uq I I �J n� v� III N 11 N 11 N m N 11 N \I I N 00 I N I w �: 00 00 00 Co 00 P 00 I 1 x � M -. O rrl I IIr N = _p _0 x b0 O W -P -? cn � CA -P J -, � ■ O II Ci) \ z I� , '0 N rr, rrr 05 'tP . Cn (n 0 ■I P W v \ / \ II J n IIN IIN 0' c� w o) w c�z� _ =, _� :_ ■ II ti \ ( O z o I I O> .Q V 00 w Cn ■ N 41-0), N $ O G) j _P _ ` I ­1 . ``_- I {' \ \ °`___ I �P o U, STREET "AH" .52� \ T i N ♦ ♦ - \ - r 0 - I "0.83% r ... r► 3r v \ �I Ni - ;a r, STREET E �� F� II - 0 r I I ,,--, I rn v -1 P r c,, m 0 F -\ '��• ,P LA \ \ O� v D 1 I I I W. i M Fri n -` J I 11 N Z 0 Cn = I I N I I }� A 41 'O p0 0 (w I 1 6 Cn -- 1 ,� N I N 00 rrl J C7 � \ \ �\ `3' N O ! � * .r -I p (0 , "o c �, CD v n W p 1 �► A rn Ito rn � , "> 11J D ri I -iA \ ��'O X mp I I = CsO P - - G)' -u =W W =V - 11 rr r O W \ •SS W \ m �� Cn 07 II N'0 `1 -20 L4 0 m IIW O W _ _ _ I w rn -I __ - - �! _- 147 4N9 \,. -� -20 � u \ \ r z o v I � 0 0 P o x -� mP 0 j (n -DPW - PE =4 p rte,££ - I I N C° 0� 11 01 v, 6, I m ? -I p II O \ z W I M O �� -p -0 O I W v U' J 1 cn N I O 5 �t rn (++ \ / �N \ \0m �I I -IIN - rnN IIN I I p I '=ON °' 14 -0 - \' 1.`" . q Q _- - - \ I �'�n D o N PN ,,,w p z 1 r 0.5 ACRE r N �� ` Iv cn -�_O J/ - W , rrr I I ►- rrr 46 11 O O 38 PE- 15.1 nW � \\ \ I - -1 cn �.`o I O � ; °o !PO cn WELL SITE -+ PE =412.8 �'' .8-USABLE AREA I �__/ x�y I w \ I I J -� ry u �W o x � a� o I -ri I N 22,552 S F - 1 �u z?_0 O -0 v p c�i �.' 14.5' 1 �" - � a x O0 O� r 145 II ., �\4 1-,-J Fri 10 p D rn -o u I �0 1 39 PE =414.8 p� t� II I IIN �'N _U____, ._c J �, I 14.5 o rr, o ° } '-_­­__,___,__,::� - . p ++ I--, PE =412.5 � = %` 11x0 I P-) c�$ , j rI�,N Iro � rr1 ICI II N v ii W � +--- 40 rn 8 � �w 1. - j Iro ,0Z . WI a �.n i' .p. N N 4GIJ .� I_PI (O V -�• Z O') -P o-P 0 II cn I / �O o0 144 , = N j) oo _' iv o °- Q, O - • `� _P1 N I I . . W W IG°�P rn I rn $ 411.9511 Cn P E = 414,.2 _I 149 - oo ` r PE =414.1 nN I ro �, rn -p / f �- P - BMW PE4012.2 1 O /` .ZJO ` O/ �d� .rri.ruararrMIAMI rirrrrr a rrrrrrrrrrrrw ♦+ - L, 20m 14.5' 37 mW ( 1� -::� P N r -1 / I TI O j,r•r. r • " » rn N v) =O 1 M I �i = 143 < 150 \ � mr I 70 ST I +�0 I�00 � �Cn ( o - -i mW 54 = 41 C PE =413.6 PE =413.4 \l -Fo I i� '� 0� �w ��W -\ P� M � i - PE =412.0 I PE =411.9 U, \ I W °_� - _ ,OZ - o v ' I i \ I o c0 $ D n -p W M O N \ \ � ' D W , Z _ ��Q -- p °-- ' - ) 142 151 `� I I � -o rn Ito Fri N rrr N IIN p I rrr G0 I O n 0 (? ° rn ,L£ 53 AZ 42 PE =4 "13.0 PE =412.8 - `tom I r.o II N W j II N, IPA II o Po n FrJ II N U) o �I ��o �- W i\I \ W -P -P � 0 L (0 - 00 D 11 N -P CO .P + �, OO ,Ot� 11 cn PE =411.7 PE =411.6 M-," I \I ' � N . M �? U,� j- ---- - D ��r� QOM, CA C) 1 412.3 152 IF cwn -�I Z` N �, I/ f m o 0 _0 ~° 52 - 43 PE PE= 12.2 r' �$ N _ p 0 P J li w PE= 411.4`- \ PE =411.3 ° v m 0 2 ' p �, �'N cow \ 41- (` 0 1 "- I `--- , 1 140 1 153 �@A ° , o © w � r 0 11 NO 11 No 11 No I o � _ � i _� \ v C,,1 � � - iv 51 PE =411.7 PE =411.6 _ D, �I �� .� �$ al 0o °� oN orn �J W'P fU, '' 44 0 � i o 1 rri P E= 411.1 P E= 4 "11.0 �� i U' v ;' o P co `- s, _ - --- - - -_ -co ,r ` II 0) 0 i! ° J o -- 139.._.- .. -. - -- -- - --- --- 154 .- - - � 0� � T - - - _ - --- .52% ___ I r`' i (_ N 50 PPE- - . P - - _ _ _ _ . -- - - - _-_--- -__----__ Gz� �p : I I'll �k1-1 -1 -- _..._ - E- 41 -1 0- - i ,E,_•_ w 52 __ - . - .-- ._.-.. Cam___.- _._...�_ °� » , N ----- QS -�__ _ - �_ _��_ - - -T- STR f - 5TREET AF _„ �, -- (� cn. / � rn r PE =410.8 1~ ' - -- -_L _ 1 r 10 I - -- _______.___--- I _ -. _ - -- 1 w � '"`_ _ o,a-.- 0 138 I n $ 0 8 - __u________ -- - $_._. -- - - -- -- n � n N w z �`_ - - - - _ __ __ _ _ I + ' c0 � _ �' I-. `" P E = 410.5 I a0 155 G0 II -`_ _ _ __.- ,___ I - -- -- -�_ - - -- -0 -� `- _ v I . P oa cn - n 49 ~- � 0 ' P E = 410.4 W o -P W n $ o v r 0 . rrI rrr _ rrr v rrr = co N I 'oo PE =410.5 46 07 P. OJ Fri 104 m mN m m, O W0 IIW 11 W IIW ` � w w P E= 410.5 c� IIN I I I I I - 1 -P -' w i '0 0 ° . O v In G) N 11 N O t0 c0 P -F -, o Cn 0 A $ 15 .� 00 _P O 0� -P P -P W Na i Ln - I I137 .6 O 0 O N P 0 O o - tp C)D .lit W N . w C D� v �D n % m� 0v I PE =409.9 - PE =409'8 I rn ._ O a oa O O . y 1- P-' . co �I ' \ -P N I 48 � W 47 I O 1 407.32 •0 v ! 1 --- _ . _P °o w Z O _ _P_ `'` - m -`_`� \ "I ►', ,0 30 �\• PE =410.2 J oPE =410.2 �.� 0� r �_. �. ,OZ I D in V ' z j \ -- ,, �� 1 1 ► 'Og _`__.- n $ ■ 0. 2% STREET »G° r 406.45 1-7 s o p O p mo v v n, • j /, _ 1 II14� I o 0.5396 - I -I z II -' ri � p p nCj M rnW II W II W jj � , MWt rnFs 1 t 3 12 I -PW`-. r.F 11 » , rrrr■ rr.rur rrr r�� rr rrrrrr r r■ PO n�j $,Gp II � 11 '' II -' G)� II II P J Ppp p0 PNI N ,� l 11 7. TREET A ♦: /--- ♦ ;rrr o W I rn o -P �, (0 (0 � tD cD 0) - � _P_1 rn -- . 01 �' Z i__ � ; '1 1 N �- - �- 08.0 r ♦ r n $ 0 i0 o Cn ""` b� - --' -o J . o W P co !�' ! ; I I J1` i i /. - s II n$ -0 1 -p I -0 N I O a O 1 cn co ca L_ W I l '\ r*i m L - - - -- - p� C p -1 _- - 1 r I w Fri i - ' M� •ice f c� $ rn I ro � O cn a J / (' I ?4 - �, rn m $ O N cn I �t O N �O - ` �, - .52% I I -±, •P I �o I I J � r � O o O I a0 o N G� � o -� ° ,r-�- �•...._... `' A, �on, ( r0 $ •-° °'- P ; cn `, ■ � c0 0 cD m -4 CA E - . STREET AD .5296 " ,1 , � �c ��tr 0, 1 0 0 (0 O - o r rn o- ( N / 7 _ 0. �,l i 2 � ,0� � c7 -� -+ W ('' �, � It ' -p I i -D m 0�. , II w I o Q 0 $ l V ,. at 1 II Cn =O n$ / i �� rrr w J �, P =' [_�_ i K `I ♦*A Lv -°pD M I �oI�, =In$ M 9 ■ 4,W I !�N `� �� n$ Fri rn� �� n$ 321 - PE 4011.4 I ��° v i }. � `- I� v■ I - Il J = 0 �`; _ II J ; I . Cn W ,1 I I I I 11 I I I -? W o \ rn r o o__- --___- - _P N 11 91 I I cO �, Cb p0 c0 (A P E = 411.4 \ �� i `) I 0 r -u W stn -91 (n -.■ - � - OO ��0 PO D,O -P� 0O OW -00 O]O - - -p 2 !/ j r ° -°`- -� 14.5 " o °' o° N c° `r' ° -� �►� ~ Fri(, I r n r P p_ p ___ - W-_. ___ . cn O ,5 b l 8� n -. O P !j II O ao ■ c0$ _ - c0' $ $ I PE 3911.4 I tN n 37 - 14.5' = 11 37 R - - N -__ OZ in PE?41-1 o i o _ .0 0) �-••• 2 rn - (- _ r0 ■ IIW = _ II -' - - '- - _- - ' -+ " r 16"'n 1 I t O - � O I I J I I J -P -P o o -�. - pr 1 n N O . i A w ■ >. p X '1 P N -P J • O 0 rrr -D Z 0 o II I \ I` -p - - - - -- �., 0 0 (-- rrJ W v ► , ■ - - - -- r� m _ A P m _ M r*� rrr 07 _ 323 338 r• 1j,.� 0 I I z ■ -K 0) 'q' z , 14.5 ° O(0 I k I _u II -, II _. ,[l,,� .IP- -1 JJJ I c 0 s J = , M N I � 00 P Cp'' P E= 411.1 411.1 I it ■ Q _ x 20 p II -' II -' co \ I m -i p o�p oCTI'_� 0) of _ . - PE= I I . �t� , I i I ■ 14.5 41 1 1 0o n o co rn A / m w I I N r- -P :.I J v \ iI N I( -0 `` :. w, 1� I I 11J I oCAA o-- 0 I 1\ I I oW w I N �� ' I r 324 1 O mw $ \ �, -P C)o i rh I _ i i I1 0) H - - - - - - -- ca -- O , . �, M I I I I o �' co PE= 410.8 337 n, _P P �0 ),---., &� I ! ■ A po r PO I - __� co c.." I I -• I \ I EET "Z'' .52 9 _ � P E = 410.7 0 N b °O I i I / I I 0 0 rl%' - -- -_ __ r m v P o0 1 \ I �� ____1 4I 1 O I I rrr `� � 325 r° N(�Ll( z C \�\ �1 �b 1 , i rr) O 46 % c0 $ II J \, oN a0 U, -� p c�i $ \ , %PE =!F10.4 336 3 I 11 -WP II O O t0 O / I v0 . �, �� �� I 111 r Po I v o 'v, oJ0) 00 1. � I \ I Fri, 0w m � � F � PE 410. O =��.� ` i ( r 0 0 O N J V J I �\ __ F- - = = - I I I - P W w V I I I P n 11 -� I aj ' I ( ■ a, ` N 00 c0 , -.-p _ v -0 ® o N P J c, . I •( •�_- J 326 = --- I r9t� IIi___ �' _ -' it �'� I I J �W vN �N PE =410�Q ,5'bl m ;- :, j , I� r _ 0.52% -P U I I -P N 4 I I I 1 a o-, � , L ,OZ 335 ,L£ ICI � $ �,_ �-�=s ` `� i1 j I i I - _ STREET "I" ►- ° c00J __ _ aJ 1 I 1 n PE =409.9 � orn , °�'� T -, . -� -p p g'tv I• 327 - m r•• r.- -. I ' I ; n I P) W _ �a c° _ - - i P r--1' 8 I I rn Ij ~ w u'� ij 1 PE= 409.7 `- ...334_ M ° Z IV 1`•, I . 1`I ( -0 x C) _p -0 _p �l 0 n m I t Z I I I C,f '' (XJ - > I° 1_--- .____I o I P (�7 0_$ of PE -409 A p W 0$ \; I -- r '0 N rrr rrr rn rrr 0' v I( Z Imnn o }`', I t- I ! I I `oo I I 11 0o I I Op 11 00 OJ �0 -P W 0 1 O v � - -- - 2 v rn I j, 00 I ' r I .P o'° r �° � N -P w `P _P II oo r o o II -� cJ � `T' - __ a, _ -- I 328 - _ o __.\ ';11 I i °� o - `O o ° 0U' O . _PNCA I O ! I / o =I n j PE =409.3 I , , u 333 i11 ■ I N o)`.__ _., c0 °' -1 1 1 ° X: o 1 -p D r `) = '' I I I I I P ► z d I IIf p ,' m II --' 11 -' - I = 409. ?_ W G) Q0 N -t w E 11 it, 1 ' - - °' v c n $1 1 N I / II J ! P J 1 I - -1r'P � $ Q° ►II j11 II'-� G0'.v� •� /I''% �'p° �� '> 000U' °coo } I 329 .p po o *1 4 I „ �ji ao to 120 • 0 0 3j. _ % 1 n O D I IWO I Ill ., , ■ -p -P N �• / J cs rn 1 PE= 408. !N g0 332 , I T, O I III " 1 ° r I r t v v . v -0 O t0 iT. / _F' / / co 0 CO PEA o v � ° I' i r, c_ S 10 / I o, m 408. z 1� 1 11% I I 1 m 11 cD -i O 46 I I l o m / m ri p p IIW 0 It II 0 0 0 0 00 I1 II 00 I1 00 _- - - - -M1, J µ 2 I I / I I-A I J y r'I - 1 i I, i f l r0 o o I c 0 0 -P- 00 �� { III i O °' m w O cn (n u) - - - - -- -- - - (/ i1 l; . , rr 0 n0 co � J ;/� d+c`9.Z PW / My / RS' 00 / acoo a � % PEJ4p8. � � oc0 ' o_-- - - - -�-- y, � __ 11 I! O■ P I t)t N co P - - 0� W / W -1 - / TROP - ., -- � O ch 1 J "', 11 I ` I aI 'xo Op DO �' �_ m r / co W If z $ 1' 1 r 0.55% _ I I > I v p / ST�� i0 Cn 0 c0 - i II I I W I 1 7�o - ---i- - STREET "J" I � _u o-P ( ": - / / / I . ; 111 J / 111 o �i� = t\` F�? qq %� , �" Cu 00 I- '(,� 111- _ r r rn 11 � I M -1 000 / , - .` ,gj `;fir Jl N �--_ .���__- -.--°' _ _� �C ~� r . o _ f Q ____- �,- w ^`ti I` \I o i_ r_ I m 0 O rr1 I 0$ J / I 00 0 /j /� I. G7 O ' - - -P c0 rrl I N 11 (0 I I O D I j Q0 \ i P / / j% O 1.1 0 co r O N I I c0 W .P to .P P rn I I c0 o i CO v a�-. tic I`. Oi `r 11 C� o -v c,, -- T n P o r 4__ CA w O P OCn o i,J nN O - �.._ /II -�. (1Gi� . PW rrJ �! -' I $� r \ O P) cs = o \ �o o _ rn �d` OJ IIW 0 J Q'' x. m i . r -P \ rn -P cn \ - Frl j -o - C �J rrJ n W -i P Fri rrl m ' O 1I r , w w ry C° �\ v O O -I Om O � \.1� I `_ -\ - - J , , M 00) II 11 W fr (A 11 W v `1' �t ■ 4 -+ r_ F 0 \ �0\ ' " -p , / / / -_ P P Cn _ cy P u' o � z- -I m p o a W O Gd --_ ___ co 0� rn ♦ \\ �® I � � II � - 0 \/,\ ,0 c"c� n 11 i o co Ooo co oN P ► 070 ♦ r i � p -0 p -t 0 ♦ \ -U .p -� 0 _ 01 � \ Fri O 0 ° - -r i (O ♦ \ crl ; P _ / Cn N Os I I \ rrJ __Ln rrr CO 0 $ I N �� \ t7 $ O c0 z O o \ X no e ,--Fri ; . \ _ / I M -PO it-�__ - Ijl"�"..__ II --'I--- _ -I1° o I N � ♦ \ / , I W II O W $ �• - P O O'\ G) . ♦ 's? �`\ 1 N $ p'o `� N r -__.� / - Il W V 1'0 Cn c0� ON 00 -P, C) PO CO \ CX, 07� O �♦ \ \� \�N -0i rn O�Jr' / 4 0� O$ ' O P m W p00 Cn U, P '," ----_ - \ ♦� Q) - n $ $ C \ o rrl .( -- - // P) rri -p -D -0 -o / (0 I' c� $ o rn W c� �♦ �S Ix N \ o D t7 _ IIW p f r C,, 1 Cn \ ♦ ? \ �.� V I N Z \ O I /// �� O IP (n m W m W� 8 p m W i ". O __.�«_ 00 cu w x b0 • �, \ _ ✓ \�, A G °- �/ a (0 -P 0) -P o0 P 1 4 rn ~ �(0 ,r, �`% �\ P 070 � - ♦/ // µ- l OO O-' ONO OW ' 0.55% STREET K / I : 11 r 00�i IP-' n$xv._ t �� `! � - 1 � •••s•!• �� -�` -- -11 0. 1-1 "` _ 10� D�I )�ID 50 - rnO p, )] W p D oN �W'p O % `O��._%. - rrrrrrr rr�0 J�� OCO O Off- `c "� FA54% . - O` r on 1 " -p n r1 -A M r° r i !F N O �o 0.., , ( Z5'_ p cs - - ST X O I 1 z • p G_______. 3 J r 11 r''1 I ;P 11 -' I I -� II --' Ill � O � O (4 / � __... �..•' rrl _ __ _ _ _. -- .p I 0 g r W -P O I I 0 co -P O O P O P O" / N I.. _ :: -_:- 11 W �? _ _ -- - o c3o r o Cn _�, 00 J o DO O O o o r G0 $`'`__..._.__ 1 -- P J ___ - D Fri • r , p P / * - -_- N- `c p- - -- --- -- - -- -- __`.- - -- _ I c07D (I! '1 u, (r 6' ♦ +1� / / 1 I C�7 $ �- O 0 N CD 1- UJ O D'1 _. _ , rrr, n $ ; - -- -0 8 I I . ■n0 - - - r- rn rn O rn U, O ♦♦ ♦ / I N m I N - �­ �,._ _ rrn - M r . . II W " - - -- -- - - - -IF W II W C ----IF (A -1 �J' II \W - ■ o °� ♦♦ 11 W . -- 0 .A -� IIW P N _ U) n P O -P 0) -P 0) --__ 41 `� W o 1. -N r N ♦ ` ♦ PJ P rn b D - _ 0 x00 0J OO O:n 00 ♦ / 11 W W I I W % -P J -1 ,D P 1, r 405:60 ♦ o Un -P J I I J P J I O� U) � rr1 rr1 D �' -1.i __, a, w D - - - -- c" ► I 44 r C- P » „ ♦♦• / I -P -P cn -rl rr1 . �,,. 4` h' LOT B •• ♦♦ °669 / /` ® I I -P w P - oN t\ U, D 4"� U, o \ \;` 111 r" STI? ■7.I,rroo .rr.rrrrr0,00 _• - ( _ -- -- / I 00' 664. 9 / H z z� z z z -`- - - o - - .1 �_ -._.- - - `/ .01 % _1 _\ _- \ § B , _.1 IIW )3: N 11 W -P x 0 11 -P o J - - - -- - -�'.. I r.,) 1 to J N v, �.. - .___-- -_ -_.. -- -- -- �'- I _C�' O .o -P -- - - -- __- $ - z I I .- J� - W- -� OD o -t• O - -- -- - - ......- - - r - - - - -�q `Co7 ___. 405.60 '`I--- '- -- ---. -. �_�\c�NP -1 I � .� �� (-n _____ � �, � � ` \ Coq Oo° cri i I D o �� I 4 °°. -- °--_% I I -p C I I m -,M I 1 I �$ 11 ( 1: n$ m �� n� rn . v O---A � _u n$ I t�$ -0 O 0O I I P I to I I •P 11 P _ I I I -P r to z I IIW I w I W II r'r� h to 1 w mil P v I w xN PCn Prn - xw rn O II P W O w P �' -0 to -P N a+z I I I1 : I P J 0 to -+ 0 to Poo O_ 0 CA � 0 N -P O OD '� 01 O O O P O Ln -i -I ® I O 00 N %U I N � ."F� W 07 t3 0 J 0 . in , �, M cn cn ; I (A 0 1 � m © o - 1 _ _ - 5 D � > 00 - °v °�v - K x o, 7 _ 1 0 I to C $ 0 � 0 ,° 0 I _0 0 , M to � n '0_17 M n � I 1 ri P m rn 18 �W ;u c) � -0 `{ �$ -� rrr w m W M� U) � O 11\\ )q:,. m . \ �, �, I m 0) P o• I W 11 rn I 1 � r J -P 00 O m 000 I �' / °J Wo oI Wo �o oW o� zl W Oo ,9Z o I \m�1 I OPJ �,% �N �W 11 �Q °�'O % X o0 cTI o A "°----- I� 03 O W � % -I = fi7 �� �Qo Z r D ,F£ ,££ c0 . cn co c0 $ 33• p / c0 z 1 r--_. o _ =i A o r- o o it ao � m ,,'�. I m . I N . _ _ -0 r� _ - � o I I 11 -P ° O j7 g I I -P O I I -A 11 I-- I ;4 ' n $ 11 (A N � 11 W II -P. ,,,,.I Ip 0O I z0 �-_,., _ � � 11 n ; P Cn ?@ c0 -P 0) P rn aH is 41- J o OCn (p O-' - ON W O 1 I ~I N OO OW ON A r,t p0 I OD °' f 11 D '/r Oc / O • W O Cn DD " -P UI - _ O Z i I I . c . < o -P -P I r / z I ' w crJ cn L \I �. _ co �° > l - i\ m I 'N r -° . - ! - ♦ LOT "AC" - � I i i / fts �?D (1 ♦� - /"` - 0.50% - - o - ■ rrrrrrrr rrrr rrrrrrrrrrr .rrrr Wrrrpongrrrrr -_. - -_ n '0 „ N -p t -I / -o a r `' SIREF? ? 1 .50 / T » » 0.50% m o o z -{ - - I n I I n $ W ` p r C - ■ - -T -� �- - - - $ O -- - .(fin r� O %i -fhl rrl O ■ - L I tr--- _._,__/ --- --o-�" n i .P a0 /D 0.5' , -0.1' / 5.5' TO 6' i I ' I t► o � 0 ( -- -I -t I w ( I .. I r r1 x N rn m --- 11 •P -i L - Al- m .. � i M I b0 I r I I !� (011 o can (4n !I; � !A Chi, P (� I I ■ - - s I I I 11 W o0 n o 11 -P -lo P!I ''` C:00 o - -- > To 2.j 11 r O (n -P P W N o I I® I -P 0o w I N -P O M A / A �� I U, .PO � �, $ ® o � - W ao o N \ o $ o & v0 __ y I % ' -, � CA `� I-- - � �° III �$ ';O8N III I -P X M \\ 'tea vii000 ('_ � > ,/ y °(C� �0 0� N l i I a N-i O N ' _D _u n $ -1 I -P � // _0 �I� Ob i - I °D .A� � v -vo o I I � ii W it -P 0joo ° I I ( - -- - % 0 /� z i -D -0 -p � Do P O - -- I : ' 11 Ij i `� p -( m rrr r) m ° . °°� / / n $ o III I ut o Cn o O v P - ```` -_ %/ °o � '1 l Op I I 11 1 $ !� .7i � -P -1~ c(0 -IP 01 �i ° QO I i n' O v o i1 �--4 cn M � o o z ( %/ 0 r� o r Orn \ o�J 000 O a0 0 ®~) -'u ' AE Frn 1 � in -0 �� ° _ 4____) t o -4 I I . °D N� - -_• � Q, w � c`�n c� ,% Q � QOM' �� 11 I i r°' w � ci $ � I, $ i i I' �• % D w --- = ae ■ o .I -\ ` -` - N 19, / 71 _ I I I +, oo 11 � x ; -o P - - �/ v - -- - -� r . IV s I� O OO T _ ON -/, -\ r ,jo00 STREET Q'� 0.55% l // v- 1� U °' - ' I � 11 <� I 4 r5 L ( - � / i I C -__N � I J. m /t ;tom w r n $ oa v ---,,M I P I�10 1 t 4'. -P i O I{+ m '2o W -P .P rn - -0 -i _ II 0$ M y r� � O - - ._ „ ' 13R1V - 711-1- - 0 g Q t n I r• W - _ _ , z: �� I�r�O ' 9 I Fri > -I t I N " Cn n j I -A r- � j j'4 00 11 ,L£ r° II -0 _ tW w I ja �\ 'con -p I N M M r,°, Tc)-u -p p p v I� �4 h z r PCn ,-6- /�I� Ob I! N ±: co W _Q ►� Fri G) v IIN 11 N 11 0) 0 rD m mN mN mN rrr x' l orn O fi c a - _ rn 11 C7) C70 O II II IIN '0 0 N ,L£- -I ;. P t _ -I =111 II1N PO ?� �N-- C4 _II-•II- --11- IIN II M �W, Prn J J corn O t. _ \N /� O-I.p P O � O Cfl rn 00 c0 � P -_ _, m - -1 A - - _ 8 _ -p / \ P./ P Cn P P P O �M z n C*'i .p '�7 t I o - C0 _ w , c) j - -p, - _ U, - M -`i- - -- : I �, ? 00 IIN D r J O A I W 0 r r U, _ po r cn • P C I N O W '' t 'D C) 'O O (A- - 0° -N --, N 1 s J V (O - 0 C3) O Cn f \W -F O c? \ - t _ I �, \ _ "` SLOT "AV" 413.48 _ - �� �0 5 �-- -- - -.53% 0.783' r -- ; - - --_ • 7 � \ T - B - - .56%STREET ",AK "� / ..1r � - - - -- -- 1 ■ S1fREET B _ s y _ `- - -- -" D T r - -- - - - �� ., W t7 -P+ _0 V_ - ---I � �-w -• - -,�'" � - -T - I n .- M \., M N 11 N 11 N M = V I N 46 r- ­13 u N 0� I I O�j n� U�fI I I ,0 0 mN v � II 00 �00 map II J II J �-• �1J MN) N \\ P � j P I -1.p s _ � X rrl I b0 'D I -r O � I- -, � 0 11 N � J 'o _\ a n j N � , O O _ 00 J 0� O O m I I O � N c* (n P P) � �, 110 I W o� D II I O'0 00 xW --p P W p I W �'� -< <" -P N 4 I tA � -0 0 o I , a� Fri �\\ = M o c,, rn o x _ �� '00 j -P 3 � � �In vm / I � �N __ _ __ __ fta, _ / j -16 (n . _ ___ -i uq I I �J n� v� III N 11 N 11 N m N 11 N \I I N 00 I N I w �: 00 00 00 Co 00 P 00 I 1 x � M -. O rrl I IIr N = _p _0 x b0 O W -P -? cn � CA -P J -, � ■ O II Ci) \ z I� , '0 N rr, rrr 05 'tP . Cn (n 0 ■I P W v \ / \ II J n IIN IIN 0' c� w o) w c�z� _ =, _� :_ ■ II ti \ ( O z o I I O> .Q V 00 w Cn ■ N 41-0), N $ O G) j _P _ ` I ­1 . ``_- I {' \ \ °`___ I �P o U, STREET "AH" .52� \ T i N ♦ ♦ - \ - r 0 - I "0.83% r ... r► 3r v \ �I Ni - ;a r, STREET E �� F� II - 0 r I I ,,--, I rn v -1 P r c,, m 0 F -\ '��• ,P LA \ \ O� v D 1 I I I W. i M Fri n -` J I 11 N Z 0 Cn = I I N I I }� A 41 'O p0 0 (w I 1 6 Cn -- 1 ,� N I N 00 rrl J C7 � \ \ �\ `3' N O ! � * .r -I p (0 , "o c �, CD v n W p 1 �► A rn Ito rn � , "> 11J D ri I -iA \ ��'O X mp I I = CsO P - - G)' -u =W W =V - 11 rr r O W \ •SS W \ m �� Cn 07 II N'0 `1 -20 L4 0 m IIW O W _ _ _ I w rn -I __ - - �! _- 147 4N9 \,. -� -20 � u \ \ r z o v I � 0 0 P o x -� mP 0 j (n -DPW - PE =4 p rte,££ - I I N C° 0� 11 01 v, 6, I m ? -I p II O \ z W I M O �� -p -0 O I W v U' J 1 cn N I O 5 �t rn (++ \ / �N \ \0m �I I -IIN - rnN IIN I I p I '=ON °' 14 -0 - \' 1.`" . q Q _- - - \ I �'�n D o N PN ,,,w p z 1 r 0.5 ACRE r N �� ` Iv cn -�_O J/ - W , rrr I I ►- rrr 46 11 O O 38 PE- 15.1 nW � \\ \ I - -1 cn �.`o I O � ; °o !PO cn WELL SITE -+ PE =412.8 �'' .8-USABLE AREA I �__/ x�y I w \ I I J -� ry u �W o x � a� o I -ri I N 22,552 S F - 1 �u z?_0 O -0 v p c�i �.' 14.5' 1 �" - � a x O0 O� r 145 II ., �\4 1-,-J Fri 10 p D rn -o u I �0 1 39 PE =414.8 p� t� II I IIN �'N _U____, ._c J �, I 14.5 o rr, o ° } '-_­­__,___,__,::� - . p ++ I--, PE =412.5 � = %` 11x0 I P-) c�$ , j rI�,N Iro � rr1 ICI II N v ii W � +--- 40 rn 8 � �w 1. - j Iro ,0Z . WI a �.n i' .p. N N 4GIJ .� I_PI (O V -�• Z O') -P o-P 0 II cn I / �O o0 144 , = N j) oo _' iv o °- Q, O - • `� _P1 N I I . . W W IG°�P rn I rn $ 411.9511 Cn P E = 414,.2 _I 149 - oo ` r PE =414.1 nN I ro �, rn -p / f �- P - BMW PE4012.2 1 O /` .ZJO ` O/ �d� .rri.ruararrMIAMI rirrrrr a rrrrrrrrrrrrw ♦+ - L, 20m 14.5' 37 mW ( 1� -::� P N r -1 / I TI O j,r•r. r • " » rn N v) =O 1 M I �i = 143 < 150 \ � mr I 70 ST I +�0 I�00 � �Cn ( o - -i mW 54 = 41 C PE =413.6 PE =413.4 \l -Fo I i� '� 0� �w ��W -\ P� M � i - PE =412.0 I PE =411.9 U, \ I W °_� - _ ,OZ - o v ' I i \ I o c0 $ D n -p W M O N \ \ � ' D W , Z _ ��Q -- p °-- ' - ) 142 151 `� I I � -o rn Ito Fri N rrr N IIN p I rrr G0 I O n 0 (? ° rn ,L£ 53 AZ 42 PE =4 "13.0 PE =412.8 - `tom I r.o II N W j II N, IPA II o Po n FrJ II N U) o �I ��o �- W i\I \ W -P -P � 0 L (0 - 00 D 11 N -P CO .P + �, OO ,Ot� 11 cn PE =411.7 PE =411.6 M-," I \I ' � N . M �? U,� j- ---- - D ��r� QOM, CA C) 1 412.3 152 IF cwn -�I Z` N �, I/ f m o 0 _0 ~° 52 - 43 PE PE= 12.2 r' �$ N _ p 0 P J li w PE= 411.4`- \ PE =411.3 ° v m 0 2 ' p �, �'N cow \ 41- (` 0 1 "- I `--- , 1 140 1 153 �@A ° , o © w � r 0 11 NO 11 No 11 No I o � _ � i _� \ v C,,1 � � - iv 51 PE =411.7 PE =411.6 _ D, �I �� .� �$ al 0o °� oN orn �J W'P fU, '' 44 0 � i o 1 rri P E= 411.1 P E= 4 "11.0 �� i U' v ;' o P co `- s, _ - --- - - -_ -co ,r ` II 0) 0 i! ° J o -- 139.._.- .. -. - -- -- - --- --- 154 .- - - � 0� � T - - - _ - --- .52% ___ I r`' i (_ N 50 PPE- - . P - - _ _ _ _ . -- - - - _-_--- -__----__ Gz� �p : I I'll �k1-1 -1 -- _..._ - E- 41 -1 0- - i ,E,_•_ w 52 __ - . - .-- ._.-.. Cam___.- _._...�_ °� » , N ----- QS -�__ _ - �_ _��_ - - -T- STR f - 5TREET AF _„ �, -- (� cn. / � rn r PE =410.8 1~ ' - -- -_L _ 1 r 10 I - -- _______.___--- I _ -. _ - -- 1 w � '"`_ _ o,a-.- 0 138 I n $ 0 8 - __u________ -- - $_._. -- - - -- -- n � n N w z �`_ - - - - _ __ __ _ _ I + ' c0 � _ �' I-. `" P E = 410.5 I a0 155 G0 II -`_ _ _ __.- ,___ I - -- -- -�_ - - -- -0 -� `- _ v I . P oa cn - n 49 ~- � 0 ' P E = 410.4 W o -P W n $ o v r 0 . rrI rrr _ rrr v rrr = co N I 'oo PE =410.5 46 07 P. OJ Fri 104 m mN m m, O W0 IIW 11 W IIW ` � w w P E= 410.5 c� IIN I I I I I - 1 -P -' w i '0 0 ° . O v In G) N 11 N O t0 c0 P -F -, o Cn 0 A $ 15 .� 00 _P O 0� -P P -P W Na i Ln - I I137 .6 O 0 O N P 0 O o - tp C)D .lit W N . w C D� v �D n % m� 0v I PE =409.9 - PE =409'8 I rn ._ O a oa O O . y 1- P-' . co �I ' \ -P N I 48 � W 47 I O 1 407.32 •0 v ! 1 --- _ . _P °o w Z O _ _P_ `'` - m -`_`� \ "I ►', ,0 30 �\• PE =410.2 J oPE =410.2 �.� 0� r �_. �. ,OZ I D in V ' z j \ -- ,, �� 1 1 ► 'Og _`__.- n $ ■ 0. 2% STREET »G° r 406.45 1-7 s o p O p mo v v n, • j /, _ 1 II14� I o 0.5396 - I -I z II -' ri � p p nCj M rnW II W II W jj � , MWt rnFs 1 t 3 12 I -PW`-. r.F 11 » , rrrr■ rr.rur rrr r�� rr rrrrrr r r■ PO n�j $,Gp II � 11 '' II -' G)� II II P J Ppp p0 PNI N ,� l 11 7. TREET A ♦: /--- ♦ ;rrr o W I rn o -P �, (0 (0 � tD cD 0) - � _P_1 rn -- . 01 �' Z i__ � ; '1 1 N �- - �- 08.0 r ♦ r n $ 0 i0 o Cn ""` b� - --' -o J . o W P co !�' ! ; I I J1` i i /. - s II n$ -0 1 -p I -0 N I O a O 1 cn co ca L_ W I l '\ r*i m L - - - -- - p� C p -1 _- - 1 r I w Fri i - ' M� •ice f c� $ rn I ro � O cn a J / (' I ?4 - �, rn m $ O N cn I �t O N �O - ` �, - .52% I I -±, •P I �o I I J � r � O o O I a0 o N G� � o -� ° ,r-�- �•...._... `' A, �on, ( r0 $ •-° °'- P ; cn `, ■ � c0 0 cD m -4 CA E - . STREET AD .5296 " ,1 , � �c ��tr 0, 1 0 0 (0 O - o r rn o- ( N / 7 _ 0. �,l i 2 � ,0� � c7 -� -+ W ('' �, � It ' -p I i -D m 0�. , II w I o Q 0 $ l V ,. at 1 II Cn =O n$ / i �� rrr w J �, P =' [_�_ i K `I ♦*A Lv -°pD M I �oI�, =In$ M 9 ■ 4,W I !�N `� �� n$ Fri rn� �� n$ 321 - PE 4011.4 I ��° v i }. � `- I� v■ I - Il J = 0 �`; _ II J ; I . Cn W ,1 I I I I 11 I I I -? W o \ rn r o o__- --___- - _P N 11 91 I I cO �, Cb p0 c0 (A P E = 411.4 \ �� i `) I 0 r -u W stn -91 (n -.■ - � - OO ��0 PO D,O -P� 0O OW -00 O]O - - -p 2 !/ j r ° -°`- -� 14.5 " o °' o° N c° `r' ° -� �►� ~ Fri(, I r n r P p_ p ___ - W-_. ___ . cn O ,5 b l 8� n -. O P !j II O ao ■ c0$ _ - c0' $ $ I PE 3911.4 I tN n 37 - 14.5' = 11 37 R - - N -__ OZ in PE?41-1 o i o _ .0 0) �-••• 2 rn - (- _ r0 ■ IIW = _ II -' - - '- - _- - ' -+ " r 16"'n 1 I t O - � O I I J I I J -P -P o o -�. - pr 1 n N O . i A w ■ >. p X '1 P N -P J • O 0 rrr -D Z 0 o II I \ I` -p - - - - -- �., 0 0 (-- rrJ W v ► , ■ - - - -- r� m _ A P m _ M r*� rrr 07 _ 323 338 r• 1j,.� 0 I I z ■ -K 0) 'q' z , 14.5 ° O(0 I k I _u II -, II _. ,[l,,� .IP- -1 JJJ I c 0 s J = , M N I � 00 P Cp'' P E= 411.1 411.1 I it ■ Q _ x 20 p II -' II -' co \ I m -i p o�p oCTI'_� 0) of _ . - PE= I I . �t� , I i I ■ 14.5 41 1 1 0o n o co rn A / m w I I N r- -P :.I J v \ iI N I( -0 `` :. w, 1� I I 11J I oCAA o-- 0 I 1\ I I oW w I N �� ' I r 324 1 O mw $ \ �, -P C)o i rh I _ i i I1 0) H - - - - - - -- ca -- O , . �, M I I I I o �' co PE= 410.8 337 n, _P P �0 ),---., &� I ! ■ A po r PO I - __� co c.." I I -• I \ I EET "Z'' .52 9 _ � P E = 410.7 0 N b °O I i I / I I 0 0 rl%' - -- -_ __ r m v P o0 1 \ I �� ____1 4I 1 O I I rrr `� � 325 r° N(�Ll( z C \�\ �1 �b 1 , i rr) O 46 % c0 $ II J \, oN a0 U, -� p c�i $ \ , %PE =!F10.4 336 3 I 11 -WP II O O t0 O / I v0 . �, �� �� I 111 r Po I v o 'v, oJ0) 00 1. � I \ I Fri, 0w m � � F � PE 410. O =��.� ` i ( r 0 0 O N J V J I �\ __ F- - = = - I I I - P W w V I I I P n 11 -� I aj ' I ( ■ a, ` N 00 c0 , -.-p _ v -0 ® o N P J c, . I •( •�_- J 326 = --- I r9t� IIi___ �' _ -' it �'� I I J �W vN �N PE =410�Q ,5'bl m ;- :, j , I� r _ 0.52% -P U I I -P N 4 I I I 1 a o-, � , L ,OZ 335 ,L£ ICI � $ �,_ �-�=s ` `� i1 j I i I - _ STREET "I" ►- ° c00J __ _ aJ 1 I 1 n PE =409.9 � orn , °�'� T -, . -� -p p g'tv I• 327 - m r•• r.- -. I ' I ; n I P) W _ �a c° _ - - i P r--1' 8 I I rn Ij ~ w u'� ij 1 PE= 409.7 `- ...334_ M ° Z IV 1`•, I . 1`I ( -0 x C) _p -0 _p �l 0 n m I t Z I I I C,f '' (XJ - > I° 1_--- .____I o I P (�7 0_$ of PE -409 A p W 0$ \; I -- r '0 N rrr rrr rn rrr 0' v I( Z Imnn o }`', I t- I ! I I `oo I I 11 0o I I Op 11 00 OJ �0 -P W 0 1 O v � - -- - 2 v rn I j, 00 I ' r I .P o'° r �° � N -P w `P _P II oo r o o II -� cJ � `T' - __ a, _ -- I 328 - _ o __.\ ';11 I i °� o - `O o ° 0U' O . _PNCA I O ! I / o =I n j PE =409.3 I , , u 333 i11 ■ I N o)`.__ _., c0 °' -1 1 1 ° X: o 1 -p D r `) = '' I I I I I P ► z d I IIf p ,' m II --' 11 -' - I = 409. ?_ W G) Q0 N -t w E 11 it, 1 ' - - °' v c n $1 1 N I / II J ! P J 1 I - -1r'P � $ Q° ►II j11 II'-� G0'.v� •� /I''% �'p° �� '> 000U' °coo } I 329 .p po o *1 4 I „ �ji ao to 120 • 0 0 3j. _ % 1 n O D I IWO I Ill ., , ■ -p -P N �• / J cs rn 1 PE= 408. !N g0 332 , I T, O I III " 1 ° r I r t v v . v -0 O t0 iT. / _F' / / co 0 CO PEA o v � ° I' i r, c_ S 10 / I o, m 408. z 1� 1 11% I I 1 m 11 cD -i O 46 I I l o m / m ri p p IIW 0 It II 0 0 0 0 00 I1 II 00 I1 00 _- - - - -M1, J µ 2 I I / I I-A I J y r'I - 1 i I, i f l r0 o o I c 0 0 -P- 00 �� { III i O °' m w O cn (n u) - - - - -- -- - - (/ i1 l; . , rr 0 n0 co � J ;/� d+c`9.Z PW / My / RS' 00 / acoo a � % PEJ4p8. � � oc0 ' o_-- - - - -�-- y, � __ 11 I! O■ P I t)t N co P - - 0� W / W -1 - / TROP - ., -- � O ch 1 J "', 11 I ` I aI 'xo Op DO �' �_ m r / co W If z $ 1' 1 r 0.55% _ I I > I v p / ST�� i0 Cn 0 c0 - i II I I W I 1 7�o - ---i- - STREET "J" I � _u o-P ( ": - / / / I . ; 111 J / 111 o �i� = t\` F�? qq %� , �" Cu 00 I- '(,� 111- _ r r rn 11 � I M -1 000 / , - .` ,gj `;fir Jl N �--_ .���__- -.--°' _ _� �C ~� r . o _ f Q ____- �,- w ^`ti I` \I o i_ r_ I m 0 O rr1 I 0$ J / I 00 0 /j /� I. G7 O ' - - -P c0 rrl I N 11 (0 I I O D I j Q0 \ i P / / j% O 1.1 0 co r O N I I c0 W .P to .P P rn I I c0 o i CO v a�-. tic I`. Oi `r 11 C� o -v c,, -- T n P o r 4__ CA w O P OCn o i,J nN O - �.._ /II -�. (1Gi� . PW rrJ �! -' I $� r \ O P) cs = o \ �o o _ rn �d` OJ IIW 0 J Q'' x. m i . r -P \ rn -P cn \ - Frl j -o - C �J rrJ n W -i P Fri rrl m ' O 1I r , w w ry C° �\ v O O -I Om O � \.1� I `_ -\ - - J , , M 00) II 11 W fr (A 11 W v `1' �t ■ 4 -+ r_ F 0 \ �0\ ' " -p , / / / -_ P P Cn _ cy P u' o � z- -I m p o a W O Gd --_ ___ co 0� rn ♦ \\ �® I � � II � - 0 \/,\ ,0 c"c� n 11 i o co Ooo co oN P ► 070 ♦ r i � p -0 p -t 0 ♦ \ -U .p -� 0 _ 01 � \ Fri O 0 ° - -r i (O ♦ \ crl ; P _ / Cn N Os I I \ rrJ __Ln rrr CO 0 $ I N �� \ t7 $ O c0 z O o \ X no e ,--Fri ; . \ _ / I M -PO it-�__ - Ijl"�"..__ II --'I--- _ -I1° o I N � ♦ \ / , I W II O W $ �• - P O O'\ G) . ♦ 's? �`\ 1 N $ p'o `� N r -__.� / - Il W V 1'0 Cn c0� ON 00 -P, C) PO CO \ CX, 07� O �♦ \ \� \�N -0i rn O�Jr' / 4 0� O$ ' O P m W p00 Cn U, P '," ----_ - \ ♦� Q) - n $ $ C \ o rrl .( -- - // P) rri -p -D -0 -o / (0 I' c� $ o rn W c� �♦ �S Ix N \ o D t7 _ IIW p f r C,, 1 Cn \ ♦ ? \ �.� V I N Z \ O I /// �� O IP (n m W m W� 8 p m W i ". O __.�«_ 00 cu w x b0 • �, \ _ ✓ \�, A G °- �/ a (0 -P 0) -P o0 P 1 4 rn ~ �(0 ,r, �`% �\ P 070 � - ♦/ // µ- l OO O-' ONO OW ' 0.55% STREET K / I : 11 r 00�i IP-' n$xv._ t �� `! � - 1 � •••s•!• �� -�` -- -11 0. 1-1 "` _ 10� D�I )�ID 50 - rnO p, )] W p D oN �W'p O % `O��._%. - rrrrrrr rr�0 J�� OCO O Off- `c "� FA54% . - O` r on 1 " -p n r1 -A M r° r i !F N O �o 0.., , ( Z5'_ p cs - - ST X O I 1 z • p G_______. 3 J r 11 r''1 I ;P 11 -' I I -� II --' Ill � O � O (4 / � __... �..•' rrl _ __ _ _ _. -- .p I 0 g r W -P O I I 0 co -P O O P O P O" / N I.. _ :: -_:- 11 W �? _ _ -- - o c3o r o Cn _�, 00 J o DO O O o o r G0 $`'`__..._.__ 1 -- P J ___ - D Fri • r , p P / * - -_- N- `c p- - -- --- -- - -- -- __`.- - -- _ I c07D (I! '1 u, (r 6' ♦ +1� / / 1 I C�7 $ �- O 0 N CD 1- UJ O D'1 _. _ , rrr, n $ ; - -- -0 8 I I . ■n0 - - - r- rn rn O rn U, O ♦♦ ♦ / I N m I N - �­ �,._ _ rrn - M r . . II W " - - -- -- - - - -IF W II W C ----IF (A -1 �J' II \W - ■ o °� ♦♦ 11 W . -- 0 .A -� IIW P N _ U) n P O -P 0) -P 0) --__ 41 `� W o 1. -N r N ♦ ` ♦ PJ P rn b D - _ 0 x00 0J OO O:n 00 ♦ / 11 W W I I W % -P J -1 ,D P 1, r 405:60 ♦ o Un -P J I I J P J I O� U) � rr1 rr1 D �' -1.i __, a, w D - - - -- c" ► I 44 r C- P » „ ♦♦• / I -P -P cn -rl rr1 . �,,. 4` h' LOT B •• ♦♦ °669 / /` ® I I -P w P - oN t\ U, D 4"� U, o \ \;` 111 r" STI? ■7.I,rroo .rr.rrrrr0,00 _• - ( _ -- -- / I 00' 664. 9 / H z z� z z z -`- - - o - - .1 �_ -._.- - - `/ .01 % _1 _\ _- \ § B , _.1 IIW )3: N 11 W -P x 0 11 -P o J - - - -- - -�'.. I r.,) 1 to J N v, �.. - .___-- -_ -_.. -- -- -- �'- I _C�' O .o -P -- - - -- __- $ - z I I .- J� - W- -� OD o -t• O - -- -- - - ......- - - r - - - - -�q `Co7 ___. 405.60 '`I--- '- -- ---. -. �_�\c�NP -1 I � .� �� (-n _____ � �, � � ` \ Coq Oo° cri i I D o �� I 4 °°. -- °--_% I I -p C I I m -,M I 1 I �$ 11 ( 1: n$ m �� n� rn . v O---A � _u n$ I t�$ -0 O 0O I I P I to I I •P 11 P _ I I I -P r to z I IIW I w I W II r'r� h to 1 w mil P v I w xN PCn Prn - xw rn O II P W O w P �' -0 to -P N a+z I I I1 : I P J 0 to -+ 0 to Poo O_ 0 CA � 0 N -P O OD '� 01 O O O P O Ln -i -I ® I O 00 N %U I N � ."F� W 07 t3 0 J 0 . in , �, M cn cn ; I (A 0 1 � m © o - 1 _ _ - 5 D � > 00 - °v °�v - K x o, 7 _ 1 0 I to C $ 0 � 0 ,° 0 I _0 0 , M to � n '0_17 M n � I 1 ri P m rn 18 �W ;u c) � -0 `{ �$ -� rrr w m W M� U) � O 11\\ )q:,. m . \ �, �, I m 0) P o• I W 11 rn I 1 � r J -P 00 O m 000 I �' / °J Wo oI Wo �o oW o� zl W Oo ,9Z o I \m�1 I OPJ �,% �N �W 11 �Q °�'O % X o0 cTI o A "°----- I� 03 O W � % -I = fi7 �� �Qo Z r D ,F£ ,££ c0 . cn co c0 $ 33• p / c0 z 1 r--_. o _ =i A o r- o o it ao � m ,,'�. I m . I N . _ _ -0 r� _ - � o I I 11 -P ° O j7 g I I -P O I I -A 11 I-- I ;4 ' n $ 11 (A N � 11 W II -P. ,,,,.I Ip 0O I z0 �-_,., _ � � 11 n ; P Cn ?@ c0 -P 0) P rn aH is 41- J o OCn (p O-' - ON W O 1 I ~I N OO OW ON A r,t p0 I OD °' f 11 D '/r Oc / O • W O Cn DD " -P UI - _ O Z i I I . c . < o -P -P I r / z I ' w crJ cn L \I �. _ co �° > l - i\ m I 'N r -° . - ! - ♦ LOT "AC" - � I i i / fts �?D (1 ♦� - /"` - 0.50% - - o - ■ rrrrrrrr rrrr rrrrrrrrrrr .rrrr Wrrrpongrrrrr -_. - -_ n '0 „ N -p t -I / -o a r `' SIREF? ? 1 .50 / T » » 0.50% m o o z -{ - - I n I I n $ W ` p r C - ■ - -T -� �- - - - $ O -- - .(fin r� O %i -fhl rrl O ■ - L I tr--- _._,__/ --- --o-�" n i .P a0 /D 0.5' , -0.1' / 5.5' TO 6' i I ' I t► o � 0 ( -- -I -t I w ( I .. I r r1 x N rn m --- 11 •P -i L - Al- m .. � i M I b0 I r I I !� (011 o can (4n !I; � !A Chi, P (� I I ■ - - s I I I 11 W o0 n o 11 -P -lo P!I ''` C:00 o - -- > To 2.j 11 r O (n -P P W N o I I® I -P 0o w I N -P O M A / A �� I U, .PO � �, $ ® o � - W ao o N \ o $ o & v0 __ y I % ' -, � CA `� I-- - � �° III �$ ';O8N III I -P X M \\ 'tea vii000 ('_ � > ,/ y °(C� �0 0� N l i I a N-i O N ' _D _u n $ -1 I -P � // _0 �I� Ob i - I °D .A� � v -vo o I I � ii W it -P 0joo ° I I ( - -- - % 0 /� z i -D -0 -p � Do P O - -- I : ' 11 Ij i `� p -( m rrr r) m ° . °°� / / n $ o III I ut o Cn o O v P - ```` -_ %/ °o � '1 l Op I I 11 1 $ !� .7i � -P -1~ c(0 -IP 01 �i ° QO I i n' O v o i1 �--4 cn M � o o z ( %/ 0 r� o r Orn \ o�J 000 O a0 0 ®~) -'u ' AE Frn 1 � in -0 �� ° _ 4____) t o -4 I I . °D N� - -_• � Q, w � c`�n c� ,% Q � QOM' �� 11 I i r°' w � ci $ � I, $ i i I' �• % D w --- = ae ■ o .I -\ ` -` - N 19, / 71 _ I I I +, oo 11 � x ; -o P - - �/ v - -- - -� r . IV s I� O OO T _ ON -/, -\ r ,jo00 STREET Q'� 0.55% l // v- 1� U °' - ' I � 11 <� I 4 r5 L ( - � / i I C -__N � I J. m /t ;tom w r n $ oa v ---,,M I P I�10 1 t 4'. -P i O I{+ m '2o W -P .P rn - -0 -i _ II 0$ M ''� -P - w W � I r (� M Cn W O� ,I.I ; N o _Pp- 1 1� c o cn . , W 0,�}I N m °my° - ♦r % ' G ° j m -P / N0 s I `'A Z II W -I n8 PC4 I , Oco Wrn O 4ti;0 J � I N; 1-1 v L4 0 0 4. o O �- / -o /� v ---,,M I P m -_ 11, -P -- 4'. -P - O W - - -- CON_____--- - -P .P rn - -0 -0 II-P °III q00 O� -P - w W (A M ® iJ I I p n /� �// $ I I I I I ` \, I I(A � w 0 CU OD I 0� III I OJ 2Q p0D II -P N 7 � U Cp o\, i� / //� $ 00 M I 1 I 1 - 14.5' -p _ p � ° _' <� v / � -� --1 O I �' W I I I n$ �rr' W %\ 0 X cry;` N 0 "t I I 8 II I VII /. g $ o c z -i n i `-1 I w P 00 x w I P. P co -0 0$ �� z (3 j// 11, o ri 0 1 I I I m ; 0 o 00 -o I w QJ __ f, ��` I (w LL 5� co / 07 O c0 z I ra ( O P =.s� �/� D 8 I _- N______ I_L I 1 1 v cn �1�-j' /, a =N I i I n r� 3 m� - 1U iv 1 II � % ,0-.4 . i i I I I" 1-0 �� I II I c°Pn C° 1 M " O °' _ I O$ 71 ��` _ ,,A DD I 1 , '0 !1 O A �� ____ N iv r*1 W 7_1 I } A' I °�,00 - 0.52% - 1 1 1 I v O-p I I- �I -0 p -P � / Q -{ (� \\ //� 1 1. I (- ! O r. 0 rn rn o (n �J� I - i v \/\ 1 y , ■ I 0 _ at � v o I I f - o - -11.W Il W !' - n -I /� \/� . �I I o I $ I $ f Ill � Iro j F 0 t� \� � )O - 00' d -- _ :� -- =--__-_= D � � 1.1' I I rrr n $r° V-M-0 �- i r° W o ro o I► I o \ 1 1 _M / �, o w ��ti _ f `I r I I -0. I W I I -P It -� \� I I P was r \\ -- to G) o I r P G)NPW PW`' PW-° \ v ' o rr, I $ b� �� ` ° -_ �' { j/ I I o f oo a0 (n �.. _ I I O 0 O ,� t �, rrr( II +� a0 � � z F1 / I I I r r1J O rn.�� O o-P y- - o I I �-V -� II w 1 `1- Il W A lt°/ °� :-1 I-rl I �o i �, _ 6't� •0�, I I n$ �N ���nn$ I\1 I Pc� I Po �`oQ0 �� �@ cn i- �� I I c o r j, r $ r_ m H, �r -�_= v o n$ �$ cJ ry o 111, -p- 1 1 0� N�\ ( M M a D. I I I m =o $ -1 I I -v o I. _ x • z �1 _ o o -I 4' I I 1.3 MIN. Fri r° oo �= I I I �� r° ° �° 0 I i' : ► P 392 -{ $ v I v7 $ C/) r- - -0 / -I�s -I' 11 -P O -< /� ` - ' i I rrj -+ $ -i {� j0 11 W � m N v) O S 0 { = 0 / / \� v -I I I P n o -P CaN L 1 I I P =_ 1 _ - . r On C1 O P (0 n I I P p D / \ / \/\ I :U s OW O8 �O-' 8� oN O(W1 n$ 0 1 -i= _ _- r- yr - - -� � r v I .oV OW I N -P-' �x i\ �� I Q I -It w n$o o �0 J W U, 1 to I - - - \ - 1 (o r _0�0 w t0ri OJ ( 0$ 0''0 °� i� /i \% N (O O W O x •J o - - • - -` - J` - - y cc ■ J N M;u z I X j r r0� -0 o -_ ' ,� v I p ° *"*" Ihr■ rr rr rrrrrrr rrrrrrr rrr rr \ 0.2 0 11 �rrrrr�rrrrrrrr rr rrrrr.ur rrrr rrrrrr _ 0.71% _ 1 1. _l_ '"rrr /\ ;U -� 40 �'° Q.5 3'w .50�0�- 1 0.50% �r - STREET _"S�.,' _ r 0. - 1 - 0.8796 0.50% _ -_- - `i n U -0 �p r rr��* n$ 1 -• 1 -� I,p N ) I N 1 -. p 1 t,0 m 4( o A_ a f*1 A.1 (� -0 -p =. p 0 '0 O 0 N v rr1 x w \ Lp 0$ J m m rrr / m m ro � m -o I I P ■ �� 1 m m o0 �o o rn o II P O1 // o ( r I I ., L rO o II _P I I •P I I •P I I -P I I +� I I -P I I .P I I -P � P , n {!�. ( ■ O v I I N 4 x c0 I f -P, o _P N P N � N a,. N - ---:P N -P N P N) -P N o cp o - . ° ` i_ z �.00O �N -PN of Orn O(n Z p, o� oW - -- oN _�_ OO U , �\` 8 rQ �0D °° N N N 0 9 N W D W _ l° , 1 - �� -- rn J - _ � ° _ _ _ -- - -_ _ __. --- ♦ r - _- - - - -- - - - -__ z z cz0 4 ___ ____ ___--- .._.__ .p .p .p, .p .,��a I tc 0 ♦�L. r r __ -- _ _ _ - - �r- Z 0, � 08 O $ $ ` .. '' $ N - _- _ o� D� ) \ , . � � > C _ is ;I Im RETENTIO M/8 M /21 /�1 M/N rn \ � 1 CAPACITY 0.6 AC. X95 X784 °'300 -097 I , 399 wn�cG°1HZf I i1 n z Mt D u I MONROE C a A . 0 1.0 <--@ �� 010 � � I ��, D D 4 D D z C U) C7 � -I G7 M C 0 C7 D O < D O < D O cn D O U) D I� G7 -D � r rr1 -o -0 -o -0 rr1 � -o � rr) Fri Fri U l A -q -i T1 cr, c M -q --I rc1 - -1 � -0 1- n � N ' 0 to Fri D D rn D r -rl 0 z TJ D z -r1 D z _r1 -i z -9 -{ z 1 � C Fri 0 D � � � � X � 71 x_ x_ X_ O D M D -P W D M c0 -F O D ` J :. `Z C0 -I F--� u) n •--I Tt C Tl r- -9 I- �l D T1 D O CID r- -I (f) - rrl U) F- O Fri z FrI _ �' < < < o cn s _ cn cn (n f Tl � X r z N D Z ?< < z � M FTI rrr) -0 -I n �> O rrrD - F-9D - mD - mD U}' � - r cn D D D I 0 _I � rr1 _u =OC7 n = Fri I 0-j 0 0 D: r rrr Fri M U) O z �1 O O- 0 -( C7 -i -i -I 0 z D N r7l Z ;p O n - D M D m D < M F- U) m F_ (� M � D (n D= G-) G7 G) G-) 0 � O OJ � O D O Z W ITI O D C O O� Z O z • . -{ 0z �z �z 0z _ 0z rr -("i m °zI o (n v o -z -=-1 m U) z oz Z zn_r (T} O 1U) > m � .n N 7 - r1 r�1 IV D m �' [T1 r�J _ ' 0 l D � -� - - :- . -1 cn � - - -r m - r- ( -) z D C) �J 0 O rrl z r7l D z D O U) r,-1 � m v 0 m v r� Fri -I rr1 -I - Fri - m .- _ � .. _ . r-.__� . - - C _ M r• � i C7 z O rTl z C7 m G C j D z ) D z f?17 m M = < Cn - z C..O m r<r�.:y. D N- . - -r v. �: �_< - - I D -0 - .�,' _ 0 A- m- M 0 G) O � 0�� O ;7 -I O� -i O c -i t fiR�ll D M ,- 7i \ M rTl 0 D O r D S O m CJ r� O -{ O co I r 0 (n m :p r-<rl -r) :0 -rr 0 -,_, ;0 Fri TI 0 Fri -r1 Z M O C � U) r I M Q --- ° 0 O � � r -1 I � ,n,-, -0 z � I' p � M D O 0 _ 7n "< - ° z ,ZOj o O� 0 O O O 0 0 0 O� 0 0� O -d .. o U) _ Fr1 C z C � U) �u -'-1 0 = J o° m_ J c0 z rrl -1 4� M � cn Z r D� t Cf) cn �0 cn U) �) cn O � n aU M D - r C m .� �, - U) rr1 O z '� CC7_IC7 <-I� ^�_0 ^�� i D �D .�D� �; 0_ z O D (n z C y fTl rrl Z D� i y0z 'J DAD U /n z� V! I�� O� � cu (j GDO v _-�( Z O z O M = -p -I ,,, C -I -I -- -I -1 Z, - C) N _I -I .. < D < O ( 0 ( w O r 2 CO N c0 I V V i O ^ z m m O D rr, D� rr1 O O C� v 0 C� 0 p O c n D _- 0 ,- -) -1 p O O m< N O M C>7 C `-�/-1 co N o rr1 C- -r I I M z A �J = _ 0 � � � 1= � - 1 rrJ CO -I r�J � rr1 ci rr1 � =1 W Oz _ rmrl O cn n rT� O C z z -I N Q0 0 M - C C p -D ;u = N J 1- �o�Drrnz>> z Cm3�' z �= rr) �� z 0� Fri 0r_ -� �, o z G -1 z D z D z -a � ITl z co P- = -,z I D z= � :-1 � 8 "`o D A c� _ r O N rn Z v) 0r�F- _ D_ Os D_ nZ � n7,-, D �= D �Z I�T�Sp O c9\ U) r z ;7 0 � > _< (f� O D c00 r,-i W D= eta! � p 2 O D C) M C z C7 z G7 z O (/) rrl (n z U) U) rl D D D - G7 N- r O D rn D D D C7 Z7 - V J 0 r- Fr1 -{ 111 A z 0,70 0 -r a7 Q 0 O D D (n � O CO O 0 = D O rl \ z C G7 fTI O CO O F- O O _r1 rn N 0 v oD�D O�G� O! Oz n Oz z 0 Z rr1 z D �l z C -i cJ D D 0 0 r z Z Fri z N o0 O f�l O0 0 111 � z D Q m o n C Cf) F- D Z D D< rl - D C) D z O O U) )' - r- Z) < c� O O m N r C0 � Z f� 0, O Z z r o m D O O C70 0 0 M cn = O < C r O I r- �u D _J ,p _ <F_< � D �- z � D z < z rOr1 Z Fri r, 71 C -i C� F_ D r r r r Cf) M �1 rn D v 0 v� < M z z C 0 `_' -0 c) NCO � z C-) � U) P I _ � C D \ -D D Z m 0 v ., < !' •P -+ C) z F- - rrl I < m Z n < 0 D < O F_7 M COO COO -i \ rrl r-1 _ 0 _D r O C ..< r*1 P O (/) _ rr1 -D �J .. C r rn D� m �,Z Wz rz -z �z rmrl 0 D W Z -P O z z M Z .. n zz A' �' 0 Frrl � ;D � n -I CO -1 -1 N -I (,� -_i z N ^ (3) M r,-J -, cn .. C ��•1 0 , r O " �p D D O (JI J> CO D Cs, M O N J z > -{ D 1♦ W (,J Vi '� O c rn Z � 0 0 0 c0 �) - r r r r- (0 D cn U) D -r � -o z cn � `°' D ? CD - -1 ( z p co D Z -p �-u CU n 0 J j D r D r � � fTlV W o v d A z _ � D D 00 � J � CO A _P c --0 �u -P -P r z z C Fri � O O C 0) (cn v o7 C-7 C) U) r z -O -D 0-0 _O = < m 4 D -P O z � D (� D c W rn J D o n o (� O z0 O O O M n 0 < z -1 zz ,^ -l7 =i z -1 -1 z c- cp (n cn � (n z CO z \ � D Fri m c) C I U) W rn n r o D 0 7i 0 � _ � CO c0 m m rr, C m n � _ � o z -I o cn O cn ; (n (n D r� rrr I O C r- I o � o O 0 O- rrr M .� M --� D M r D C z 7\ z z O- c3) ) _< < O M A l P '� m A -9 � Fri N N N ; D D V) �/ Z v, O -ice CD> oC D> WC � (.n \ I n- Z D �..� - 0 0 M0 VPO a O = D ` > 00 •.I �J J `1 c0 � j z z -0 30 - �u �7 � r O 13) C3) Q) C3) O 0) O D C7 (� -D D z O0 D 0 0 0 0 0�o crJD 00 �O c00 D0 O D < -D N W (sJ (sJ �1 CrJ CrJ N rTl N G3 M r Q 1 .� iiJ Fq C C) O C C U) M O rJ 00 O 00 00 Cil C0 C0 � O O _P 0 -r1 z N z � r Z O < cri 1 1 1 1 1 1 1 No C) Nn m �M � � Z w rn o 0� O= 0= o O o � _ D O U) N Cn O N P -1 r r _T1 :/ O 00 p to O O 0 O W cn -P = i-- ,- Z \ \ \ rr) D D - v 00 j D D o 0 o M 00 I 00- t'4 Ln z (n z z p z in R I1� - -�-� - jI ( 'v' 1 \ `- I I' ► I I I I �+ �I I r r a I I I I w I 6,8A n 6 00 3 0 1 ' 7 � ,V1 ao ! X164 026 °Oo �g / / a64�00 2 °0114 �0 I I C �UD� \ \ 1 A G°3G� o 0151 �G^Q�\ ry / )/ ' G3GS �f OAL�, _-' \ P D b I a _I ;u m � - , 10 - . IQ -1 - - ,_ _7?_ o J_ - � - / N : I Ij ,... yaw. M iP ate} _ _ Sp. ^ .� - sn °"^,. ,v--- 1 - - -. _ _%. - -- _--- - rKI, -.- - f - .• _ D II- S DS - - DS --- C!S US s 1. r -1 I' x _Ir MM/21 �} a - s s - S - - - s =-- - - - - - S - - ti-ti III I - - =n�� - __ I r + ` -._ - - w - - - w -tax- BO?gRY - &_e� I' - - w - - - L ;� -, - fv w - ��-- -� - € "u" . - -. o-- `_`.-- -�` 0 =' N w ti �, a II =111 U= C>O•_ -I -, 1T1-- m X ° m J= TI V) 0 (- � Z CoB. 0 07 C I W � rn -1 1 � : I/ rn q rn - y c 0 � �I � s _o u� I I � F III rn ICJ C7 9, ' � C r� (� I!! i ° cn rn 29 o -I O O ill o Q D 1� r g �s '1 Z w r-r] > ° =11-, o -I r. �- 0 0 cz-T rn -j_ � •v °g O ; O z rill '° (n \ =1 D o < 111 .. m- -- - - - I= 1T1 r J W 0: * . 4 1 =>=r? :: �/ m m a K iCi -,Till z N a �x =j �w w cv ¶li DC- v RI X11 rn c°n z :111= m0 � ,° �b lcu;�: 0 r :M: ) DC m 0 X . c � . � :ill � ° C O III 'Ip ��+, sir x I , c z 111=T S @ ,� rll r0ri , 1.1!q V) z I I, i I� _v M � � � M 0 -ITi =_ \ 0 - r V)i M ? x ' =_ Im � � v -1 _ fl D r. •A 20 - O n D m ! -c cn rri � o iN � ° o 0 �z° . 0 �- -e D N D W 2 K I II , m tTt m D° -� Ili ao ozi min ��I '( m %0 m �� I D W m x coIIIH� 0° c3 Ai - - w I .0 o 1W 3 °rn =I chi ° � o W X r vI ch (� g ( N rn rrl =� �°R o tD cz� < ` J !! W FT­I 1- _I C .. I z ;r1 �, O 'q m z Z : m fE7 - �- M - w N 0 S. rirz!C -�� ° L4 �zi fl 11 X (- Tj(�r ` D -W_i z 0 o irfil- _ 11 f =q - X .911 1 �� v 1Cri 1E j1_ _- Jm1 A x) m z x () (n .7 o FF W , Imo, I.- - A 0 r. -o Mi Om Ln 0 co 0� D°m M 1\ r�l O C-) I� In Wr, to 0 ,<<-' N !111-1 X 0 r-0 .0 r. - � z Ln � -v *-0 X -0 .-Oo 9� z v, �0 r-0 0 Fr 0 1 ° C O W 26 W S @ ,� nCaD) I I I -II ,TI to I -M -I .) � � � 0 m _iTr W 0 c0 ` 1 cu C 40- �1i D� Ln c m -r' . -0 o cn rri � o iN r ao -fI-77 / \..J / ) -�I �. I- 5 C M n. W D C� IiTI: , -# -I ICI U, a �l O M .c W v (� Z 1Tj . c - � =T �0 1 1 1W 3 f-T-1 I 1111 �:. W F �l 0 1= 4 -I rid �� j o ao �l c W • �r V) -1 , �1 v �T- �lTi =j ;: X T -'11 1 ; 0 - - ZiT;z D Ln v x K 1 - ` D . (J! 1Cri .II�III III- -1I \ O =1 r v 'a'' �'' 0 0 r D n cu om co ca C O N �m 9 M U) C F1 D C7 -I -1 O �z � m -O - r z D zz Q M •o n < (J) F < z -1 z = Z RO m m z D U) ■� ro D D z O � Fri C,() u) < - z 0 0 • /< ( / O C z 0 0 0 O c 0 �\--� QI r fTl N -�� II- °o" ,q O O W O -P O c 0 � 'D * '0D C4 .i X_u g� O 0 r. v na) 0 rn �; �G)N FTI m �° l M � 1\ O z 0 G-) 0 IR �° 00 q@ P 0 ��'1 O l G n 0 N JI _,'z ,.,., . - �-^ q W 26 W S @ ,� 108' .) (,-Dl\\ U Q &D �(9 O o �Ob O J, O �J �' _ k` 0� i * -3r 4. `'t A• =r -a�� 0 0 - N- 00'03 43 '/- ?983 1 - -- - - - _ _ _ - - a, -- - _ _ _ _ - - - - - _-_ ___ -- _- ---- ____l-- -a R ¢- --.. -- ?ROIL URB- - ", . >•> - ,.. 9`P1:L F �v1�3398 �. - _ N --_ _ ..._ _ - a _ ,. -_ , _c....�.. - - - w �--- --_� R f W ., PROP. BOUNDARY & R/W '� 77 1 s . TILE - p Tit E TILE --- TILE - - TILE TILE TILE p -TILE ��- " N '" _ --I-- =n DD y ct ( II � Nr r -22r 65' I 00 0 , i (�� 112' 87 871 85' m� -4� °.�°�� 100 65' 65' 65' 65' 72 65' 66 65 65 --- 6' 65' 6 i 11 I G �, D (''� " � �' - 0 -' I -i D ° _-• OD J � O) O) y �! „J .J OoM 0o Oo : 1 : I y tD Cn , n N D .P _ . fr (D - (O _, Cn rn (D N - - o - N - O (D O N + r\j V J -r' t0 -P Q ( N1 N N .._. Ln N s � Ln 6+,- I "ri N - CO Cs, W � 00 (A O W G, c0 ONO Cs, ,r• W CN, f -P N N tOD p O W -, rn cop N J N (0 W O -+ J Cn CJ, D �' Op U, O �` W N O w O v n N N N N u I ,0 �`.I O, N, O w .I �� N ;� Op� O� &I O p, W v O-) "I CO �I O 0o N O � � N C , P � U � � W N Cn! Ln (n I r- I N CJ U) �NI -ri a O JJ , I -11 M TWI T I Q. "W,1 m m • m rt N*t r 0 0) 0. I ��I ; -' / En , ,r,6 69' X 1p, NN X59 `°`,,.. , 65' 65' 65' 65' ° N N O- 5 a7 _ 87 R - - 65 65 65 65 65 65 65 _ - "�. - m c� - R = 770 - - - - - -- u I L,1 Z9_ STREET „D >, _� °w� 40' u - - STREE G- r�1. ; f : Ln \ cb /--..- $� /0 10�' R = 500' � R - 500' /"` - - - - 66� / - -- � - I; i I ( ( ' �i �� /ti ` �1,� �O , L_OT A 13 556 SF 0.31 AC 97 t 0 / 55' 55 55 56� ,- - r ( U, j / *N � 1 N I VI 122' w rn Ui I rn - (> 1139 107' cn 7 IoJO. k w v0 5,885 SF (A Ln I� MI I I 107' - I 111 , (r LnnY 2 3 W O 0 - j -r 5,885 SF W I x -I , 0t D 107' I I - NI Col -a W "�L L 40' I 127' m o --$r8- SF cn -p _1 I 12 -� i „o 1'07= - IW D Ii; 00 o �i IM cn 5,8881 SF �Im I-' • v" 1 \ 107' � ° I ( �I w I Oz 20 126n I D 01 5,885 SF L - f J[ m ° ° 107' i I �` - .I 4 - +1- 107 II 26' I o �„ 18 W -, ° W /i cn 5,885 SF Ln Nc T 107' I �'' II I - 108 - - Cn- ,a...� _. I"'- 5,912 SF" 108' Ln 34 W Ln 5,912 SF cn 1 cW, cD ,� c_ �W ,�w 39 55 56 55 55 55 55 5 55 0 273 �n N _- O • (� Cn c1, o rn Wn ° W cn U, Wn W W D W Q 7,03 "F °' aT� - -- TILE L'' W TILE ILE -.- -- = -'- Fv T *' - Via- -� TI! TILt - / -- -" - Cfi'- tD 00 tD, Ig'� TI N Oo N- 0 O 0 cJi O _ N -' W N O 00 OO ` �.:- j -_ / DD N W" 0 a l .0 (0 p O O W Cn O CS, v W p 00 00 N o 00 N CON 001- 00 - 00 N -' 107'1 ``a, .I .1 ( O . O O N O O 00 W CT, J c0 U, v I C3) C n N n v O J ()t CJ� J Ut CJ1 v Vt CIi J (1, , ,� 00 J CJ, P J 1 I rri l ,, �_ _ 1 r2 v) I I (A V) • M -9 :n- V) U) (n N Ln -,-, U) U) "' c�0 U) ' W � 2 7 I � -I 87' 122' "`°� m ' 55' 55' m , m , m , ,, T; m , W u+ 6,987 W p °I 109' 99' w N 8; 140 SF W Im 59' 55' 55 ._ 55 5g 55 55 55 55 55 55 I ( 6 C7 - r II ' 55r -55 LOT "BK_(PRNATE DRIVE) I� 108# I 0 O N 0 D 59 55 55 55 55 55 55 55 55 55 55 � 0 I 2 7 I n 0 �, No� 4w '` 06' z rn cn �" °' rn cn Wn cn cn T�cli Wn cn n -i v; 7,007 SF � O W O W 8 O to N 6 •P N J N N -+ O t0 DD CO `O - Co N -� M> O° I� d ON II t� NN OWN p W ONO O O N N ° N O N O ON O ON O rDN O N 1 C _• O v o o co 108 w O o # N 2` 9 0 o r�-I 9 tD .1 .) v, -P O N. -N--- ,, (- - 9- ( - GIB N Op J N N ,I N Q0 V N c) v N'J �J N v ,34 SF w o �' U) cf>~- - - - w • o -- - V) - - _ -- -- - - . �__ _- -- _ g - - -ln s= -t/1- TL-_ -�- -�- Q -- - -- -N V �� \ \ Q `I 105' _ ,, 51' 55' S5 55 56' S5' 55' S5' 55' 55'1 \ 55' 55'%� \55' I 6,970 'SF IU' 5 _ _ m ' _ 17802 SF's -,_ /STREET ' AK' 65 ,111 ,li 11,111 IMF LE \ - -„� ..� R 1 - TILE 0,41 -AC- j 71LE 11 \ -_ T- T _ - - - 129 �. 130' w 65' 65 - 65' 65' L J {s00� �� Nrr1 _ _ L- -� �P � ! �N C1! �N y �(J COT,N -+ NN - - " W(,, A 1pJ,N�O I I I I j inN ON 7 \\2j ' 0 �t9. c1iN 0 tm.4 O v,Q O (T,� O (n� O rni M ` V) N (n�> � , - i J\ M m - �N = 75' 65' 65' 65' 65' /6 I /- C) z � \ I 80�____ o �__•-- ______ - ,-. -/_ 17 - -_ �--'' / r o'4 _ 104'""' 2 >8 �*i _ \�a -aF= rn =rn �, �o.�_ II ` N J t9. �, -z N N - N -• N -• N It l v (O I W W •P O s` I O 00 CO C) OP, , CWT, 0 C) W CO 9 w W -4 N O. _FaO " X30'\ \ \ I .{>� �. WN :+ Cry , V) U) NTI� N*i� MO M p 00 10 r_s - -,," V) Ci V \ 00 W J r0� ''�'JS . tTn `9t. I N ­11, N , ) ` "`•r-,--•--,, , , ins I r O, -� O -� I -n W O ", \ a I rn �. U' 8' 51 65 65 65 65 I 99' M N \�,/ \ \ I 89' m _ R = 5Q0' STREET ' AH 120 m O j`� � 110' I -r 6Q, I I R - I I Ii 115 a- TILT _ err 8_-- -� O ; ru TILE -I 0 - rn G 120 IF ._:Tim.- 83 (4 R- 00 0 0 \ -I r I � o cI .. i STREET "E" }- 0• �IC,,n I O - ! E - .= - „ TILk Cn� TILE M' TILE �, TILs ILE - TILE I) / g II �m 82 - 5 78 ?�. 00U, \ /�D -I ��1 a, No-) - � - avo o N 107' 107' " g � 6,902 E w (A-, _ ° °0 - N 121 9�. m o N I 110' cn rn � 301 w `' I I ( U= 00 O WU, lk o NW I LLO 9 u, I - I % _ X12 110' 8,941 SF w 290 0 110 I V) c`, NCJ, cr �S > \ \ cD 41 rnI 8,351 SF I Io 30 -, m W V) rri - �n� `' ` - - L b G is - , I � cD j ° (n 7 259 S 107' ' -' , m 0 107' `ON \ \ °° 0)N vt°i 0 $ oN -N I I I 107' I I 1 114' I i II 85 133 95 100 - I ,G�- __I ar (A oo °D N ao 11 I Cn 1 to I N v tD N V r F_ r 108 1 1 W 3S 998 9 Wn .9. ,1 \ , O w <" v I (°n -(Nn�� NQ o �S gO l'9 9 b ( '�� �0� ` - \ I - cn to I ( .1 291 ° uVi" 300 `� Or - tD 1 10' T' , m �'. 8,025 SF cV -I 8,025 SF U` ° 30 i IR r K 1 1 l ., ,, (T, 0) �' I D j- 140, � w W_ 7,511 SF \ NN - N - . I 1'07 OR, �� �� - \ 1 87 100 tD=FBI 115 l ti Ii cD W-L_ m � D 107 Y`n �S 988'5 w. -+ � 'o �_ N `. _- � w co j � � C 107 " � 107' Dp 117' I �+ n I `rrl . W 2 999`9 \ j 917 I 1 I fA -4O J I 1 O�� O�pY NN O_ w ,_E_-_-_) __ �ON Ca I r] rj _' I I �- ��- -v i 1 0 / cn 6� - '-- --•107 G0- �°n ID . t v � - NI I � v, 304 i ( ii a8. SO- ` 11x,7' " 10'� w - lti cnc1' +� w L -PN .i w N v- -- O 292 l��i! 8�p ggSF cn Ill VII 7,763 E i TILE , TILW - ' TILE -q TILE TILE V) -r1 -TIL - $'025 SF I LE- N - ., 56 , ro4` -- - W I I---As -�$I �--Ln - - - -� r< v" I U! 9,353,, SF W 3S 988 5 W W 107 1 , W D Uy Wl 11 121' C� W - \ W 6t - S '� 04 105 106 07 F4 ut i ILE - to -� ZZ 9 w - cn -JS_�j SSW. I �-t-L -TILE ' fitF -L TILE T E O " ' 12i' N 1� U vi �� 1 x~107 I 7i �- rri 1 7 -� D':~ " 115 107' �1 1 -, 107' \ 1 \ o �i "' _ - - R = 1000 0 G7 to 305 �O W 1`w cn .I A 1 ? STREET „AI >, Ii ; I° 5 1 W jS 589 9 W W �S 589 9. W 1 -� 293 298 v (A 8,014 F o It Wn �S 285`9 W ' _ 2'b l - r- U! 0� l U:aoo 1 "� oo - 8,143 SF U: NP) ' W 9 13 SF Ln W �S 998 9 (n c �' 86 87 82 1 8,183 SF W < U: "b S '1 Ln � �, U' 0 107' to - I / \ I ,Z �. ZO 6+, - ,�� -~• ` r,1 cD � 125 1 I) , I 1g'\ • % ._`�-� 122:* �_,` 107' - o 0 107' 107, 1 / I I o co in %n `° `°� 108' 107' n II 306 II O� �-' '"I UWi- �S 0 6 6 5 W aj W �S 9 6 6 9 W P' Y rn N N N -� I ( �S OZL 9' cn , rn W cn ��, L U! I / \ 1 01 cn ° wN a .F,-; o U,0 o rno cD � y " poI .T'- 8 212 F ���` g rn - cn O L, W �S OZ6 9 N Z,b G "% Q o \ W N M- o 00 tD _ o m 294 J\ 297 127' ' I ! 9,7 5 SF U'. 122' " 107' - m m 107' ^ 107' C �� I/ \I � �- M n I i C8�,362 SF W 8,221�SF \ �° V sw l - 1 0� � _ rn AS GV6`9 Wn 11 co cD� ' -� 1,2' 99' 87' 87' 87' N 1 / ! Y r I $ Ln .3S 9v6 9 W I 111 ��T, .AS -t7LL 9 �rn -o 0, �S i�i�6'9 cn °p,, 1."b 1, C Y'T'. Z91, °'- _ U'- 48 ' 99' 87' 87' 92' cT' 107' 7 (n, 8.2807S ° N _ . i t5 to , o , rn 5 9 a Z � � W L �t �• I W � 107 .� 107 o moo tO co o ° -n - 128. _ _ �� ,. , u i I I "'I"', 9, 22 SF 91 i 1 j22- y1, 107' v) I n 107 W m °I l-I ,° a °� cD N ° �N in inN �N can 295 ,� 00 296 - - :-- �� Ft _ 1 48' °) 1 �ii 140 0n 0 T, -is 076 5 cn -4 L4 6 � ®�jo� a (01 �I o u, op -,N c°Do `° O . 8,484 SF 0 8 75- -o� t� - n I {- _ " ! �tlrW - ASLEb��9 -�1 �" - .f�$6`5 --� TILE ` c�,948- SF��. -TIL� a' �F c0i�rli�. - @c E1?71LE ° -. W Wg°� , cU - 305 p> r I `� - ° �iji is - 107 cn - io rn G7 ��r ,� adi --T-- 107' ,172 SF / a CD 6 0 N� 122' 107' 107' ,1 - �� °� ! 6 10J' aa! / °-- "�c4• _ J O 9,416 -SF Oo < _ } _-� 87' 8- 75' °��' S� a• >d - .�.v:..,- .FGl =,,, 41 � '---jam "�,L�- "_•_ °� .a ,ctm:t.�^o �^ �'r^'`",= - pY -z `./ _ - _ r-• �__ _ _ - - - 1 __ ,_' A F_'___ ._ _ 1C- �� u - - JS' VLL 9 W 9 8 SF - _ "5;9s#O =SF - 1 - -- - - - - -- -__ - - -- - - - w..� .. 11 W� w - - - _ _... __ _ 1 1�_:__- - T!.�F -- i 1z 'a-g, -- - `�, ___ _- roa _ . 07�- _ �. - « -r--- -, -, �7 +-- :=, j I _ -_ - - �-r- -- , .Y - .. _ . = � ± ,.,,� ---- r r.� ,_ ._Wl _.,�..,..� �'0�' . -�.�' - ,I,.,,,. � � ....... STF� EE i"` �Cf" . -R - 600 .T, - N w - 1 ( `�" (I / �c 151 r- 107 I____ -_ `i`j. - - , I 68' 68 68 68 ` °' -- '- - �. _ rr ---�� _ �.22 107 I I cn ( 15 5 D __ o ---- ---___ -_--_ - ,_- 89 -' &,: _ 84 _ _ -76,_ �6+. 65 �, . ~ n�i rn 9, 51 SF .I u 49 i 5 9488SF D' cwi, .940 SF �) 1° Nrs 0 , p 'r`0� cD C cD w ° ` rd - - - . L_ ----- -I-_�- /v " -_ N Cf, yn m c I I 0 tD J o cD v, -n � i �°' � c,+ "c - _' acs, ''�.Fe..r__.- o I' I 140' I� IFn 6,774 SF I Ii�n 5,944 SF w 107' (I N -,N �'= ro o_� ° _ ° rn- Q c�3 '__,_ _ 122' 107 m tD O - W N p O 0 W c tD 00 t0 ➢ v o � °°. W Cs, N ° (, N 107 137 1 �6•.._ U, 107' �! WN rno cno U) �� - Z � _M M� _Nn N N• 14 , I._ U' 8, 42 SF (! = 1''T, 48 (n 47 (n - 5 948 SF - M '� •la 11 0 k ( , f i� - /) rn (�62 rn s rn II F �' fnT' 972 SF 1 I rn cn *i T, - w ---It i `�-, " 1 137' I�,� �O, 6,752 SF rn 5,855 ,SF r I� 107 107' I 7 99 87' 8 86' - I I I V) 6S� 68' 68' 68' 6 " "'"" ' 3, I 100 107 a , -, , l � � \ r55' r- l I - r `! ) r""' r r i (O m rn ` __ _,r' m - m 3 0' m m m W I I O m y i m .l m J 12' R _ tD to cD ° M O o I I 0Y cn 8 984 SF Cn I - 1 I Si EET "G" I tD O� c0 000 U,_ W� �1 �` -' ��, JCs, p y(�1 o .1- O c�+ � � , �' - . .I O 00(9 �+ -`C� - 0) i5 W 0 }M(A O 00 4 V V IM ,I O -J I M a 1 1' -I - R = 200 1 1` 107' ao U, cn c �cn o,-- --� o . ° -4 I � N � N � �� - c `� 4 I \ oe �I I I 07 107 I - R M M M cn o (n \ __ -1 _ `, ,10 I t0 `1pv �� tD cti+ 102' m gg' 68' 68' 68' 1 M I \ M o) 64 1 _ 1OZ___w 136 y � 122 W NN v 66' 86' 87' 7 ' 86' I v 9, 36 SF 7 - 7 899 SF ` ,133 SF " tom d - -- ° R = 5O C' TREET ' AC' I 0°O 0 0I p 54' If 8,090 5F U. 8,105 SF M . _ , C 1 ,� S T R E E T_' A 0 R 500' ' 7��"` S, i to, I - ' 107 v 07' I I 107 I 10, IZ9 `� S. � 86' 7' 75 107' 109 hI 6 8 4 ISF I °! I o a) �65 01 �_ 107' ' I--, I W 1'135 123 I o ' o g � - � d m z � 9, 78 SF W I n / 8,)86 SF rnI I�' r100 SF o I I O oo tD tD t0 -I W S £86`9 W' a' AS 90'9 `v -•I $ 3 i I Il` '1 W 73 `I v 76 `I I I C7 20 c`°„ ^'- t0 tD- N� to WT! lZ9 °° N 0.bT 13,4; Iq ' 1 • ° I 1147 1 . 8,090 SF °4 (.n r ; - -.. --- - -- _L N N v co (A c� rn G cn o cn •P _ tD � �j r1 r- - 8,105 SF r' 0. tDQ <++N 0 cDC� o NT o o ao00 (D � (n 107 I 0 20 - _ 07r - -- X107' -Y 51 -NrF• " M � cn -n a M� (A Q �J � 0�' '..'" rn 3 o� � rn 45 6 0) 107 r r m r r r r rrt rn Ln 8 63 SF n W m I Re Ln m rn m i � rn m m - m - m rT1 ,aS 988 9 to , 9,577 SF rn n v 10T _ , cn - r W - -° 3S T 9 p „ -- -- �I _-__ 87 - - - - -99 i -8 $7 --93 -- -- CO - -I rn cn -36-r_ - - - 1 - ? - \ CO 1 7' cn _ W w ry 134 ., 1124 v 1 7' -- _ - - -- -i 6�z�- - - 131 I i(- I2 -� 77 tD O " 8, 70 SF °! - 8, 85 SF rn , Qj - -, 105' - `'' &7' $7' 7' 87' N I ( 107 1° C ` * .I ,1 "�_I �, 8,044 SF cn °8,049 SF J 0 C c0 �� t0 I\ II tD t° -_ ccs - =° m �Ir S 998'9 cnl I 107' rn 34• i rn I 1, p _ 6 7 Q o -I cn tD 1 to ' O (n rn Ic Vi 9, 1 SF 107' x 1 7' 07 wo °' I I j y`�� Low t0 W rn lcn W ! ( 107' *, v `n,1 - I \ I �W O , 0 U' Co o U,coO.. o boo, o °cooti; a': CD 1- cn 107 r p �S`�22 9 �1 1 I 612 1SF 1 3._ �: IN W 33 v ° 125 .) I �, �, in (A't_- - -U cn x0 > O � U) ~, �1 8,0 5 SF U=I IU` 8, ,25 Sir (T: ° I I \ I t? U, -i co m *i m r- , -i 107' N -i 1 I' W 71 •Flr rr 1,4 78 1 Iw q c0 I vl D I �S 998 9 0 p ti- 8,02 SF-,'n-If U: v o rn I cD 107 r, cn rn P 1- ____ __� 8,025 SF U, �, oo I I I W �S OZb 9 p N rn a rn 1 cn I o 1 rn - I \ I D 87 87 7 81 °.' W Z U= rri v W U! 9,0 5 SF Wn �1•� I .---~ . I N 1 O� G� - - _ - w -1 8 1 �4i \ 1 1 7 07 I \ I _ R= 751 107 L2 L _i _ 107' DI �. �, n to co II +--- rn to 136' 107' r 4 >,4 1 1 Ln W I \ I 87 vI °'� STREET " v, '' 7 00 ° l 8 2 2 � 26 (n I ---T- I� Ln �S��� 5 u Al 107 p I : v I ' ( 70 79 SF - m 8,0 5 SF o -%1 106 r i I 9 0, 8,294 SF c"" (Lq 8,025 SIF c; oNO -r1 ° N rn �� / O 109' 109' 1� 107 {. AS OZ� 9 p pi 1 VlcOn 3$ I� 8,512 SF W ;v -. 1 I \ I 182 --i I a \ - 92 L tND 7,98Q S _ --� -, I l 123311 I ra r I . II r , "r- I I i �• 1��' _ 11Q7' D m 107 I m 1 'i. 9,588 SF �i = .I 173 m .i .I 172r - 1 rn is 999:`5 Ln M r 107' rn DIF 1 � W/ 45 1,25 , 107 m 107 "' __ �1 n ° 1 > cn 8,340 SF W rn 8 254 F 80' I -_. _ I . II W 9ZI2 \ - ° j 0 n Q cV„ 1. 1 �1 'Icvn __ '127 rn� c`Di, I I I I I 111' °' Qo �( 109' n j 107' °' 7,76a�Si �_,__;o S TREET I _ 8,02 SF 8,0 5 SF • I W J I 1?iS £Z9 9 I r�-��_ I 0_ _ p = 10013 U - I I IAA � 112 t� I 922 rn I ,' i M o , 1 _I ~ �, -r1 N 3S LL1, 9 rn , U'- 11�I I n rr �,- ,- Y •, iy 111. 4 v� 65 - 65 65 6 57 �6,, 10 ' 1 7' -- --- I I 181 174 v 17" �io LZ2 °. "'` 107 s J� I �` rn �'' m J J : i 1 107' I" - -.�_ I I 9,666 SF o0 m , 8,635_ S °-° �': 8,559 SF 1 107' W 33`1" 9 , . _ CCO °' _ a, c, w - 13 0) .I " i- 5 875 SF Jt- I rn I I 1 _ V, - -+ ha - N - _'� -' - NCO (0 8,921 SF N U+ I t _ti �y �~ 0 107' Q ' Cr 7,64 S W I ° C,, 8 cD a� co � --� _,--1 t4 ._ \ : j 3 2 8 10-7---, 11 I f � I I ~ V 111 CE ° - -._. 6 467 SF ° 1 11$ I a i V) ' 4- _ P -r ; -• cn rn r- 1 � t ° o - - I ' I 0) -,, cn ,vl cn cn - o p = 333 I Cm� ' { ' . I M -n-.. �" m , _, rn I 'ri I _ I I I 10 1 �J (n o W I I / / i / 180 O�% J / - -- 9,68g 5 ! . 9 0170 -- - 1 1 i 107' VI I 6 356 SF {. , `- v> - -- -- 3" I (( � / 85 65 65( 65 �� 5 71 1 /' 1,442 5F �� /`�( S 80 F `1 1 3 W 7,84 S W -0 f I 90 80' 65' 65 65' 51' -r �y0 6 1 , / - % 6 4 29 ° 107' ,� I r I i� I rr v, �s $ ,��1 /� /, 0� I ` Y �, 107, / 67 SF 0) 33 12 {1 29 I -, y r ) 6 O � -� / 1 0 1 r�+ L + '__1 a 10 � 6 41 2 p� ar �I u- � I - o rr*, t0 {a CJ o -' 000 CO -' ci-00 - ^O -t0� m � / Nm m / m m p�/ %j' '- 7 v I ' m '1 rn % m ' 2 $F P m O° m Im N oCn °° ° Wo° c°D cna, c°D W�' c°D Q4 O-) n �0 N 7 a �, •708 3/ tr rn 34 I I rn I© Ito W� M �N� (A G� ( U) ,`° �' P y / �cD 179 I o`' 96SS6 I 9,0169 F�co / I, 260 111' U'. 8,235 �, W y - __..+_..1_r.�--i--'--1--'- � (A 84, m , , I ( I- 68 j M r�u, / " 10,594 F I „ SF 's h% 80 SF SF - co 331 128 1 i - --- �_�___� 5 I cy 165 65 �5 62 \ -� - - - -- - = , � '0 / / �0 1. s 108. . 9, 092 SF tp°. A 1 I D G rp 73' I - STREET E E J - �, '00 cD :� / I 112' /tit ��' ,w / rr 1 I 3 5 U I c°'n 0 I ��, �- _ R = 2 in o ('' h / / I I ) �� , 90 6 27 8,203 o 7 65 65' 65' 75' rnr > oo� M .1. ; I 1 , 20, 80 F 's•'� _, `� �' 104' I y I I I o IV8 I.� 4 0 _j oo °00 \ >O. tn� I � i ' -''`'� I `� 9,824 SF `I'•c� � ``0 � R 6 Ii Iw -- N �� m I '�� / /�a 0 ' „ rn STREET "AA i I -tD I m__°� w -tom o W-O, O cn C. o CCPCD co ° -4 o D� I�L �, I _ \ 6' �/ O q D,w 63 I / rn \r is c� ��, F� I c0 cD c0 �� 0 rn O � � � � � --.,1 _ /I °2Q o' 9 �% � / y `O N Cn v w 63' Q5 6_5 r t 1 I Wn Wri WTI NTt Cn I - �_ ��O /a WJ �(�, co -! O,/ c' -+ (� o -r, m 55 �\ i' D _\ �L rJ I 4� � C m CnU, N OCs, WCs, L 0 C U o 85' \� ' 80' !,65' 65' - 65' 75' \ \\ �I \ �'` -_ /, `_, , O,, Oro -1 /�, ) , A°> &) WU' G 0)cy !C o rn&j O I - 1 - r r r r O , r r r r afl M 6' r V) r F ' � II 100' m ° -, 80 m 65 65 r 65' 65' r \ m m m \� mrr, ` - .�,� m pT'r* 8 rn -� m �� w 'm U) �'� = m m 11 i v.! v � o 00 \ \ \ \ \ \ .. �F'� \ r > is 6 - 4., 1 ' �i� p,_, r > �B' ( ' II 1 ° � l Q ;- = - °°'' ; ._ o_�_­ R2 o, c cn I , 1 D o��k% v� '!Z ,� 78' ( 74'� 65� 65` (, 6t 1 J 0 N( Wo Wo ;WO -lo m \ \` \ (D��_ID �, 90� / / �� v 87 87 99 6 IR I K I cn 8 V) V) Itu _ -ten - �_ --�._g �' 11 \ � �, \ \ O � - -» - N acv ` cD q to _cD i It f )' ` 65 65 65 65 -'' / ` ..� A Cn - - Y' Wcs, ,•_, �rn �• �' , -�.._.._._._ _ o r� I I I �ii - STREET K Z . 6 - > >. \ ° ` v �\ % >.� �-- ` in ° V)° ° UN ,I N iI �•4' 66 66 66 65 > NN ° - 1- - ` -_ ., "�_ / ivCs,° �' e 1� X87 87 �' �� `9.) I V ° �'Vg yJ I 1 I " °�- -` h ' �I `'- r �+' '�'(�/ I'°a �W _ `'� �$' T C I "X ;-, - , `2, �''"�� _. I4 I I I V cI _&- Q N - O t0O O OPO o W ° tD �6 ' /- /`{ .. 18' J R = 506' I "cO �--*F -- -~ -r - j , TILE I •P 00 �__ �1--- xq 1D-- r- 1D �ilE W - T E/ -/- °1 - .r-.r-- -- ...''" ILFaI EFt° -i '_ T' �8 -__ TI I -' a r- Z.. o�- n ..r TILE -R i i I I M _ U O M M M M / / / / I _ - 95 84 . °' "Fri -c,,� � 0 Ill cD w cD - 2.- -= ! - - - -,1 86 / I y __ _� o V) ° N r- 0 _ 1 t0 - --� ,� I . I �'�' 70' 80' 66' 66' 66' 81' / /` � N 0 - ✓' - - ( -� n h rnr--I - U'cs, -.r __.._ - -zur jcs, o#�I N - - - - / /} rnJ - O ��- O O~ t C,i Lp� N -(� WO O WO p WO p -DO c0 i �/ / Jcn CNn •0P_ O OJ O_ OJ N Owl , (D�W--I� U)GD WJ Ln O �_ ° ��I 1 M m ,l N �� VA --i I I W p � 0) J WN V) mM r , � l �i / �/ I I m -N *t v) (A U) - m P 87' 87' 87' 99' \. 8 ", s L iT, �&TRI T --- «..� ...- 89' 9 - _ - ...-,9 -92_ 1 Q3 9 . - r w.. ri..�... _ _ ] , =a. 1F -� + °-'iRF - _. ..� a a s �� j .+.. I - IRF� -- I f = - a. - - l � - / ( '`�3.`0, � - - W I o °n A y P 0)� o ,O c.'' I o0 7 -� -- - - , R � r_ - _� '°��- - °°•� _ �l6- 0�- I I ��( \ \ I I c''- c�8�. 6,, c''- emu' 0 .-38�. sr . (/�°' ``" MG^QC G°�N II) it I $ �t`v 'S0. -,7 ,1 F % � "rt ' ` -- .- -_ -. I) 1!1, 101' 126' 26 87' 6� N, \ \ l 1 I p A 86 `--- ~�-_ I : I - j kWO I \ .1r 1 87 87' 1• I � W -4 N _1 6_i�' �J = N ' a -1 Oo 0 I � � - � tD I o r- j� WJ! (T, 1' m CT,��`'�--_._,���� uqm v•P I WV -1 1 C0m F" O fv N_ y �� i ( i w Op _ ( W CEO 0 W,+ __4(j1 1 - I I con cn r , O U1 O L'v -P I 00 0 i Fi 1 I' O TWI '�''3q�Sst' (A TWI '�' g8 5 . V) 1 0 )r'1 �I, I W I N om-141 I c�r �I G7• 00 . II I _ I I ` /� '�£. s `/ `- I I -n -n 'Wr1 � H I I r z 0 O -n I 4 ° ' °� f_ i �-- -..._ , I 1 I m o oZ�r`,�cn\�\�o��� I ( 8' 88 88' 89� I l 1 9' 109' 123 1 j ( I ( I ( � � v r z 1 t0 O t0 ti 1 _ O II O N U) O I l a I r0T� (r� I I co I I t0 W (O (A P tD I tD {' tD -i rTl O (� N W CrJ -+ O 0 I Z I' I W 1 \ cn c-n �� a. OJ () cn .i O G4 W N O Vi I-ri I I� CO ` V y S fyD P Co M 4{ O CJV J CO 1 A I I I I I O= O r X C (n CD7 in m O O ) � I N WC-1 I W00 U I -ii I / °� . WN Nw �__] rmT cn I °� I Z �%, c6 Y. I O ;uZWXm-0�c� n ',1 U) T cn i rn Q& ( - 00 M N rn �( I I r/) m g CA Ti I I I" f T ( ( I I ( I I ( 0 Zmr �m� D 2 I'I I I 1 •° � e � z / m, --- �I m , � 108' � (5 I z2z.57rn °gopzu') j 110 11 133 - 1 n O I - - - -i -+D v mv) 0 - I I 20 rte 109,1 i 109 Fri 110 I e nn � - . { W'' O -I O a O H -{ O I / tD O Q °a N O I X C ; Z ( p -i to t0 (., (A -P O tD _N .p tD I 'A � w c0 tp tD Cs, ` p _p t0 N _{� GD (�T O_ ^ .Q -i U I 1 1 * M D n O CT J V W -p- tD W O .1 ,_ N O W _' J W � t0 J W p i w K� :0 :m0 �J S ( I O N` O W � U: W N n- O I i CT, C7� m Cb O Fnn (; O rr W O W' � - r')- I T< rn� M -I -1 p I -n(-- I I � I► V) N I I m I I x r m I i �I N I II I D GI Z o i-,) i 123' � r404' f 104' 105' ! \� 101' --�, 129' I 129' \, 11 l i I 72 ,� -� \ m rn m m rn m m m m rn m O [D Z - 7" - - V1966 SF - = 502' -LOT "AD "2,459 SF 108' - °"~ x x x x x x x x x x x z � a _ TREET P„ - - „ 11 - NNinin v)inv)in v) vlv) w ---r- - I =498 STREET P ( No o _ 9_i 9_i�_i_i_r _t �v) z z z z z z z z z z z 44 95 95 95 95 _ _ _ o - i- +cncn��vvv_vvzz�� t I_ � °��.. -� � c� o o cT o c� o o c� o c� � � o I( - (-n O o -8 o w - v _ L I' I a --_ 1 "07�_. ------ 1'�7'-'' -_ 1 No -- m° inn f- fn D o v i�1 0 C' I V _4_1 11.1 o 0) 0 rn� o rn(J] o w ( I L - -t _ �/,! 1 \J 384 U ,4 401 , ` `- $' (- � � D � D °r° 0 0 1_ I 0) v ° Wn Wn �_ rn 1 I �' N r .1 8,025 SF Wn 8,025 SF W -� = z -i m m C m - 1- +WV)v)��vvvvvzz� (n V) to V1" wo a 11 __ 0 m O 0 z O Z X� v���ZfJD°�C�O��OCZD I -n _n -r1 n -ri_i , -+ Z z -1 Z -i (n I i °°, _ II I I I 107 107' o I rn D - O° ° °KK 3 130' 95' ry 95' 95' 95, o I I I I I � ; -P °� o r���� NO °�0���MC� i( 1 6 95 95 95 100 i I If 1 �, D -i z oWno °-� rn�0rn��cn Ii i , to F� ao �!/ I r I I I ; U, v 385 .r m n 400 m (A .~ -- z D Wn D r n m D-+ � ", o 0 0 -( / I S rn 8,057 SF vV U; 8,047 SF U' II Ti , Z m -._ r m° V) y r 2-r r (Qpp f °� � -, w -p wp -� j 8 / JQp- � // / I I I I I 111 z rnmr -�� �zmm I I (N i+ (00 P_ °I Cp° ° [°D c°n � t°D rn N ° n i 1 108' 1 Q�' O o m O fn 4i 'P ( -ZI 1�'1 Wm•) I , - ( rn r cn V) (n � - QO -f' -+I ' m 9--; '' - rn '' / cu ��j °0 I I I tD o°DO O ( ' l � I 0 L 1 I O 386 399 v r- w co I I I I m Z i 86 /�� 95 95 N 65' 0� l / l QA �` -+ rn 8,117 SF � rn 8 1 12 SF °.' O N m �` z _SSR E E T Q R 2pp , ' / - I� '� r- - cT Vtb _ - -T___7 / / 1 1 I ° -- D -_-_ _tos' 1 108' D 124' w I I A ' �or t 95'� 95' / Ct p I I i � 8 - c _ I I I ' o r-v " F .tD - "co,,� •° co / /�/ e I I °i 8 0887SF �, 398 c" - - I I rrn- I ` A- °? W (�, w rz (nom o (A-i' o // / � I I I I W W $,098 SF °? N .R .°i_ I I I r, w o ter-- -- : w _ _ N {-J --J 107' 1 Q7' rIi I I' ( � M � �' � - / //� � I I i 11= I a 3aa ::j <faw I I i _ I I I \ / I m rte- I I to C+ I W m15 95' m 95 95' N> /� ��,� / "' �To I i I 8,030 SF �I 8,0 27S` F ��(`- ,p N 1 m A F t0 - N / 11 rl / Cn� 1 C7 I - -I� W 0 $ o / / .1 1 1 I 1-1t - -1 j ' � -W 0 w -(°,, a ( l / / ��N I 1 I�I 107 107 1 �1 1 °_p l ` ---- a_ -a O W 0 rn ill M, I o W �', It �rn M V)C° `° fl (D to N; °• /i _ v .389 � 396 - 135' A[ IO < - m V) (n I l i / I W 8,052 SF W r- 8 064 SF W v o o v o v -� � -i -i • 98' m m t i I 1 " ' 0 N' _ l; ``'� __ o 0 0 0 0 0 2 z z z z z I c°I '�' '_ , ` I I 1 1� cnWnWntncncnooc��oo C �, 95 95 I i ,,J. 108' c 108' 3 J 0vv000 € 85 ____/ I77 R= 0' I I ,n -I w� r n D o o m I - TREET -,R„ I I I 11 c1�1 n n �`� Ln _ o C z o m T MTt �� 95' - 95' I I 1 �`�- I` " _��r - - 39 5 cn _ -i m m ° Z o _ I 1 J I `biz• 6 f � I ,-,� �? S�0 c� 8,159 SF - 4 rn - ` -o �, -. -i r m o �'' 1 :F, ,a 0 I I L� -1 _', _ -..-8, -148 SF �- c 1 19 , 0 `=.•w o Z Z x °D _< p '� ° � o o I I II o -_ ` = -- r, ins C N cr, tD �,, -p i.t p W1, I I I I _ 109% • 108' ° ?>, ° -c 0 - i - " °� ! W p ° Wn r o P o � \ -1 f* 70 C ., � Z m D rn �„ I (I - 00 U, O m W O W � m \\ n '- II 1 r '4 I Wn O . � n Z r- n a - o -0 �} 0Q �,c-' cn � - cn� r- I (� I I I I �s-J , 3 91 �1 1 � 3 9 4 - loo o _ u m c� ° D x n n n c�i0 �`,�I I I ' \ I 8,093 SF �' U' 8,070 SF 1 g+ ' ° �l O , m -0 2 o Z - -- I I N 125' ( 95' -1 �m I II I T l -1 m �I MADISON STREET _.� + I 120' 95' 95' M� ~r I� I I W 107' 1 I 107' 110' Iis D C� X 0 &) -< �1 '� ( I 1, ! co 0 �� I I I I 11 I cQ' m Z r D D 1 I t'° CID P 4 Ln _p, - "cn _P' ? I �� 11 I 1 39 2 39 3 ° II m z > � m oar rn " ( o w(T, w w 0W - i _ f I �-�-� - _� 1 1 (,i 8,027 SF ()I Ln 8,026 SF (.n 4-? ; I m -0 c c I �1 0�C� - O U) V) I - - -- T- - - - -- (,J��� I 107' a tnJ II m m m D �,� �9, \- - 1 - - I -- - - �' 85' I D 3, { 7i -' w _ _ STREEiI -S" _ _ gp' < -1 CO -g-- TILE _ TILES TILE TILE =- TILE C ,, 9 -' --� 9T 95 104' 104r 104 4�0� 4' 104' 104 104' 24' "' o Y ' ° T, '06 _ _ _ o� 1 , a) I I ( I I !'i _ _' � N N N N N N v00 -P HI Ir _1 -° I' _ _ _- tD- JACKSON STREET ,i0 �`�,. � ' WA tT) Y to Wn � I g ( °r cnN .1 WnN .i 00N J a0N .I-" _200N �I OpoN .I CON �J_ CON J 00 -- � �� L, ' N -Wr M TI m -n M � ''�"a-' z�' m t,-,.. Z I 1 i I -== - - -- --- - - - ____- - -_ - -- o tom-- - - - -------- -- - J C e0 -_ ,_ - - --- _ W =�_« x20 « 95=� - �9 : = - -9€ - k+� - -E?4 _- - - -- k0 - 0� -�-- - ,:Q�k- - b- ��105 -,, .�,w ..�.,,, m co / _�"`� - -- -ter_ -- p� 8- 3 2-- _ _- - n -f _ _ l d ��� N _ _ �� . <0 �� VAN BUREN STREET RETENTION T- M �� M 21 x i M M d "� '�1. \ I G ,�, R CAPACITY 0.6 � �� / o . D a AC. - 95-i I A I o® I ` �� II 399 764° 300 00 -1 1 764° 300° 00 %a � I Ill da0a� �--- / i � da0a�1 I I o C' D D D D D z C Cn C7 ::E -1 0 rn C O O D O < D O < D O CA D O Cn D MZ 0 -U -U � r m _U -U "U -U rrl c -p 7j m Fri rri � 0 �i -i as C,, c � � i -i � - -I � � D 1- D r O z Ti D z Ti D z Ti -i z -i z rrl m C m O T> _� _� �_ x rri x _x _x O D rrl D -;' Cn D Fri o= D 0 � = Fri CA Cn (n Cn rq cu X rrri z N D Z ?< F- < O Fri (A z � M -i D O D < CO -I r Cn Fri --{ TIC T r T1 r T1 D ?1 D D-i 0 � CD r -i (/') < < < -� � I Q -i � _i rrl n O • • z O rrl F­ -p U .. -I C7 z r i c� rr� r (� rrr) r, i n i�I ! C� m U) r r- cn m D D D _ III- M. rri A -i r- D D D �D cn n i -I -i O �I rrl - Z A = o n rri m I I� rri O _i O A (- D< Cn < < D v) Cn D CA CO n z Cn y rr i rrl rr, rri Cn z ?' 0 z z z z i J= O O- v = - z z Z W O 1TI- m C7 m M M M M nu G7 G7 Z 0 0 C7 =t 9 z . , --I O s < � � z 0 z 0 z 7riT n c�I --_I FT1 V -�I ° cn o � - - m c/) O Oz _ o z Z -p• ° n �-' rn- f�l O J U) F- Z Wn cn cn rn O = f?1 fTl _rr1 _D frl ... rriI _1�7 _ rrl . rrl _ r ;1- . _ SD . ., C1 Crr �J �. = UJ ,. _ -1 r 0 G D n D � rr - • CD C sOi rr, D D O V / m m m m (Tj z r z -- { z z- �- -z c� - -- -rte _ - .., a "rte _.. - c� - ,- _ c, : _ -_ �r U 1c (] j_ ; r , ,� rn _ n n r, C7 rrI C7 D n D- z (n r ,-T-, - G -- - -- I D 0 °- -r M / /1 O O ,U O 7b --I O c O z rri D Co rri r . \ < Fri o D ° r rri rrt N ^ D = �, I ' I CJ, ^ 0 -71 CA r i Q - � cn � � 0 1 cn , v 1 7D m -r1 �u __q �u -r, :n Frl -t-I � I-ri -ti Z FO,i �' -' O C � (n � Fri z C ° 0 O cn (�i_) r -i (i rCl ° Z �7 �' 0 � ' O o � -i _< �•o O �- �-0 0 �0 © oO O oO D v0 0 MO .. ° -I �: FT w z ° C _ \ 0 K h 0 Cn Cn t � CA :D U) n t Cn n ; �_, Fri (A D -i r �, C Cn Cn • , 0 ° - C I O r i ,,i o Z rri (n M 0 D !'ji1�' 0 0 C O _I C7 < -I z . ° _U _D D ' ^ D r. D rs ° -< O (A D (/) rTi \ z' rri r l Z c ° z � D -i r Q \ (� D 0 DTi \ rn = o -i r 1 C -i = - - r0Mri V)_� j x'01 r Q O ,�,, O rrl Frl O- 0 O D °m �0 WOi Mn�n�10;D � �� � -1rrl co�iT' zvI OM >FriO - y�A nn c ;7r-- LU C � O N O O I- ;;u _ D O= D� rzrl ci � -1i1 0 CI):OV)1 ! �N C CDZDnC�� z �O Z OCn D m -I T 1- 4 ° rri O C') - � ° n�D-°D °y °z z i \� MF9coMz D-i D < OCR -+ I O =jl.. r� o o <�Fi__< z �z Cn D II1 �� D w J- Nrri (T1 I I ='' ( pa A M° o n o o - r 1 =j o -I� � cn cn-D 1= (l O ICJ ICJ D !FTo n0 X n 01 - -D G 0 Tf- 0 z C cD w W O n o `0 -I rn M m 0 A MZ z Oz rri O m D 0 Fri r O� =,- rri� n QD I °D D rrl Z z Fri ° ° D ° ° D z Z ✓ 0 ° ° F- rTi rri ,z -z D c-n D �1- Or UiC GC J� 0-u z0 00 UD FFTI �m -I D z(A - (-) > n r O> O D = D 0Z I in U, Z Fes• cu ° � �� - 1, � z ° D ° ° Z CA .:J rTl � O O Fr] ° D 0 � � ozn � m -D !' \., G frnTl 0 N � (A -I z_ - D o D CA C) cn COC G) o -P � _0 C0 -D 1' m o r<ri z C/) z -I r .I kJ D 0 O Q 0 (A NO II- Lu 0 (.D N Cf0 I-> U z 0 n �} (Z : f -C Fri 0 D C -1 fJ 0 O rn I -Ti r<D ' ( (� k7 �`I CDC 11 D Z D Dr C Frl -I C7 rrl O C z Z N O° - C C ` p �_ - n° 0 0 co U) ") cz) z -zi fit co z =1 f�1 �;� D z -D �I = cn W in -i r rrri ��-, D o rri f - O �U D -I Z c� - ICJ = D 0 z -< c� ror, No �' O (� ° - < m ° D _ V) ri z z N OF I z m 0 0 "' _ ��, °° j rz, z . p o o Z : 0 z z (n o� � r=- � M I D .. O N r CD .� m m n- C = -C (--) �> M D F- D (J) D 0 � � C 1 l r D D z n D r r W z 1 V) fv z C z C �' Z O D O :" m m n o 2 �z .. c) K oz pN U) V)9 N ^ f�-t rn N J z D -i D f i W Cr, 9 V, "n O z° D -A _i -D O C Z (T, 0 ­A CJ D r- D r �u ;U rn V y Frl p r O z z n Fri � D O D V/ 0 ''' O ° < Z -i > z z > (A) 0 D rn rri G7 C I cn (A) 111 z T) ii1- v v) O C rr1 O Z �) = m • F o -I -D O U) O (n � C o CD cA Fr, D n � U) r D rr1 O o T1- o Fri ---I D - IC p v -1Ti= -0 • C 0 - O\ - J - O - O rri u) -< m o O ... ILI) =1 U! - Z rr1 N G z � Z 7, z N G � D �' O Z O N =� � 1 =r M (A W -D _ fTl -n _q m III_ �° OD JD D WD O m U) I OC W J� r i A�p r. �. r. i--. �. ^ ^ � � Q �,) 0 yP � J ° O --� ,\) > ) z z D m 0 � m r v 0. O c5)OOOOO O D -D (n -D D z 0 _ D rn) o00000o O DO � _u N W cr, (A �I (r, (A N 0 � M M r ° � O N CU -p C -,J W CU O -+� 0 - O O C C M 0 �IwocO�cnco Coo _,0 -riz NZ � z < I I I I I I NO C>J0 NO r�ri �M � cn � 0 0 rnrnU�rn��� 0� Os 0 L ° ° � O CT U� O N P -I TI 0 : _ -9 T1 M m _ 0 0 0 -• M D D z N 0 0 D , - ,, W oaoo M -__ 00 00 00 J - 108' W 26 W W 108' I� cn 5 W 5,912 SF W 108' Ln c cn 5,912 SF ( 108 I- 5 5,9 2 SF W W P 8' U, a a W W TILE - - 08� ---' 1W 3 31 W W 5,912 SF U 108' W 5,913 SF W cD ,� c_ �W ,�w 39 55 56 55 55 55 55 5 55 0 273 �n N _- O • (� Cn c1, o rn Wn ° W cn U, Wn W W D W Q 7,03 "F °' aT� - -- TILE L'' W TILE ILE -.- -- = -'- Fv T *' - Via- -� TI! TILt - / -- -" - Cfi'- tD 00 tD, Ig'� TI N Oo N- 0 O 0 cJi O _ N -' W N O 00 OO ` �.:- j -_ / DD N W" 0 a l .0 (0 p O O W Cn O CS, v W p 00 00 N o 00 N CON 001- 00 - 00 N -' 107'1 ``a, .I .1 ( O . O O N O O 00 W CT, J c0 U, v I C3) C n N n v O J ()t CJ� J Ut CJ1 v Vt CIi J (1, , ,� 00 J CJ, P J 1 I rri l ,, �_ _ 1 r2 v) I I (A V) • M -9 :n- V) U) (n N Ln -,-, U) U) "' c�0 U) ' W � 2 7 I � -I 87' 122' "`°� m ' 55' 55' m , m , m , ,, T; m , W u+ 6,987 W p °I 109' 99' w N 8; 140 SF W Im 59' 55' 55 ._ 55 5g 55 55 55 55 55 55 I ( 6 C7 - r II ' 55r -55 LOT "BK_(PRNATE DRIVE) I� 108# I 0 O N 0 D 59 55 55 55 55 55 55 55 55 55 55 � 0 I 2 7 I n 0 �, No� 4w '` 06' z rn cn �" °' rn cn Wn cn cn T�cli Wn cn n -i v; 7,007 SF � O W O W 8 O to N 6 •P N J N N -+ O t0 DD CO `O - Co N -� M> O° I� d ON II t� NN OWN p W ONO O O N N ° N O N O ON O ON O rDN O N 1 C _• O v o o co 108 w O o # N 2` 9 0 o r�-I 9 tD .1 .) v, -P O N. -N--- ,, (- - 9- ( - GIB N Op J N N ,I N Q0 V N c) v N'J �J N v ,34 SF w o �' U) cf>~- - - - w • o -- - V) - - _ -- -- - - . �__ _- -- _ g - - -ln s= -t/1- TL-_ -�- -�- Q -- - -- -N V �� \ \ Q `I 105' _ ,, 51' 55' S5 55 56' S5' 55' S5' 55' 55'1 \ 55' 55'%� \55' I 6,970 'SF IU' 5 _ _ m ' _ 17802 SF's -,_ /STREET ' AK' 65 ,111 ,li 11,111 IMF LE \ - -„� ..� R 1 - TILE 0,41 -AC- j 71LE 11 \ -_ T- T _ - - - 129 �. 130' w 65' 65 - 65' 65' L J {s00� �� Nrr1 _ _ L- -� �P � ! �N C1! �N y �(J COT,N -+ NN - - " W(,, A 1pJ,N�O I I I I j inN ON 7 \\2j ' 0 �t9. c1iN 0 tm.4 O v,Q O (T,� O (n� O rni M ` V) N (n�> � , - i J\ M m - �N = 75' 65' 65' 65' 65' /6 I /- C) z � \ I 80�____ o �__•-- ______ - ,-. -/_ 17 - -_ �--'' / r o'4 _ 104'""' 2 >8 �*i _ \�a -aF= rn =rn �, �o.�_ II ` N J t9. �, -z N N - N -• N -• N It l v (O I W W •P O s` I O 00 CO C) OP, , CWT, 0 C) W CO 9 w W -4 N O. _FaO " X30'\ \ \ I .{>� �. WN :+ Cry , V) U) NTI� N*i� MO M p 00 10 r_s - -,," V) Ci V \ 00 W J r0� ''�'JS . tTn `9t. I N ­11, N , ) ` "`•r-,--•--,, , , ins I r O, -� O -� I -n W O ", \ a I rn �. U' 8' 51 65 65 65 65 I 99' M N \�,/ \ \ I 89' m _ R = 5Q0' STREET ' AH 120 m O j`� � 110' I -r 6Q, I I R - I I Ii 115 a- TILT _ err 8_-- -� O ; ru TILE -I 0 - rn G 120 IF ._:Tim.- 83 (4 R- 00 0 0 \ -I r I � o cI .. i STREET "E" }- 0• �IC,,n I O - ! E - .= - „ TILk Cn� TILE M' TILE �, TILs ILE - TILE I) / g II �m 82 - 5 78 ?�. 00U, \ /�D -I ��1 a, No-) - � - avo o N 107' 107' " g � 6,902 E w (A-, _ ° °0 - N 121 9�. m o N I 110' cn rn � 301 w `' I I ( U= 00 O WU, lk o NW I LLO 9 u, I - I % _ X12 110' 8,941 SF w 290 0 110 I V) c`, NCJ, cr �S > \ \ cD 41 rnI 8,351 SF I Io 30 -, m W V) rri - �n� `' ` - - L b G is - , I � cD j ° (n 7 259 S 107' ' -' , m 0 107' `ON \ \ °° 0)N vt°i 0 $ oN -N I I I 107' I I 1 114' I i II 85 133 95 100 - I ,G�- __I ar (A oo °D N ao 11 I Cn 1 to I N v tD N V r F_ r 108 1 1 W 3S 998 9 Wn .9. ,1 \ , O w <" v I (°n -(Nn�� NQ o �S gO l'9 9 b ( '�� �0� ` - \ I - cn to I ( .1 291 ° uVi" 300 `� Or - tD 1 10' T' , m �'. 8,025 SF cV -I 8,025 SF U` ° 30 i IR r K 1 1 l ., ,, (T, 0) �' I D j- 140, � w W_ 7,511 SF \ NN - N - . I 1'07 OR, �� �� - \ 1 87 100 tD=FBI 115 l ti Ii cD W-L_ m � D 107 Y`n �S 988'5 w. -+ � 'o �_ N `. _- � w co j � � C 107 " � 107' Dp 117' I �+ n I `rrl . W 2 999`9 \ j 917 I 1 I fA -4O J I 1 O�� O�pY NN O_ w ,_E_-_-_) __ �ON Ca I r] rj _' I I �- ��- -v i 1 0 / cn 6� - '-- --•107 G0- �°n ID . t v � - NI I � v, 304 i ( ii a8. SO- ` 11x,7' " 10'� w - lti cnc1' +� w L -PN .i w N v- -- O 292 l��i! 8�p ggSF cn Ill VII 7,763 E i TILE , TILW - ' TILE -q TILE TILE V) -r1 -TIL - $'025 SF I LE- N - ., 56 , ro4` -- - W I I---As -�$I �--Ln - - - -� r< v" I U! 9,353,, SF W 3S 988 5 W W 107 1 , W D Uy Wl 11 121' C� W - \ W 6t - S '� 04 105 106 07 F4 ut i ILE - to -� ZZ 9 w - cn -JS_�j SSW. I �-t-L -TILE ' fitF -L TILE T E O " ' 12i' N 1� U vi �� 1 x~107 I 7i �- rri 1 7 -� D':~ " 115 107' �1 1 -, 107' \ 1 \ o �i "' _ - - R = 1000 0 G7 to 305 �O W 1`w cn .I A 1 ? STREET „AI >, Ii ; I° 5 1 W jS 589 9 W W �S 589 9. W 1 -� 293 298 v (A 8,014 F o It Wn �S 285`9 W ' _ 2'b l - r- U! 0� l U:aoo 1 "� oo - 8,143 SF U: NP) ' W 9 13 SF Ln W �S 998 9 (n c �' 86 87 82 1 8,183 SF W < U: "b S '1 Ln � �, U' 0 107' to - I / \ I ,Z �. ZO 6+, - ,�� -~• ` r,1 cD � 125 1 I) , I 1g'\ • % ._`�-� 122:* �_,` 107' - o 0 107' 107, 1 / I I o co in %n `° `°� 108' 107' n II 306 II O� �-' '"I UWi- �S 0 6 6 5 W aj W �S 9 6 6 9 W P' Y rn N N N -� I ( �S OZL 9' cn , rn W cn ��, L U! I / \ 1 01 cn ° wN a .F,-; o U,0 o rno cD � y " poI .T'- 8 212 F ���` g rn - cn O L, W �S OZ6 9 N Z,b G "% Q o \ W N M- o 00 tD _ o m 294 J\ 297 127' ' I ! 9,7 5 SF U'. 122' " 107' - m m 107' ^ 107' C �� I/ \I � �- M n I i C8�,362 SF W 8,221�SF \ �° V sw l - 1 0� � _ rn AS GV6`9 Wn 11 co cD� ' -� 1,2' 99' 87' 87' 87' N 1 / ! Y r I $ Ln .3S 9v6 9 W I 111 ��T, .AS -t7LL 9 �rn -o 0, �S i�i�6'9 cn °p,, 1."b 1, C Y'T'. Z91, °'- _ U'- 48 ' 99' 87' 87' 92' cT' 107' 7 (n, 8.2807S ° N _ . i t5 to , o , rn 5 9 a Z � � W L �t �• I W � 107 .� 107 o moo tO co o ° -n - 128. _ _ �� ,. , u i I I "'I"', 9, 22 SF 91 i 1 j22- y1, 107' v) I n 107 W m °I l-I ,° a °� cD N ° �N in inN �N can 295 ,� 00 296 - - :-- �� Ft _ 1 48' °) 1 �ii 140 0n 0 T, -is 076 5 cn -4 L4 6 � ®�jo� a (01 �I o u, op -,N c°Do `° O . 8,484 SF 0 8 75- -o� t� - n I {- _ " ! �tlrW - ASLEb��9 -�1 �" - .f�$6`5 --� TILE ` c�,948- SF��. -TIL� a' �F c0i�rli�. - @c E1?71LE ° -. W Wg°� , cU - 305 p> r I `� - ° �iji is - 107 cn - io rn G7 ��r ,� adi --T-- 107' ,172 SF / a CD 6 0 N� 122' 107' 107' ,1 - �� °� ! 6 10J' aa! / °-- "�c4• _ J O 9,416 -SF Oo < _ } _-� 87' 8- 75' °��' S� a• >d - .�.v:..,- .FGl =,,, 41 � '---jam "�,L�- "_•_ °� .a ,ctm:t.�^o �^ �'r^'`",= - pY -z `./ _ - _ r-• �__ _ _ - - - 1 __ ,_' A F_'___ ._ _ 1C- �� u - - JS' VLL 9 W 9 8 SF - _ "5;9s#O =SF - 1 - -- - - - - -- -__ - - -- - - - w..� .. 11 W� w - - - _ _... __ _ 1 1�_:__- - T!.�F -- i 1z 'a-g, -- - `�, ___ _- roa _ . 07�- _ �. - « -r--- -, -, �7 +-- :=, j I _ -_ - - �-r- -- , .Y - .. _ . = � ± ,.,,� ---- r r.� ,_ ._Wl _.,�..,..� �'0�' . -�.�' - ,I,.,,,. � � ....... STF� EE i"` �Cf" . -R - 600 .T, - N w - 1 ( `�" (I / �c 151 r- 107 I____ -_ `i`j. - - , I 68' 68 68 68 ` °' -- '- - �. _ rr ---�� _ �.22 107 I I cn ( 15 5 D __ o ---- ---___ -_--_ - ,_- 89 -' &,: _ 84 _ _ -76,_ �6+. 65 �, . ~ n�i rn 9, 51 SF .I u 49 i 5 9488SF D' cwi, .940 SF �) 1° Nrs 0 , p 'r`0� cD C cD w ° ` rd - - - . L_ ----- -I-_�- /v " -_ N Cf, yn m c I I 0 tD J o cD v, -n � i �°' � c,+ "c - _' acs, ''�.Fe..r__.- o I' I 140' I� IFn 6,774 SF I Ii�n 5,944 SF w 107' (I N -,N �'= ro o_� ° _ ° rn- Q c�3 '__,_ _ 122' 107 m tD O - W N p O 0 W c tD 00 t0 ➢ v o � °°. W Cs, N ° (, N 107 137 1 �6•.._ U, 107' �! WN rno cno U) �� - Z � _M M� _Nn N N• 14 , I._ U' 8, 42 SF (! = 1''T, 48 (n 47 (n - 5 948 SF - M '� •la 11 0 k ( , f i� - /) rn (�62 rn s rn II F �' fnT' 972 SF 1 I rn cn *i T, - w ---It i `�-, " 1 137' I�,� �O, 6,752 SF rn 5,855 ,SF r I� 107 107' I 7 99 87' 8 86' - I I I V) 6S� 68' 68' 68' 6 " "'"" ' 3, I 100 107 a , -, , l � � \ r55' r- l I - r `! ) r""' r r i (O m rn ` __ _,r' m - m 3 0' m m m W I I O m y i m .l m J 12' R _ tD to cD ° M O o I I 0Y cn 8 984 SF Cn I - 1 I Si EET "G" I tD O� c0 000 U,_ W� �1 �` -' ��, JCs, p y(�1 o .1- O c�+ � � , �' - . .I O 00(9 �+ -`C� - 0) i5 W 0 }M(A O 00 4 V V IM ,I O -J I M a 1 1' -I - R = 200 1 1` 107' ao U, cn c �cn o,-- --� o . ° -4 I � N � N � �� - c `� 4 I \ oe �I I I 07 107 I - R M M M cn o (n \ __ -1 _ `, ,10 I t0 `1pv �� tD cti+ 102' m gg' 68' 68' 68' 1 M I \ M o) 64 1 _ 1OZ___w 136 y � 122 W NN v 66' 86' 87' 7 ' 86' I v 9, 36 SF 7 - 7 899 SF ` ,133 SF " tom d - -- ° R = 5O C' TREET ' AC' I 0°O 0 0I p 54' If 8,090 5F U. 8,105 SF M . _ , C 1 ,� S T R E E T_' A 0 R 500' ' 7��"` S, i to, I - ' 107 v 07' I I 107 I 10, IZ9 `� S. � 86' 7' 75 107' 109 hI 6 8 4 ISF I °! I o a) �65 01 �_ 107' ' I--, I W 1'135 123 I o ' o g � - � d m z � 9, 78 SF W I n / 8,)86 SF rnI I�' r100 SF o I I O oo tD tD t0 -I W S £86`9 W' a' AS 90'9 `v -•I $ 3 i I Il` '1 W 73 `I v 76 `I I I C7 20 c`°„ ^'- t0 tD- N� to WT! lZ9 °° N 0.bT 13,4; Iq ' 1 • ° I 1147 1 . 8,090 SF °4 (.n r ; - -.. --- - -- _L N N v co (A c� rn G cn o cn •P _ tD � �j r1 r- - 8,105 SF r' 0. tDQ <++N 0 cDC� o NT o o ao00 (D � (n 107 I 0 20 - _ 07r - -- X107' -Y 51 -NrF• " M � cn -n a M� (A Q �J � 0�' '..'" rn 3 o� � rn 45 6 0) 107 r r m r r r r rrt rn Ln 8 63 SF n W m I Re Ln m rn m i � rn m m - m - m rT1 ,aS 988 9 to , 9,577 SF rn n v 10T _ , cn - r W - -° 3S T 9 p „ -- -- �I _-__ 87 - - - - -99 i -8 $7 --93 -- -- CO - -I rn cn -36-r_ - - - 1 - ? - \ CO 1 7' cn _ W w ry 134 ., 1124 v 1 7' -- _ - - -- -i 6�z�- - - 131 I i(- I2 -� 77 tD O " 8, 70 SF °! - 8, 85 SF rn , Qj - -, 105' - `'' &7' $7' 7' 87' N I ( 107 1° C ` * .I ,1 "�_I �, 8,044 SF cn °8,049 SF J 0 C c0 �� t0 I\ II tD t° -_ ccs - =° m �Ir S 998'9 cnl I 107' rn 34• i rn I 1, p _ 6 7 Q o -I cn tD 1 to ' O (n rn Ic Vi 9, 1 SF 107' x 1 7' 07 wo °' I I j y`�� Low t0 W rn lcn W ! ( 107' *, v `n,1 - I \ I �W O , 0 U' Co o U,coO.. o boo, o °cooti; a': CD 1- cn 107 r p �S`�22 9 �1 1 I 612 1SF 1 3._ �: IN W 33 v ° 125 .) I �, �, in (A't_- - -U cn x0 > O � U) ~, �1 8,0 5 SF U=I IU` 8, ,25 Sir (T: ° I I \ I t? U, -i co m *i m r- , -i 107' N -i 1 I' W 71 •Flr rr 1,4 78 1 Iw q c0 I vl D I �S 998 9 0 p ti- 8,02 SF-,'n-If U: v o rn I cD 107 r, cn rn P 1- ____ __� 8,025 SF U, �, oo I I I W �S OZb 9 p N rn a rn 1 cn I o 1 rn - I \ I D 87 87 7 81 °.' W Z U= rri v W U! 9,0 5 SF Wn �1•� I .---~ . I N 1 O� G� - - _ - w -1 8 1 �4i \ 1 1 7 07 I \ I _ R= 751 107 L2 L _i _ 107' DI �. �, n to co II +--- rn to 136' 107' r 4 >,4 1 1 Ln W I \ I 87 vI °'� STREET " v, '' 7 00 ° l 8 2 2 � 26 (n I ---T- I� Ln �S��� 5 u Al 107 p I : v I ' ( 70 79 SF - m 8,0 5 SF o -%1 106 r i I 9 0, 8,294 SF c"" (Lq 8,025 SIF c; oNO -r1 ° N rn �� / O 109' 109' 1� 107 {. AS OZ� 9 p pi 1 VlcOn 3$ I� 8,512 SF W ;v -. 1 I \ I 182 --i I a \ - 92 L tND 7,98Q S _ --� -, I l 123311 I ra r I . II r , "r- I I i �• 1��' _ 11Q7' D m 107 I m 1 'i. 9,588 SF �i = .I 173 m .i .I 172r - 1 rn is 999:`5 Ln M r 107' rn DIF 1 � W/ 45 1,25 , 107 m 107 "' __ �1 n ° 1 > cn 8,340 SF W rn 8 254 F 80' I -_. _ I . II W 9ZI2 \ - ° j 0 n Q cV„ 1. 1 �1 'Icvn __ '127 rn� c`Di, I I I I I 111' °' Qo �( 109' n j 107' °' 7,76a�Si �_,__;o S TREET I _ 8,02 SF 8,0 5 SF • I W J I 1?iS £Z9 9 I r�-��_ I 0_ _ p = 10013 U - I I IAA � 112 t� I 922 rn I ,' i M o , 1 _I ~ �, -r1 N 3S LL1, 9 rn , U'- 11�I I n rr �,- ,- Y •, iy 111. 4 v� 65 - 65 65 6 57 �6,, 10 ' 1 7' -- --- I I 181 174 v 17" �io LZ2 °. "'` 107 s J� I �` rn �'' m J J : i 1 107' I" - -.�_ I I 9,666 SF o0 m , 8,635_ S °-° �': 8,559 SF 1 107' W 33`1" 9 , . _ CCO °' _ a, c, w - 13 0) .I " i- 5 875 SF Jt- I rn I I 1 _ V, - -+ ha - N - _'� -' - NCO (0 8,921 SF N U+ I t _ti �y �~ 0 107' Q ' Cr 7,64 S W I ° C,, 8 cD a� co � --� _,--1 t4 ._ \ : j 3 2 8 10-7---, 11 I f � I I ~ V 111 CE ° - -._. 6 467 SF ° 1 11$ I a i V) ' 4- _ P -r ; -• cn rn r- 1 � t ° o - - I ' I 0) -,, cn ,vl cn cn - o p = 333 I Cm� ' { ' . I M -n-.. �" m , _, rn I 'ri I _ I I I 10 1 �J (n o W I I / / i / 180 O�% J / - -- 9,68g 5 ! . 9 0170 -- - 1 1 i 107' VI I 6 356 SF {. , `- v> - -- -- 3" I (( � / 85 65 65( 65 �� 5 71 1 /' 1,442 5F �� /`�( S 80 F `1 1 3 W 7,84 S W -0 f I 90 80' 65' 65 65' 51' -r �y0 6 1 , / - % 6 4 29 ° 107' ,� I r I i� I rr v, �s $ ,��1 /� /, 0� I ` Y �, 107, / 67 SF 0) 33 12 {1 29 I -, y r ) 6 O � -� / 1 0 1 r�+ L + '__1 a 10 � 6 41 2 p� ar �I u- � I - o rr*, t0 {a CJ o -' 000 CO -' ci-00 - ^O -t0� m � / Nm m / m m p�/ %j' '- 7 v I ' m '1 rn % m ' 2 $F P m O° m Im N oCn °° ° Wo° c°D cna, c°D W�' c°D Q4 O-) n �0 N 7 a �, •708 3/ tr rn 34 I I rn I© Ito W� M �N� (A G� ( U) ,`° �' P y / �cD 179 I o`' 96SS6 I 9,0169 F�co / I, 260 111' U'. 8,235 �, W y - __..+_..1_r.�--i--'--1--'- � (A 84, m , , I ( I- 68 j M r�u, / " 10,594 F I „ SF 's h% 80 SF SF - co 331 128 1 i - --- �_�___� 5 I cy 165 65 �5 62 \ -� - - - -- - = , � '0 / / �0 1. s 108. . 9, 092 SF tp°. A 1 I D G rp 73' I - STREET E E J - �, '00 cD :� / I 112' /tit ��' ,w / rr 1 I 3 5 U I c°'n 0 I ��, �- _ R = 2 in o ('' h / / I I ) �� , 90 6 27 8,203 o 7 65 65' 65' 75' rnr > oo� M .1. ; I 1 , 20, 80 F 's•'� _, `� �' 104' I y I I I o IV8 I.� 4 0 _j oo °00 \ >O. tn� I � i ' -''`'� I `� 9,824 SF `I'•c� � ``0 � R 6 Ii Iw -- N �� m I '�� / /�a 0 ' „ rn STREET "AA i I -tD I m__°� w -tom o W-O, O cn C. o CCPCD co ° -4 o D� I�L �, I _ \ 6' �/ O q D,w 63 I / rn \r is c� ��, F� I c0 cD c0 �� 0 rn O � � � � � --.,1 _ /I °2Q o' 9 �% � / y `O N Cn v w 63' Q5 6_5 r t 1 I Wn Wri WTI NTt Cn I - �_ ��O /a WJ �(�, co -! O,/ c' -+ (� o -r, m 55 �\ i' D _\ �L rJ I 4� � C m CnU, N OCs, WCs, L 0 C U o 85' \� ' 80' !,65' 65' - 65' 75' \ \\ �I \ �'` -_ /, `_, , O,, Oro -1 /�, ) , A°> &) WU' G 0)cy !C o rn&j O I - 1 - r r r r O , r r r r afl M 6' r V) r F ' � II 100' m ° -, 80 m 65 65 r 65' 65' r \ m m m \� mrr, ` - .�,� m pT'r* 8 rn -� m �� w 'm U) �'� = m m 11 i v.! v � o 00 \ \ \ \ \ \ .. �F'� \ r > is 6 - 4., 1 ' �i� p,_, r > �B' ( ' II 1 ° � l Q ;- = - °°'' ; ._ o_�_­ R2 o, c cn I , 1 D o��k% v� '!Z ,� 78' ( 74'� 65� 65` (, 6t 1 J 0 N( Wo Wo ;WO -lo m \ \` \ (D��_ID �, 90� / / �� v 87 87 99 6 IR I K I cn 8 V) V) Itu _ -ten - �_ --�._g �' 11 \ � �, \ \ O � - -» - N acv ` cD q to _cD i It f )' ` 65 65 65 65 -'' / ` ..� A Cn - - Y' Wcs, ,•_, �rn �• �' , -�.._.._._._ _ o r� I I I �ii - STREET K Z . 6 - > >. \ ° ` v �\ % >.� �-- ` in ° V)° ° UN ,I N iI �•4' 66 66 66 65 > NN ° - 1- - ` -_ ., "�_ / ivCs,° �' e 1� X87 87 �' �� `9.) I V ° �'Vg yJ I 1 I " °�- -` h ' �I `'- r �+' '�'(�/ I'°a �W _ `'� �$' T C I "X ;-, - , `2, �''"�� _. I4 I I I V cI _&- Q N - O t0O O OPO o W ° tD �6 ' /- /`{ .. 18' J R = 506' I "cO �--*F -- -~ -r - j , TILE I •P 00 �__ �1--- xq 1D-- r- 1D �ilE W - T E/ -/- °1 - .r-.r-- -- ...''" ILFaI EFt° -i '_ T' �8 -__ TI I -' a r- Z.. o�- n ..r TILE -R i i I I M _ U O M M M M / / / / I _ - 95 84 . °' "Fri -c,,� � 0 Ill cD w cD - 2.- -= ! - - - -,1 86 / I y __ _� o V) ° N r- 0 _ 1 t0 - --� ,� I . I �'�' 70' 80' 66' 66' 66' 81' / /` � N 0 - ✓' - - ( -� n h rnr--I - U'cs, -.r __.._ - -zur jcs, o#�I N - - - - / /} rnJ - O ��- O O~ t C,i Lp� N -(� WO O WO p WO p -DO c0 i �/ / Jcn CNn •0P_ O OJ O_ OJ N Owl , (D�W--I� U)GD WJ Ln O �_ ° ��I 1 M m ,l N �� VA --i I I W p � 0) J WN V) mM r , � l �i / �/ I I m -N *t v) (A U) - m P 87' 87' 87' 99' \. 8 ", s L iT, �&TRI T --- «..� ...- 89' 9 - _ - ...-,9 -92_ 1 Q3 9 . - r w.. ri..�... _ _ ] , =a. 1F -� + °-'iRF - _. ..� a a s �� j .+.. I - IRF� -- I f = - a. - - l � - / ( '`�3.`0, � - - W I o °n A y P 0)� o ,O c.'' I o0 7 -� -- - - , R � r_ - _� '°��- - °°•� _ �l6- 0�- I I ��( \ \ I I c''- c�8�. 6,, c''- emu' 0 .-38�. sr . (/�°' ``" MG^QC G°�N II) it I $ �t`v 'S0. -,7 ,1 F % � "rt ' ` -- .- -_ -. I) 1!1, 101' 126' 26 87' 6� N, \ \ l 1 I p A 86 `--- ~�-_ I : I - j kWO I \ .1r 1 87 87' 1• I � W -4 N _1 6_i�' �J = N ' a -1 Oo 0 I � � - � tD I o r- j� WJ! (T, 1' m CT,��`'�--_._,���� uqm v•P I WV -1 1 C0m F" O fv N_ y �� i ( i w Op _ ( W CEO 0 W,+ __4(j1 1 - I I con cn r , O U1 O L'v -P I 00 0 i Fi 1 I' O TWI '�''3q�Sst' (A TWI '�' g8 5 . V) 1 0 )r'1 �I, I W I N om-141 I c�r �I G7• 00 . II I _ I I ` /� '�£. s `/ `- I I -n -n 'Wr1 � H I I r z 0 O -n I 4 ° ' °� f_ i �-- -..._ , I 1 I m o oZ�r`,�cn\�\�o��� I ( 8' 88 88' 89� I l 1 9' 109' 123 1 j ( I ( I ( � � v r z 1 t0 O t0 ti 1 _ O II O N U) O I l a I r0T� (r� I I co I I t0 W (O (A P tD I tD {' tD -i rTl O (� N W CrJ -+ O 0 I Z I' I W 1 \ cn c-n �� a. OJ () cn .i O G4 W N O Vi I-ri I I� CO ` V y S fyD P Co M 4{ O CJV J CO 1 A I I I I I O= O r X C (n CD7 in m O O ) � I N WC-1 I W00 U I -ii I / °� . WN Nw �__] rmT cn I °� I Z �%, c6 Y. I O ;uZWXm-0�c� n ',1 U) T cn i rn Q& ( - 00 M N rn �( I I r/) m g CA Ti I I I" f T ( ( I I ( I I ( 0 Zmr �m� D 2 I'I I I 1 •° � e � z / m, --- �I m , � 108' � (5 I z2z.57rn °gopzu') j 110 11 133 - 1 n O I - - - -i -+D v mv) 0 - I I 20 rte 109,1 i 109 Fri 110 I e nn � - . { W'' O -I O a O H -{ O I / tD O Q °a N O I X C ; Z ( p -i to t0 (., (A -P O tD _N .p tD I 'A � w c0 tp tD Cs, ` p _p t0 N _{� GD (�T O_ ^ .Q -i U I 1 1 * M D n O CT J V W -p- tD W O .1 ,_ N O W _' J W � t0 J W p i w K� :0 :m0 �J S ( I O N` O W � U: W N n- O I i CT, C7� m Cb O Fnn (; O rr W O W' � - r')- I T< rn� M -I -1 p I -n(-- I I � I► V) N I I m I I x r m I i �I N I II I D GI Z o i-,) i 123' � r404' f 104' 105' ! \� 101' --�, 129' I 129' \, 11 l i I 72 ,� -� \ m rn m m rn m m m m rn m O [D Z - 7" - - V1966 SF - = 502' -LOT "AD "2,459 SF 108' - °"~ x x x x x x x x x x x z � a _ TREET P„ - - „ 11 - NNinin v)inv)in v) vlv) w ---r- - I =498 STREET P ( No o _ 9_i 9_i�_i_i_r _t �v) z z z z z z z z z z z 44 95 95 95 95 _ _ _ o - i- +cncn��vvv_vvzz�� t I_ � °��.. -� � c� o o cT o c� o o c� o c� � � o I( - (-n O o -8 o w - v _ L I' I a --_ 1 "07�_. ------ 1'�7'-'' -_ 1 No -- m° inn f- fn D o v i�1 0 C' I V _4_1 11.1 o 0) 0 rn� o rn(J] o w ( I L - -t _ �/,! 1 \J 384 U ,4 401 , ` `- $' (- � � D � D °r° 0 0 1_ I 0) v ° Wn Wn �_ rn 1 I �' N r .1 8,025 SF Wn 8,025 SF W -� = z -i m m C m - 1- +WV)v)��vvvvvzz� (n V) to V1" wo a 11 __ 0 m O 0 z O Z X� v���ZfJD°�C�O��OCZD I -n _n -r1 n -ri_i , -+ Z z -1 Z -i (n I i °°, _ II I I I 107 107' o I rn D - O° ° °KK 3 130' 95' ry 95' 95' 95, o I I I I I � ; -P °� o r���� NO °�0���MC� i( 1 6 95 95 95 100 i I If 1 �, D -i z oWno °-� rn�0rn��cn Ii i , to F� ao �!/ I r I I I ; U, v 385 .r m n 400 m (A .~ -- z D Wn D r n m D-+ � ", o 0 0 -( / I S rn 8,057 SF vV U; 8,047 SF U' II Ti , Z m -._ r m° V) y r 2-r r (Qpp f °� � -, w -p wp -� j 8 / JQp- � // / I I I I I 111 z rnmr -�� �zmm I I (N i+ (00 P_ °I Cp° ° [°D c°n � t°D rn N ° n i 1 108' 1 Q�' O o m O fn 4i 'P ( -ZI 1�'1 Wm•) I , - ( rn r cn V) (n � - QO -f' -+I ' m 9--; '' - rn '' / cu ��j °0 I I I tD o°DO O ( ' l � I 0 L 1 I O 386 399 v r- w co I I I I m Z i 86 /�� 95 95 N 65' 0� l / l QA �` -+ rn 8,117 SF � rn 8 1 12 SF °.' O N m �` z _SSR E E T Q R 2pp , ' / - I� '� r- - cT Vtb _ - -T___7 / / 1 1 I ° -- D -_-_ _tos' 1 108' D 124' w I I A ' �or t 95'� 95' / Ct p I I i � 8 - c _ I I I ' o r-v " F .tD - "co,,� •° co / /�/ e I I °i 8 0887SF �, 398 c" - - I I rrn- I ` A- °? W (�, w rz (nom o (A-i' o // / � I I I I W W $,098 SF °? N .R .°i_ I I I r, w o ter-- -- : w _ _ N {-J --J 107' 1 Q7' rIi I I' ( � M � �' � - / //� � I I i 11= I a 3aa ::j <faw I I i _ I I I \ / I m rte- I I to C+ I W m15 95' m 95 95' N> /� ��,� / "' �To I i I 8,030 SF �I 8,0 27S` F ��(`- ,p N 1 m A F t0 - N / 11 rl / Cn� 1 C7 I - -I� W 0 $ o / / .1 1 1 I 1-1t - -1 j ' � -W 0 w -(°,, a ( l / / ��N I 1 I�I 107 107 1 �1 1 °_p l ` ---- a_ -a O W 0 rn ill M, I o W �', It �rn M V)C° `° fl (D to N; °• /i _ v .389 � 396 - 135' A[ IO < - m V) (n I l i / I W 8,052 SF W r- 8 064 SF W v o o v o v -� � -i -i • 98' m m t i I 1 " ' 0 N' _ l; ``'� __ o 0 0 0 0 0 2 z z z z z I c°I '�' '_ , ` I I 1 1� cnWnWntncncnooc��oo C �, 95 95 I i ,,J. 108' c 108' 3 J 0vv000 € 85 ____/ I77 R= 0' I I ,n -I w� r n D o o m I - TREET -,R„ I I I 11 c1�1 n n �`� Ln _ o C z o m T MTt �� 95' - 95' I I 1 �`�- I` " _��r - - 39 5 cn _ -i m m ° Z o _ I 1 J I `biz• 6 f � I ,-,� �? S�0 c� 8,159 SF - 4 rn - ` -o �, -. -i r m o �'' 1 :F, ,a 0 I I L� -1 _', _ -..-8, -148 SF �- c 1 19 , 0 `=.•w o Z Z x °D _< p '� ° � o o I I II o -_ ` = -- r, ins C N cr, tD �,, -p i.t p W1, I I I I _ 109% • 108' ° ?>, ° -c 0 - i - " °� ! W p ° Wn r o P o � \ -1 f* 70 C ., � Z m D rn �„ I (I - 00 U, O m W O W � m \\ n '- II 1 r '4 I Wn O . � n Z r- n a - o -0 �} 0Q �,c-' cn � - cn� r- I (� I I I I �s-J , 3 91 �1 1 � 3 9 4 - loo o _ u m c� ° D x n n n c�i0 �`,�I I I ' \ I 8,093 SF �' U' 8,070 SF 1 g+ ' ° �l O , m -0 2 o Z - -- I I N 125' ( 95' -1 �m I II I T l -1 m �I MADISON STREET _.� + I 120' 95' 95' M� ~r I� I I W 107' 1 I 107' 110' Iis D C� X 0 &) -< �1 '� ( I 1, ! co 0 �� I I I I 11 I cQ' m Z r D D 1 I t'° CID P 4 Ln _p, - "cn _P' ? I �� 11 I 1 39 2 39 3 ° II m z > � m oar rn " ( o w(T, w w 0W - i _ f I �-�-� - _� 1 1 (,i 8,027 SF ()I Ln 8,026 SF (.n 4-? ; I m -0 c c I �1 0�C� - O U) V) I - - -- T- - - - -- (,J��� I 107' a tnJ II m m m D �,� �9, \- - 1 - - I -- - - �' 85' I D 3, { 7i -' w _ _ STREEiI -S" _ _ gp' < -1 CO -g-- TILE _ TILES TILE TILE =- TILE C ,, 9 -' --� 9T 95 104' 104r 104 4�0� 4' 104' 104 104' 24' "' o Y ' ° T, '06 _ _ _ o� 1 , a) I I ( I I !'i _ _' � N N N N N N v00 -P HI Ir _1 -° I' _ _ _- tD- JACKSON STREET ,i0 �`�,. � ' WA tT) Y to Wn � I g ( °r cnN .1 WnN .i 00N J a0N .I-" _200N �I OpoN .I CON �J_ CON J 00 -- � �� L, ' N -Wr M TI m -n M � ''�"a-' z�' m t,-,.. Z I 1 i I -== - - -- --- - - - ____- - -_ - -- o tom-- - - - -------- -- - J C e0 -_ ,_ - - --- _ W =�_« x20 « 95=� - �9 : = - -9€ - k+� - -E?4 _- - - -- k0 - 0� -�-- - ,:Q�k- - b- ��105 -,, .�,w ..�.,,, m co / _�"`� - -- -ter_ -- p� 8- 3 2-- _ _- - n -f _ _ l d ��� N _ _ �� . <0 �� VAN BUREN STREET RETENTION T- M �� M 21 x i M M d "� '�1. \ I G ,�, R CAPACITY 0.6 � �� / o . D a AC. - 95-i I A I o® I ` �� II 399 764° 300 00 -1 1 764° 300° 00 %a � I Ill da0a� �--- / i � da0a�1 I I o C' D D D D D z C Cn C7 ::E -1 0 rn C O O D O < D O < D O CA D O Cn D MZ 0 -U -U � r m _U -U "U -U rrl c -p 7j m Fri rri � 0 �i -i as C,, c � � i -i � - -I � � D 1- D r O z Ti D z Ti D z Ti -i z -i z rrl m C m O T> _� _� �_ x rri x _x _x O D rrl D -;' Cn D Fri o= D 0 � = Fri CA Cn (n Cn rq cu X rrri z N D Z ?< F- < O Fri (A z � M -i D O D < CO -I r Cn Fri --{ TIC T r T1 r T1 D ?1 D D-i 0 � CD r -i (/') < < < -� � I Q -i � _i rrl n O • • z O rrl F­ -p U .. -I C7 z r i c� rr� r (� rrr) r, i n i�I ! C� m U) r r- cn m D D D _ III- M. rri A -i r- D D D �D cn n i -I -i O �I rrl - Z A = o n rri m I I� rri O _i O A (- D< Cn < < D v) Cn D CA CO n z Cn y rr i rrl rr, rri Cn z ?' 0 z z z z i J= O O- v = - z z Z W O 1TI- m C7 m M M M M nu G7 G7 Z 0 0 C7 =t 9 z . , --I O s < � � z 0 z 0 z 7riT n c�I --_I FT1 V -�I ° cn o � - - m c/) O Oz _ o z Z -p• ° n �-' rn- f�l O J U) F- Z Wn cn cn rn O = f?1 fTl _rr1 _D frl ... rriI _1�7 _ rrl . rrl _ r ;1- . _ SD . ., C1 Crr �J �. = UJ ,. _ -1 r 0 G D n D � rr - • CD C sOi rr, D D O V / m m m m (Tj z r z -- { z z- �- -z c� - -- -rte _ - .., a "rte _.. - c� - ,- _ c, : _ -_ �r U 1c (] j_ ; r , ,� rn _ n n r, C7 rrI C7 D n D- z (n r ,-T-, - G -- - -- I D 0 °- -r M / /1 O O ,U O 7b --I O c O z rri D Co rri r . \ < Fri o D ° r rri rrt N ^ D = �, I ' I CJ, ^ 0 -71 CA r i Q - � cn � � 0 1 cn , v 1 7D m -r1 �u __q �u -r, :n Frl -t-I � I-ri -ti Z FO,i �' -' O C � (n � Fri z C ° 0 O cn (�i_) r -i (i rCl ° Z �7 �' 0 � ' O o � -i _< �•o O �- �-0 0 �0 © oO O oO D v0 0 MO .. ° -I �: FT w z ° C _ \ 0 K h 0 Cn Cn t � CA :D U) n t Cn n ; �_, Fri (A D -i r �, C Cn Cn • , 0 ° - C I O r i ,,i o Z rri (n M 0 D !'ji1�' 0 0 C O _I C7 < -I z . ° _U _D D ' ^ D r. D rs ° -< O (A D (/) rTi \ z' rri r l Z c ° z � D -i r Q \ (� D 0 DTi \ rn = o -i r 1 C -i = - - r0Mri V)_� j x'01 r Q O ,�,, O rrl Frl O- 0 O D °m �0 WOi Mn�n�10;D � �� � -1rrl co�iT' zvI OM >FriO - y�A nn c ;7r-- LU C � O N O O I- ;;u _ D O= D� rzrl ci � -1i1 0 CI):OV)1 ! �N C CDZDnC�� z �O Z OCn D m -I T 1- 4 ° rri O C') - � ° n�D-°D °y °z z i \� MF9coMz D-i D < OCR -+ I O =jl.. r� o o <�Fi__< z �z Cn D II1 �� D w J- Nrri (T1 I I ='' ( pa A M° o n o o - r 1 =j o -I� � cn cn-D 1= (l O ICJ ICJ D !FTo n0 X n 01 - -D G 0 Tf- 0 z C cD w W O n o `0 -I rn M m 0 A MZ z Oz rri O m D 0 Fri r O� =,- rri� n QD I °D D rrl Z z Fri ° ° D ° ° D z Z ✓ 0 ° ° F- rTi rri ,z -z D c-n D �1- Or UiC GC J� 0-u z0 00 UD FFTI �m -I D z(A - (-) > n r O> O D = D 0Z I in U, Z Fes• cu ° � �� - 1, � z ° D ° ° Z CA .:J rTl � O O Fr] ° D 0 � � ozn � m -D !' \., G frnTl 0 N � (A -I z_ - D o D CA C) cn COC G) o -P � _0 C0 -D 1' m o r<ri z C/) z -I r .I kJ D 0 O Q 0 (A NO II- Lu 0 (.D N Cf0 I-> U z 0 n �} (Z : f -C Fri 0 D C -1 fJ 0 O rn I -Ti r<D ' ( (� k7 �`I CDC 11 D Z D Dr C Frl -I C7 rrl O C z Z N O° - C C ` p �_ - n° 0 0 co U) ") cz) z -zi fit co z =1 f�1 �;� D z -D �I = cn W in -i r rrri ��-, D o rri f - O �U D -I Z c� - ICJ = D 0 z -< c� ror, No �' O (� ° - < m ° D _ V) ri z z N OF I z m 0 0 "' _ ��, °° j rz, z . p o o Z : 0 z z (n o� � r=- � M I D .. O N r CD .� m m n- C = -C (--) �> M D F- D (J) D 0 � � C 1 l r D D z n D r r W z 1 V) fv z C z C �' Z O D O :" m m n o 2 �z .. c) K oz pN U) V)9 N ^ f�-t rn N J z D -i D f i W Cr, 9 V, "n O z° D -A _i -D O C Z (T, 0 ­A CJ D r- D r �u ;U rn V y Frl p r O z z n Fri � D O D V/ 0 ''' O ° < Z -i > z z > (A) 0 D rn rri G7 C I cn (A) 111 z T) ii1- v v) O C rr1 O Z �) = m • F o -I -D O U) O (n � C o CD cA Fr, D n � U) r D rr1 O o T1- o Fri ---I D - IC p v -1Ti= -0 • C 0 - O\ - J - O - O rri u) -< m o O ... ILI) =1 U! - Z rr1 N G z � Z 7, z N G � D �' O Z O N =� � 1 =r M (A W -D _ fTl -n _q m III_ �° OD JD D WD O m U) I OC W J� r i A�p r. �. r. i--. �. ^ ^ � � Q �,) 0 yP � J ° O --� ,\) > ) z z D m 0 � m r v 0. O c5)OOOOO O D -D (n -D D z 0 _ D rn) o00000o O DO � _u N W cr, (A �I (r, (A N 0 � M M r ° � O N CU -p C -,J W CU O -+� 0 - O O C C M 0 �IwocO�cnco Coo _,0 -riz NZ � z < I I I I I I NO C>J0 NO r�ri �M � cn � 0 0 rnrnU�rn��� 0� Os 0 L ° ° � O CT U� O N P -I TI 0 : _ -9 T1 M m _ 0 0 0 -• M D D z N 0 0 D , - ,, W oaoo M -__ 00 00 00 J - s • PACE Advanced Water Engineering 40; I m m Q. L ENC24PR ENC24PR lea s.... n++ ann.ann.a....e.e.e...ennnaann.. ..eann n° n.aanna..n...e.ass.s.na..aaa..n 14 KK MNRO s ° 15 BA 0.0075 FLOOD HYDRDGRAPH PACKAGE (HEC -1) ° ° 16 KM Runoff from half -width of Monroe St U.S. ARMY CORPS OF ENGINEER$ ° 3 17 QI 0.02 0.03 - 0.03 0.04 0.03 0.03 0.03 0.04 HYDROLOGIC ENGINEERING CENTER ° 0.04 0.04 • VERSION 4.1 ° 18 QI 0.05 0.05 0.05 0.05 0.05 0.07 0.07 0.08 . 609 SECOND STREET 0.08 0.09 ° ! ° 19 QI 0.07 0.08 0.09 0.09 0.1 0.1 0.11 0.11 DAVIS, CALIFORNIA 95616 0.11 0.12 ° RUN DATE 13AUG08 TIME 07:22:09 ° 20 QI 0.13 0.14 0.16 0.16 0.07 0.15 0.31 0.39 (9 16) 756 -1104 0.48 0.56 + ° ° 21 QI 0.07 0.08 0.45 0.46 0.4 0.41 0.28 0.36 ° 0.88 0.96 .+. aa.... nn ..ne.ea.ae.e..e..e.ee ++e...... 22 QI 1.11 1.2 1.57 1.58 0.79 0.8 1.1 1.04 1.05 0.98 23 QI 0.92 0.86 0.58 0.58 0.04 0.04 0.03 0.03 " 0.05 0.05 24 01 0.05 0.04 0.04 0.04 0.03 0.02 0.03 0.04 0.03 0.02 25 QI 0.03 0.03 0.03 0.02 0.03 0.02 0.03 0.02 x x xxxxxxx xxxxx x 0.03 0.02 x x x x x xx 26 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 x x x x x xxxxxxx xxxx x xxxxx x x X X x X 27 KK ON1 X X x X x x x x xxxxxxx xxxxx xxx 28 BA 0.0549 29 KM Runoff from onsite area 1 30 QI 0.16 0.24 0.24 0.32 0.24 0.24 0.24 0.32 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HECI (JAN 73), HECIGS, 0.32 0.32 HECIDB, AND HECIKW. 31 Q1 0.4 0.4 0.4 0.4 0.4 0.47 0.47 0.55 0.55 0.63 THE DEFINITIONS OF VARIABLES - RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH 32 QI 0.47 0.55 0.63 0.63 0.71 0.71 0.79 0.79 THE 1973 -STYLE INPUT STRUCTURE. 0.79 0.87 THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS 33 QI 0.95 1.03 0.49 0.57 1.18 1.78 2.92 3.S2 IS THE FORTRAN77 VERSION 4.12 4.73 NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, 34 QI 1.11 1.19 3.9 3.97 3.52 3.59 2.6 3.2 DSS:WRITE STAGE FREQUENCY, 6.96 7.56 DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT 35 QI 8.68 9.27 11.97 12.04 6.31 6.37 8.54 8.07 INFILTRATION 8.14 7.67 KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 36 QI 7.2 6.73 4.68 4.74 0.32 0.32 0.24 0.24 0.4 0.4 37 QT 0.4 0.32 0.32 0.32 0.24 0.16 0.24 0.32 1 NEC -1 INPUT 0.24 0.16 PAGE 1 38 QI 0.24 0.24 0.24 0.16 0.24 0.16 0.24 0.16 0.24 0.16 LINE 39 QI 0.16 0.16 0.16 0.16 0.16 0.16 0.01 0.00 ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 °DIAGRAM 40 KK B1 1 ID e°.. n......... n.... n.. n ................ ++ +n...........a....n.......... " 41 BA 0.0048 2 ID Enclave at la Quinta 42 KM Runoff direct to basin 1 3 ID Proposed Conditions / Retention Basin Design 43 Q1 0.09 .0.14 0.14 0.18 0.14 0.14 0.14- 0.18 0.18 0.18 4 ID 44 QI 0.23 0.23 0.23 0.23 0.23 0.28 0.28 0.32 0.32 0.37 5 ID 100 - year /24 -Hour storm 45 QI 0.28 0.32 0.37 0.37 0.42 0.42 0.46 0.46 0.46 0.51 6 ID 46 QI 0.55 0.6 0.69 0.69 0.74 0.79 0.88 0.92 0.97 1.02 7 ID RCFCdWCD shortcut method used to generate the watershed 47 QI 0.69 0.69 0.92 0.92 0.88 0.88 0.79 0.83 hydrographs. 1.16 1.2 8 1D 48 QI 1.29 1.34 1.57 1.57 1.06 1.06 1.25 1.2 1.2 1.16 9 ID 49 Q1 1.11 1.06 0.88 0.88 0.18 0.18 0.14 0.14 0.23 0.23 10 ID 50 QI 0.23 0.18 0.18 0.18 0.14 0.09 0.14 0.18 0.14 0.09, 51 QI 0.14 0.14 0.14 0.09 0.14 0.09 0.14 0.09 ....aa .... a°.°°. ee .ese..e..a..a +.aa..nene.n..a.. ...e..........+ .. +:D 0.14 0.09 12 IT IS 0 0 192 1 HEC -1 INPUT PAGE 2 13 10 5 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 Page.1 Page 2 o .+ 0 0 0 °D+ o � o i ° o °• e O O O N ry e O O O O O O O ti N e O O O O O O O O N O O m e a N ry O O O O v O O O O O O O O N e O O Z 3 0 P O rvi w wma H m � n rn o 0 0 'o o •o m n m 0 0 0 .ni w w o 0 0Ni 0 m m N m o m •o n m m o ` o •c ry ry e m m N w > O o o+ O 3 o O O E N Ol E 0 0 0 0 o 0 0 i O O O O O O •O O O O W O O 0 0 0 m N ° S E 0 O O O O O Q O N O 0 6 v n o o W b O O O U rc rc .i K O v z O .i 0 0 o O K 0 0 0 0 O w Y N C C aN Y • 0 a 0 .J ° O ' o w o a 0 O O O O O O O O O O O N O O O O O O O W H m O O O e m O W W ? O O N v N G O O O O O O v m O aN aN a s d Y Y a a o a a a a a ° d Y Y 2 Y Y- C Val N N Y Y d d d O o a a a u 00 P O O O ~O O O O a0 O O N O O O O N .i .i O O O O O O O ry m v O O O O O O O O N O O v N H O O O N ry e O O O O O O O ti N e O O O O O O O O N O O m e a N ry O O O O v O O O O O O O O N e O O Z 3 0 O O O O P O O O v v m N O E VO 00 O o H N O O n O m N N O O O O N ap m O O O G O O O O m O• m ` G w > O o o+ O 3 o O O E N Ol E 1. O u O W N O O O O N O u O O O O O O O O O O •O O O O W O O 0 0 0 m N ° S E 0 O O O O O Q O N O 0 6 O W b O O O U rc rc .i K O v z O .i O C O O O O •O N O O O O O K 0 0 0 0 O w Y N C C aN Y Y m f Y Y Y N Y • ENC24PR ENC24PR 127 QI 0.12 0.12 0.12 0.08 0.12 0.08 0.12 0.08 , 0.12 0.08128 QI 0.08 0.08 0.08 0.08 0.08 0.08 0.01 0.00 164 KK OFF1 165 BA 0.0627 1 29 KK Av62w 166 KM Runoff from offsite area 1 130 BA 0.0083 167 QI 0.18 0.27 0.27 0.36 0.27 -0.27 0.27 0.36 131 KM Runoff from west portion of Avenue 62 0.36 0.36 168 QI 0.45 0.45 0.45 0.45 0.45 0.54 0.54 0.63 132 pI 0.02 0.04 0.04 0.05 0.04 0.04 0.04 0.05 0.63 0.72 0.05 0.05 169 QI 0.54 0.63 0.72 0.72 0.81 0.81 0.9 0.9 133 QI 0.06 0.06 0.06 0.06 0.06 0.07 0.07 0.08 0.9 0.99 0.08 0.1 170 QI 1.08 1.17 1.36 1.36 0.15 0.85 2.16 2.86 134 QI 0.07 0.08 0.1 0.1 0.11 0.11 0.12 0.12 3.57 4.27 0.12 0.13 171 Qi 0.15 0.25 3.36 3.45 2.94 3.04 1.93 2.62 135 QI 0.14 0.15 0.18 0.18 0.09 0.18 0.35 0.44 6.93 7.62 0.53 0.62 172 QI 8.91 9.6 12.7 12.78 6.24 6.33 8.82 8.3 136 QI 0.08 0.09 0.5 0.51 0.45 0.46 0.31 0.4 8.38 7.85 0.97 1.06 173 QI 7.33 6.8 4.47 4.54 0.36 0.36 0.27 0.27 137 QI 1.23 1.32 1.73 1.74 0.88 0.89 1.21 1.14 0.45 0.45 1. 15 1.08 174 Qi 0.45 0.36 0.36 0.36 0.27 0.18 0.27 0.36 138 QI 1.01 0.94 0.64 0.65 0.05 0.05 0.04 0.04 0.27 0.18 0.06 0.06 175 QI 0.27 0.27 0.27 0.18 0.27 0.18 0.27 0.18 139 QI 0.06 0.05 0.05 0.05 0.04 0.02 0.04 0.05 0.27 0.18 0.04 0.02 176 QI 0.18 0.18 0.18 0.18 0.18 0.18 0.01 0.00 140 QI 0.04 0.04 0.04 0.02 0.04 0.02 0.04 0.02 0.04 0.02141 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 177 KK ROFF1 ' 178 KM Route OFF1 to basin 4 142 KK B3 179 RS 20 FLOW 1 143 BA 0.0020 180 RC 0.017 0.017 0.017 6SO.0 .005 144 KM Runoff direct to basin 3 181 Rx 0 10.5 10.5 28.5 46.5 46.5 57.0 67.0 145 QI 0.04 0.06 0.06 0.08 0.06 0.06 0.06 0.08 0.08 0.08 182 Rv 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 146 QI 0.1 0.1 0.1 0.1 0.1 0.12 0.12 0.14 0.14 0.16 147 QI 0.12 0.14 0.16 0.16 0.18 0.18 0.2 0.2 183 KK ONS 0.2 0.21 148 QI 0.23 0.25 0.29 0.29 0.31 0.33 0.37 0.39 184 BA 0.0477 0.41 0'43149 QI 0.29 0.29 0.39 0.39 0.37 0.37 0.33 0.3S _ 185 KM Runoff from onsite area 5 0.49 0.51 150 QI 0.55 0.57 0.66 0.66 0.45 0.45 0.53 - 0.51 186 QI 0.14 0.21 0.21 0.27 0.21 0.21 0.21 0.27 0.51 0.49 0.27 0.27 1 NEC -1 INPUT 187 QI 0.34 0.34 0.34 .0.34 0.34. 0.41 0.41 0.48 PAGE 4 0.48 O.S5 188 QI 0.41 0.48 0.5S 0.55 0.62 0.62 0.69 0.69 LINE 0.69 0.75 io.......I ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 3.58 189 4.1 QI 0.82 0.89 0.42 0.49 1.02 1.55 2.53 3.06 151 QI 0.47 0.45 0.37 0.37 0.08 0.08 0.06 0.06 190 QI 0.97 1.03 3.38 3.4S 3.05 3.11 2.26 2.78 0.1 0.1 6.04 6.56 152 QI 0.1 0.08 0.08 0.08 0.06 0.04 0.06 0.08 191 QI 7.53 8.05 10.39 10.45 5.47 5.53 7.41 7.01 0.06 0.04 7.06 6.66 153 QI 0.06 0.06 0.06 0.04 0.06 0.04 0.06 0.04 192 QI 6.25 5.84 4.06 4.11 0.27 0.27 0.21 0.21 0.06 0.04 0.34 0.34 154 Qi 0.04 0.04 0.04 0.04 0.04 0.04 0.01 0.00 0.21 0.14 193 Qi 0.34 0.27 0.27 0.27 0.21 0.14 0.21 0.27 194 QI 0.21 0.21 0.21 0.14 0.21 0.14 0.21 0.14 155 KK HC3 0.21 0.14 195 QI 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.00 156 KM combine overflow from basin 2, and runoff from ON4, AVE62w, and 83 1 HEC -1 INPUT 157 HC 4 PAGE 5 ' LINE 158 KK RB3 IO....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 159 KM Route through basin 3 (40' weir at 399.7) 196 KK B4 160 RS 1 ELEV 394.7 197 BA 0.0061 161 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 ' 198 KM Runoff direct to basin 4 162 SO 0.0 0.0 0.0 0.0 0.0 0.0 120.0 199 QI 0.12 0.18 0.18 0.24 0.18 0.18 0.18 0.24 163 SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 0.24 0.24 Page 5 Page 6 ENC24PR ENC24PR 200 Q1 0.29 0.29 0.29 0.29 0.29 0.35 0.35 0.41 239 HC 2 0.41 0.47 201 QI 0.35 0.41 0.47 0.47 0.53 0.53 0.59 0.59 240 zz 0.59 0.6S 202 QI 0.71 0.76 0.88 0.88 0.94 1 1.12 1.18 1 1.23 1.29 SCHEMATIC DIAGRAM OF STREAM NETWORK 203 QI 0.88 0.88 1.18 1.18 1.12 1.12 1 1.06 INPUT 1.47 1.53 LINE (V) ROUTING ( - -->) DIVERSION OR PUMP FLOW 204 QI 1.65 1.71 2 2 1.35 1.35 1.59 1.53 1.53 1.47 NO. (.) CONNECTOR ( < - - -) RETURN OF DIVERTED OR PUMPED FLOW 205 QI - 1.41 1.35 1.12 1.12 0.24 0.24 0.18 0.18 0.29 0.29 14 MNRO 206 QI 0.29 0.24 0.24 0.24 0.18 0.12 0.18 0.24 0.18 0.12 207 QI 0.18 0.18 0.18 0.12 0.18 0.12 0.18 0.12 27 ON1 0.18 0.12 208 QI 0.12 0.12 0.12 0.12 0.12 0.12 0.01 0.00 40 el 209 KK HC4 53 HC1 ........................ 210 KM combine overflow from basin 3 and runoff from OFF1, ON5, and B4 V V 211 HC 4 56 RBI V 212 KK R84 62 V RBAS1 213 KM Route through basin 4 (40' weir at 399.6 Emergency Overflow only) 68 ON2 214 RS 1 ELEv 392.60 215 SA 2.04 2.77 3.08 3.41 3.57 81 ON3, 216 SO 0.0 0.0 0.0 0.0 120.0 94 82 217 SE. 392.60 397.60 397.61 399.60 400.60 107 HC2 ..... ............................... 218 KK RBAS4 V V 219 KM Route emergency overflow from basin 4 south out of the project 110 RB2 site 220 RS 20 FLOW 1 116 0x4 221 RC 0.017 0.017 0.017 550.0 .004 222 Rx 0.0 4.0 5.6 -15.6 76.6 86.6 88.2 92.2 129 Av62w 223 Ry 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 142 83 224 KK AV62E 155 Hc3 ..... ............................... 225 BA 0.0054 V V 226 KM Runoff from half -width of Avenue 62 east 158 RB3 227 Q1 0.02 0.02 0.02 0.03 0.02 0.02 0.02 0.03 0.03 0.03 164 OFF1 228 QI 0.04 0.04 0.04 0.04 0.04 O.OS 0.05 0.05 V 0.05 0.06 V 229 QI 0.05 O.OS 0.06 0.06 0.07 0.07 0.08 0.08 177 ROFF1 0.08 0.09 230 QT 0.09 0.1 0.12 0.12 0.06 0.12 0.23 0.29 0.35 0.41 183 ONS 231 QI 0.05 0.06 0.33 0.34 0.29 0.3 0.21 0.27 0.64 0.7 232 Q1 0.81 0.87 1.14 1.14 0.58 0.58 0.8 0.75 196 84 0.76 0.71 233 QI 0.67 0.62 0.42 0.43 0.03 0.03 0.02 0.02 0.04 0.04 209 HC4 ..... ............................... 234 Q1 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.03 V 0.02 0.02 V 235 Q1 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 212 RB4 0.02 0.02 - v 236 Q1 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 v 218 RBA54 237 KK HC5 224 AV62E _ 238 KM combine overflow from basin 4 and runoff from Ave 62 Page 7 Page 8 0 f .0 .0 ENC24PR ENC24PR 237 HCS............ + 6 -HOUR 24 -HOUR 72 -HOUR (nee) RUNOFF AL50 COMPUTED AT THZS LOCATION HYDROGRAPH AT laneaa.a......aa..a nna..nnn...aaa.aaa nneee + MNRO 2. 13.25 1. 0. 0. .aaaanaaannaaannnnanneeannnne nannee e e ° ,01 HYDROGRAPH AT FLOOD HYDROGRAPH PACKAGE (HEC-1) ° ° + ON1 12. 13.25 6. 2. 1. UpS. ARMY CORPS OF ENGINEERS ° .05 JUN 1998 HYDROLOGIC ENGINEERING CENTER ° HYDROGRAPH AT ° VERSION 4.1 ° ° B1 2. 13.00 1. 0. 0. 609 SECOND STREET n ° ° .00 DAVIS, CALIFORNIA 95616 - 3 COMBINED AT ° RUN DATE 13A0008 TIME 07:22:09 ° HCl 15. 13.25 8. 3. 1. (9 16) 756 -1104 °07 e e e ° ROUTED TO ° eeeae.... .an...nnnnnnnnnnneeeeeneeeeeaee + RBI 0. .00 0. 0. 0. eeeaeaeaa.n n.nn nneeeneeeeeeeeeeeeee .07 405.11 47.75 ROUTED TO 0.BAS1 1. .00 0. 0. 0. aeaa.a.nanaann en° eaae: eea aea. a. a.a... a. .a..aa...an.nnenenneeeeeeeeeaae 07 Enclave at la Quinta , 97.03 .00 Proposed Conditions / Retention Basin Design HYDROGRAPH AT ON2 9. 13.25 5. 1. 1. 04 100 - year /24 -Hour storm HYDROGRAPH AT ON3 9. 13.25 5. 2. 1. 04 RCFC&WCD shortcut method used to generate the watershed hydrographs. HYDROGRAPH AT 82 1. 13.00 1. 0. 0. �00 COMBINED AT ' HC2 20. 13.25 10. 3. 2. +4 15 ROUTED TO e°°°°naaeneee°°°°°°eaeaeaeaaa°a° a°aaaaa aanaaaaanannennnenaeaaaeaeaeaaa + RB2 0. .00 0. O. 0. .15 13 IO OUTPUT CONTROL VARIABLES + I PRMT 5 PRINT CONTROL 400.15 47.75 I PLOT O PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH AT ON4 6. 13.25 3. 1. 1. IT HYDROGRAPH TIME DATA .03 NMIN 15 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE HYDROGRAPH AT ITIME 0000 STARTING TIME AV62w 2. 13.25 1. 0. 0. NQ 192 NUMBER OF HYDROGRAPH ORDINATES 01 NDDATE 2 0 ENDING DATE NDTIME 2345 ENDING TIME HYDROGRAPH AT ICENT 19 CENTURY MARK 83 1. 13.00 0. 0. 0. 00 COMPUTATION INTERVAL .25 HOURS TOTAL TIME BASE 47.75 HOURS 4 COMBINED AT + HC3 S. 13.25 4. 1. 1. ENGLISH UNITS .19 DRAINAGE AREA SQUARE MILES ON PRECIPITATION DEPTH INCHES ROUTED TO LENGTH, FEET R83 0. .00 0. 0. 0. FLOW CUBIC FEET PER SECOND .19 STORAGE VOLUME ACRE -FEET + SURFACE AREA ACRES 398.66 47.75 TEMPERATURE DEGREES FAHRENHEIT I. HYDROGRAPH AT RUNOFF SUMMARY OFF1 13. 13.25 6. 2. 1. FLOW IN CUBIC FEET PER SECOND .06 , TIME IN HOURS, AREA IN SQUARE MILES ' ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROFF1 13. 13.25 6. 2. 1. BASIN MAXIMUM TIME OF .06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 99.65 13.25 Page 9 Page 10 I ENC24PR HVDROGRAPH AT + ON5 10. 13.25 5. 2. 1. 05 HTDROGRAPH AT B4 2. 13.00 1. 1. 0. .01 4 COMBINED AT HC4 26. 13.25 13. 4. 2. .31 ROUTED TO R84 0. .00 0. 0. 0. }31 + 396.20 47.75 ' ROUTED TO RBA54 1. .00 0. 0. 0. .31 97.01 .00 HVDROGRAPH AT AV62E 1. 13.00 1. 0. 0. .01 2 COMBINED AT HC5 1. 13.00 1. 0. 0. .31 °°° NORMAL END OF HEC -1 °fQ Page 11 I C: ENC24EX ENC24EX la seeaaeeaeaaeaeeee eeaeaaseeaeaaeaeeeeeeee eaeeaseeeeeeeaeeeea aeeeeaeeeeeeee ♦eeees 14 KK ONOFF e ° ° 15 SA 0.3116 FLOOD HYDROGRAPH PACKAGE (HEC -1) ° ° 16 KM Runoff from offsite area and onsite project area Ue S. ARMY CORPS OF ENGINEERS IUN 1998 17 Qi 0.9 1.35 1.35 1.79 1.35 1.35 1.35 1.79 HYDROLOGIC ENGINEERING CENTER ° 1.79 1.79 • VERSION 4.1 ° 18 QI 2.24 2.24 2.24 2.24 2.24 2.69 2.69 3.14 609 SECOND STREET ° 3.14 3.59 ° ° 19 QI 2.69 3.14 3.59 3.59 4.04 4.04 4.49 4.49 DAVIS, CALIFORNIA 95616 ° 4.49 4.94 ° RUN DATE 12AUG0B TIME 16:00:19 ° ° 20 QI 5.38 5.83 6.73 6.73 0.73 4.23 10.72 14.22 (9 16) 756 -1104 ° 17.71 21.2 ° • ° 21 QI 0.75, 1.23 16.67 17.14 14.62 15.09 9.57 13.01 eeeaeeaaa 34.4 37.84 .eeeeeeeaaeeeaaeeeeeeeeee . ee . ee . 22 QI 44.26 47.68 63.07 63.49 31.01 31.42 43.79 41.2 e..eeeeeeaeeaaeeaee.ee . e....eeeeaeeeaea 41.6 39 23 QI 36.39 33.78 22.19 22.55 1.79 1.79 1.35 1.35 2.24 2.24 24 QI 2.24 1.79 1.79 1.79 1.35 0.9 1.35 1.79 " 1.35 0.9 25 QI 1.35 1.35 1.35 0.9 1.35 0.9 1.35 0.9 x x xxxxxxx xxxxx x 1.35 0.9 x x X x x xx 26 QI 0.9 0.9 0.9 0.9 0.9 0.9 0.01 0.00 x X X x x Xxxxxxx xxxx x xxxxx x x x X X X 27 KK STRT x x x x x x X X xxxxxxx xxxxx Xxx 28 BA 0.0033 29 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu 30 Q1 0.01 0.01 0.01 0.02 0.01 0.01 0.01 0.02 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-1 KNOWN AS HEC1 ()AN 73), HECIGS, 0.02 0.03 HECIDB. AND HECIKW. 31 QI 0.06 0.06 0.06 0.06 0.06 0.09 0.1 0.13 0.13 0.16 THE DEFINITION$ OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH 32 QI 0.1 0.13 0.16 0.17 0.2 0.2 0.23 0.23 THE 1973 -STYLE INPUT STRUCTURE. 0.23 0.27 THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS 33 QI 0.3 0.33 0.4 0.4 0.43 0.46 0.53 0.56 IS THE FORTRAN 77 VE0.SION 0.59 0.62 NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE . SINGLE EVENT DAMAGE CALCULATION, 34 QI 0.4 0.4 0.56 0.56 0.53 0.53 0.47 0.5 DSS:WRITE STAGE FREQUENCY, 0.72 0.76 DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT 35 QI 0.82 0.85 1.01 1.01 0.67 0.67 0.79 0.76 INFILTRATION 0.76 0.73 ' KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 36 QI 0.7 0.67 0.54 0.54 0.07 0.07 0.04 0.04 0.1 0.11 37 QI 0.11 0.07 0.08 0.08 0.04 0.01 0.05 0.08 1 HEC -1 INPUT 0.05 0.01 PAGE 1 38 Qi 0.05 0.05 0.05 0.02 0.05 0.02 0.05 0.02 0.05 0.02 LINE 39 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 ' •DIAGRAM 40 KK HC1 1 ID aaee ae aa•eeeeesee eee°°ee°°°ee eeeeeeeeeeeeceseeeeeeaeeaaeeeee 41 KM Combine runoff from ONOFF and STRT eeeeee°°°e 2 ID Enclave at la Quinta 42 HC 2 3 ID Existing Conditions 43 ZZ 4 ID 1 SCHEMATIC DIAGRAM OF STREAM NETWORK 5 ID 100- year /24 -Hour storm INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW 6 ID NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 7 ID RCFCBWCD shortcut method used t0 generate the Watershed hydrog raphs. 14 ONOFF 8 ID 9 ID 27 STRT 10 ID 4O HC1............ ee e: ea ae ee ee sessea eaaaa eeeee ••eeees aaee ea asses aaaaaaa •e see see a eeeaeess ( °Q°) RUNOFF AL50 COMPUTED AT THIS LOCATION 12 n 15 0 0 192 leeeeaeueaee ee eeeaeaaaeeaeaaeaeeeeeeee °aa..aaaaaeeeae...ae. a. a.eeeeee.eee eee 13 Io 0 ° a - ° FLOOD HYDROGRAPH PACKAGE (HEC -1) ° Page 1 Page 2 ENC24EX ENC24EX U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 15 BA SUBBASIN CHARACTERISTICS HYDROLOGIC ENGINEERING CENTER ° TAREA .31 SUBBASIN AREA ° VERSION 4.1 609 SECOND STREET . s a DAVIS � CALIFORNIA 95616 ° RUN DATE 12AUG08 TIME 16:00:19 ° _ s ° eaaeeeeea .a.ee...aee..+eee +.seeeenn . naenn°°. nn°°°° eeeeaeaaeeeeeeeeeeeeen ..nneneeeeee.e....eessee (9 16) 756 -1104 e ° . . °. eee .e+..ee ..............n....n.. ..... seaseeeeaeeaee ...........eennee nn.ae +a.a ssss. +.sea se........ea..eee..eee ' ae.eeee+.eeeess +aaann +. even+ a... as° nnnnnnneeeeee. eeee. HYDROGRAPH AT eea. s° ea.. STATION e. ...eeen.enen.e.e.eeeeeeeeee..ae ONOFF eneeeaeneeeaeee a DA MON .e.en....a........e HRMN ORD FLOW ° DA MON HRMN ORD FLOW • DA MON HRMN ORD FLOW ..°°... e.°°°°°e... e.......... e°°een° e°° ee ............................. ° DA MON HRMN ORD FLOW Enclave at la Quinta ° 1 0000 1 1. 1 1200 49 34. ° 2 0000 97 0: Existing Conditions ° 2 1200 145 0. 1 0015 2 1. 1 1215 50 38. ° 2 0015 98 0. ° 2 1215 146 0. 1 0030 3 1. ° 1 1230 51 44. 2 0030 99 0. 100- year /24 -Hour storm ° 2 1230 147 0. 1 0045 4 2. 1 1245 52 48. ° 2 0045 100 0. ° 2 1245 148 0. 1 0100 5 1. ° 1 1300 53 63. 2 0100 101 0. RCFC&WCD shortcut method used to generate the watershed hydrographs. 2 1300 149 0. ' 1 0115 6 1. 1 1315 54 63. ° 2 0115 102 0. ° 2 1315 150 0. 1 0130 7 1. ° 1 1330 55 31. 2 0130 103 0. ° 2 1330 151 0. 1 0145 8 2. ° 1 1345 56 31. ° 2 0145 104 0. ° 2 1345 152 0. 1 0200 9 2. 1 1400 57 44. ° 2 0200 105 0. ° 2 1400 153 0. ......ee... n.. e.ee ..................... ..eee.....ee............e.e.... 1 0215 10 2. ° 1 1415 58 41. ° 2 0215 106 0.' ° 2 1415 154 0. 13 IO OUTPUT CONTROL VARIABLES 1 0230 11 2. ° 1 1430 59 42. 2 0230 107 0. IPRHT 0 PRINT CONTROL ° 2 1430 155 0. IPLOT 0 PLOT CONTROL 1 0245 12 2. ° 1 1445 60 39. ° 2 0245 108 0. QSCAL 0. HYDROGRAPH PLOT SCALE ° 2 1445 156 0. 1 0300 13 2. ° 1 1500 61 36. 2 0300 109 0. IT HYDROGRAPH TIME DATA ° 2 1500 157 O. NMIN 15 MINUTES IN COMPUTATION INTERVAL 1 0315 14 2. 1 1515 62 34. 2 0315 110 0. IDATE 1 0 STARTING DATE ° 2 1515 158 0. ITIME 0000 STARTING TIME 1 0330 15 2. ° 1 1530 63 22. 2 0330 111 0. NQ 192 NUMBER OF HYDROGRAPH ORDINATES ° 2 1530 159 0. NDDATE 2 0 ENDING DATE 1 0345 16 3. ° 1 1545 64 23. 2 0345 112 0. NDTIME 2345 ENDING TIME ° 2 1545 160 0. ICENT 19 CENTURY MARK 1 0400 17 3. ° 1 1600 65 2. ° 2 0400 113 0. ° 2 1600 161 0. COMPUTATION INTERVAL .25 HOURS 1 0415 18 3. ° 1 1615 66 2. ° 2 0415 114 0. TOTAL TIME BASE 47.75 HOURS ° 2 1615 162 0. 1 0430 19 3. ° 1 1630 67 1. ° 2 0430 115 0. ENGLISH UNITS ° 2 1630 163 0. DRAINAGE AREA SQUARE MILES 1 0445 20 4. ° 1 1645 68 1. ° 2 0445 116 0. PRECIPITATION DEPTH INCHES ° 2 1645 164 0. LENGTH. ELEVATION FEET 1 0500 21 3. ° 1 1700 69 2. ° 2 0500 117 0. FLOW CUBIC FEET PER SECOND ° 2 1700 165 0. STORAGE VOLUME ACRE -FEET ' 1 0515 22 3. ° 1 1715 70 2. ° 2 0515 118 0. SURFACE AREA ACRES ° 2 1715 166 0. TEMPERATURE DEGREES FAHRENHEIT 1 0530 23 4. ° 1 1730 71 2. ° 2 0530 119 0. ° 2 1730 167 0. 1 0545 24 4. ° 1 1745 72 2. ° 2 0545 120 0. ° 2 1745 168 0. .•. •e. ... ... °.. ... .n. ... °.. ... n.• e.. ne..e. ... 1 0600 25 4. ° 1 1800 73 2. ° 2 0600 121 0. ° 2 1800 169 0. 1 0615 26 4. 1 1815 74 2. 2 0615 122 0. ` 2 1815 170 0. .............. 1 0630 27 4. ° 1 1830 75 1. 2 0630 123 0. ° 2 1830 171 0. 14 KK • ONOFF ° 1 0645 28 4. ° 1 1845 76 1. 2 0645 124 0. ° 2 1845 172 0. 1 0700 29 4. ° 1 1900 77 1. 2 0700 125 0. .e.....e.ea a.e ° 2 1900 173 0. Runoff from offsite area and onsite project area 1 0715 30 5. ° 1 1915 78 2. ° 2 0715 126 0. ° 2 1915 174 0. 1 0730 31 5. 1 1930 79 1. ° 2 0730 127 0. SUBBASIN RUNOFF DATA ° 2 1930 175 0. Page 3 Page 4 ENC24EX ENC24EX ' 1 0745 32 6. 1 1945 80 1. 2 0745 128 0. ° ° 2 1945 176 0. DA MON HRMN ORD FLOW ° DA MON HRMN ORD FLOW ° DA MON HRMN ORD FLOW 1 0800 33 7. ° 1 2000 81 1. ° 2 0800 129 0. ° DA MON HRMN ORD FLOW , ' 2 2000 177 0. 1 0815 34 7.- 1 2015 82 1. • 2 0815 130 0. ' 2 2015 178 0. 1 0000 1 0. 1 1200 49 1. 2 0000 97 0. 1 0830 35 1. 1 2030 83 1. 2 0830 131 0. ° 2 1200 145 0. ° 2 2030 179 0. 1 0015 2 0. ° 1 1215 50 1. 2 0015 98 0. 1 0845 36 4. 1 2045 84 1. 2 0845 132 0. 2 1215 146 0. ° 2 2045 180 0. 1 0030 3 0. 1 1230 51 1. 2 0030 99 0. 1 0900 37 11. 1 2100 85 1. 2 0900 133 0. ° 2 1230 147 0. ° 2 2100 181 0. 1 0045 4 0. ° 1 1245 52 1. 2 0045 100 0. 1 0915 38 14. 1 2115 86 1. 2 0915 134 0. 2 1245 148 0. 2 2115 182 0. 1 0100 5 0. ° 1 1300 53 1. ° 2 0100 101 0. ' 1 0930 39 18. 1 2130 87 1. 2 0930 135 0. 2 1300 149 0. ° 2 2130 183 0. 1 0115 6 0. ° 1 1315 54 1. ° 2 0115 102 0. - 1 0945 40 21. ° 1 2145 88 1. ° 2 0945 136 0. ° 2 1315 150 0. ° 2 2145 184 0. 1 0130 7 0. 1 1330 55 1. ° 2 0130 103 0. 1 1000 41 1. ° 1 2200 89 1. ° 2 1000 137 0. ° 2 1330 151 0. , ° 2 2200 185 0. 1 0145 8 0. ° 1 1345 56 1: ° 2 0145 104 0. 1 1015 42 1. ° 1 2215 90 1. ° 2 1015 138 0. ° 2 1345 152 0. ° 2 2215 186 0. - 1 0200 9 0. 1 1400 57 1. 2 0200 105 0. 1 1030 43 17. ° 1 2230 91 1. ° 2 1030 139 0. ° 2 1400 153 0. ° 2 2230 187 0. 1 0215 10 0. ° 1 1415 58 .1. ° 2 0215 106 0. 1 1045 44 17. ° 1 2245 92 1. ° 2 1045 140 0. ° 2 1415 154 0. ° 2 2245 188 0: 1 0230 11 0. ° 1 1430 59 1. 2 0230 107 0. 1 1100 45 15. ° 1 2300 93 1. ° 2 1100 141 0. 2 1430 155 0. ° 2 2300 189 0. 1 0245 12 0. ° 1 1445 60 1. ° 2 0245 108 0. 1 1115 46 15. ° 1 2315 94 1. ° 2 1115 142 0. ° 2 1445 156 0. ° 2 2315 190 0. 1 0300 13 0. 1 1500 61 1. 2 0300 109 0. 1 1130 47 10. • 1 2330 95 1. ° 2 1130 143 0. ° 2 1500 157 0. ` 2 2330 191 0. 1 0315 14 0. 1 1515 62 1. ° 2 0315 110 0. 1 1145 48 13. 1 2345 96 1. ° 2 1145 144 0. 2 1515 158 0. ° 2 2345 192 0. 1 0330 15 0. 1 1530 63 1. ° 2 0330 111 0. n n n 2 1530 159 0. ° 1 0345 16 0. 1 1545 64 1. 2 0345 112 0. ° 2 1545 160 0. nnnnnn.......... nnnnnnnnnnn.. na. a........ n. n.. nnn. n. nnann ......... ............................... 1 0400 17 0. ° 1 1600 65 0. ° 2 0400 113 0. ... .......n...nnn ................. ° 2 1600 161 0. 1 0415 18 0. 1 1615 66 0. ° 2 0415 114 0. PEAK FLOW TIME MAXIMUM AVERAGE FLOW ° 2 1615 162 0. 6 -HR 24 -HR 72 -HR 47.75 -HR 1 0430 19 0. 1 1630 67 0. ° 2 0430 115 0. + (CFS) (MR) ° 2 1630 163 0. (CFS) 1 0445 20 0. 1 1645 68 0. 2 0445 116 0. + 63. 13.25 30. 10. 5. 5. ° 2 1645 164 0. (INCHES) .899 1.167 1.168 1.168 1 0500 21 '0. ° 1 1700 69 0. ° 2 0500 117 0. (AC -FT 15. 19. 19. 19. ° 2 1 1700 0515 165 22 0. 0. 1 1715 70 0. 2 0515 118 0. CUMULATIVE AREA = .31 SO MI ° 2 1715 166 0. ' 1 0530 23 0. ° 1 1730 71 0. ° 2 0530 119 0. ° 2 1730 167 0. 1 0545 24 0. ° 1 1745 72 0. ° 2 0545 120 0. ° 2 1745 168 0. ....nn ..n ............. n ......................n ........................... 1 0600 2S 0. ° 1 1800 73 0. ° 2 0600 121 0. ... ... ... ... ... ... ..n ...... ° 2 1800 169 0. 1 0615 26 0. • 1 1815 74 0. 2 0615 122 0. ° 2 1815 170 0. •• °•• °......•• 1 0630 27 0. • 1 1830 75 0. ° 2 0630 123 0. ° 2 1830 171 0. 27 KK ° STRT 1 ° 2 0645 1845 28 172 0. 0. 1 1845 76 0. ° 2 0645 124 0. n . 1 0700 29 0. 1 1900 77 0. 2 0700 125 0. .............• 2 1900 173 0. Runoff from halfwidth of existing perimeter streets, Monroe Street 1 0715 30 0. ° 1 1915 78 0. ° 2 0715 126 0. and AVenu ° 2 1915 174 0. 1 0730 31 0. ° 1 1930 79 0. • .2 0730 127 0. SUBBASIN RUNOFF DATA ' 2 1930 17S 0. 1 0745 32 0. ° 1 1945 80 0. 2 0745 128 0. 28 BA SUBBASIN CHARACTERISTICS ' 2 1945 176 0. TAREA .00 SUBBASIN AREA 1 0800 33 0. 1 2000 81 0. 2 0800 129 0. ° 2 2000 177 0. • °° 1 0815 34 0. ° 1 2015 82 0. 2 0815 130 0. ° 2 2015 178 0. 1 0830 35 0. ` 1 2030 83 0. ° 2 0830 131 0. ............ n........ n ............... n... n...... n................. ........n...................... ° 2 2030 179 0. .................................. 1 0845 36 0. 1 2045 84 0. ° 2 0845 132 0. ° 2 2045 180 0. MYOROGRAPH AT STATION STRT 1 0900 37 1. ° 1 '2100 85 0. 2 0900 133 0. ° 2 2100 181 0. 1 0915 38 1. ° 1 2115 86 0. 2 0915 134 0. ......... n. e. n..... n .............nnn...... n................. n... n. ............................... . 2 2115 182 0. ... ..........n.n.....n.n.......... 1 0930 39 1. ° 1 2130 87 0. ° 2 0930 135 0. + • 2 2130 183 0. Page 5 Page 6 ........... ..................:............ O O O O O O O O O O O O O O O O O O O O O O O O C O O O O O O O O O O O O O O O O O m P O P O O O O O O O O O O 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O N N N H ry ry ry N N N N N N N ry ry N ry N N N N ry N N N N N N N N N N N N N N N N N N N N ry N ry b b b b e « b b b b b b b b b b « b e b b b b b b b b e « b b b « b e b b b b b e b . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N N N H N N H N N N N N N N N H H H .-1 N N N N N N ry N N N N N ry N N N N ry ry b b b b b b « b b b b b b b b b b e « e e b « b b e b b b b b « b b « b b b e b b b . .- � °rvONONpN °N° NON °N °mOm °m °m° V OmOmpdOdOdpvONOmO�OmOmOmOnOnO�OmO� -IO yip �-Ip rvp�pNp�i O �i O.- IO.miO�O.d N H N�.N- IH.mi.Nimimi.Ni wNlmd .Ndmd �.ni mlmi .Oi .Pdmd N. OiNmin.OiN.ViN.miN.�INONn -IN.nj N�n-1 rpn �n- 1r�+��n- IM.nlmnd rv+l �4m�4m�m mi mm- Imm- IPm-Id �m-idtivtiv�m�m- IVPV.PjO OmPm00�+ rlOmv�dOOin.- IOm�ndOO NrN•IOmvidpO�+tiOmv�dOO�NO m�nvOOmmiOm�ndOOm •�yOmv�vOON�m-IOmviv OO�+NO mine m.Nd m,°nm� p �.i�mv d vO�.d�m�dwn0 �.•I�m�d NO�tinm�v �p�.- I�m���O�n.PIn.PIn Pd oop N bOnmHevDNaNO�iry �t�v OVin OnOnOnO Ni�rv�rv�rv� OHO ~O 0 0 0 0 0 0 OHO O O O O OHO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 « b b b e b b b b b b b ... b b « e b « b b e b b b b b b b b b b b b e b « b b b O m O e Q £ V FO Q> e b b.... ««« o r z b« b e e« e e Si o�mn.•i b r « in o rN a 3 0 0 0 0 0 0 0 0 0 1 u m b a 6dQ S u0 Oj m m d d iD i0 Vn r K u « o a s > a o i ° P N -X by m P P P P P P P FO m m O O O N N N m n OZ d Q O m £ry ry o e E W £ m n u b O £ N N N N ry N ry N N O N H N N N N V- 2 Z mo 11 « Ory Q b « e b e « e e b b j « e e b e « « « FF �QQ' a gp •O •O •O O •O •O O O O Wu J O V 3� •O •O ti O O N N N H O •-I U O J .b .b .-� ry .� .b UU £ S£ ZQ b QaQp u v U VVK w V_ O P O O O ObdO.im NOO mopd�Nm�OPn�m� O > Oa O�Dm v.- �v. -�v.b v.- �v.- Id. -IV.d d.-IV •-1 £ O S KO 'A". .1 N v O O O O O r N Z O O O d 00�� -1O mv�d00N��-10 2£ 00���•IOm�n<00��•1 ti ON. -�rvmrvv rvO m.-Im ml- . b « s e a g O�tirvmrvv rvO m.dm rvON0 rvOrv0 rv.l N. -�rv.i rv.iry CS OtiO�iO�titititi ZO u V £ ¢ N N N N N H N N H Y V QO N N N N N N Q v O O b b « « « « « e e a 0 a ENC24EX ° 2 .2345 192 0. ........................ +. ..nnnnnaaaeaeeea.ea. °e . eee...+.nn. PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6 -HR 24 -HR 72-14R 47.75 -HR + (CFS) (HR) (CFS) + 65. 13.25 31. 10. 5. 5. (INCHES) .909 1.186 1.188 1.188 (AC -FT) 15. 20. 20. 20. 'CUMULATIVE AREA = .31 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND ' TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW.FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + r 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT ONOFF 63. 13.25 30. 10. S. .31 HVDROGRAPH AT STRT 1. 13.00 1. 0. 0. .00 2 COMBINED AT + HC1 65. 13.25 31. 10. 5. .31 ees NORMAL END OF HEC -1 °n+ 'l Page 9 ENC6PR l+a + nnnanaaaanaannnanananana nannnnaanan +nna ° FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET a DAVIS, CALIFORNIA 95616 ° RUN DATE 13A0008 TIME 07:22:20 n a (916) 756 -1104 ° ......++ a. aaa+.a +a +aa+a +aeaa +.anonananaaa .. aa++. nn +aaa.++. +aa +.a.aaannnaaaa +nnaa x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (]AN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION, NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -I INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 °DIAGRAM D .............. . 1 n.. annaan.. Inn. n. n...+ a. a +n+..+. +... +.a....a... +.....n.. 2 ID Enclave at la Quinta 3 ID Proposed Conditions / Retention Basin Design 4 ID 5 ID 100 - year /6 -Hour storm 6 ID 7 ID RCFCBWCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID 11 ID aaannnnannnannnnnaannannnnn n+++++ aana a+ +an++nn+aaan+aa +naa+an++aa ++aa+ 12 IT 5 0 0 576 13 10 5 Page 1 ENC6PR 14 KK MNRO ' 15 BA 0.0075 16 KM Runoff from half -width of Monroe St 17 QI 0.13 0.06 0.06 0.06 0.06 0.23 0.23 0.23 0.23 0.23 18 Q1 0.23 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 19 Q1 0.4 0.4 0.4 0.58 0.4 0.58 0.58 0.58 0.58 0.58 20 QI 0.58 0.58 0.75 0.75 0.75 0.75 0.75 0.93 0.93 0.93 21 QI 1.1 1.27 1.45 1.45 1.62 1.62 1.79 1.79 1.97 2.14 22 QI 2,31 2.49 2.66 2.66 2.83 3.01 3.18 3.18 3.35 3.53 23 QI 4.4 5.26 5.78 6.3 7.17 8.73 2.31 0.58 0.06 0.13 ' 24 QI 0.08 0.05 0.01 0.00 25 KK ON1 26 BA 0.0549 27 KM Runoff from onsite area 1 28 QI 0.95 1.02 1.02 1.02 1.02 2.29 2.29 2.29 2.29 2.29 29 QI 2.29 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 30 QI 3.55 3.55 3.55 4.82 3.55 4.82 4.82 4.82 4.82 4.82 31 QI 4.82 4.82 6.08 6.08 6.08 6.08 6.08 7.35 7.35 7.35 32 QI 8.61 9.88 11.14 11.14 12.41 12.41 13.67 13.67 14.94 2 . 33 Q1 17.47 18.73 20 20 21.26 22.53 23.79 23.79 25.06 26.32 34 Qi 32.65 38.97 42.77 46.56 52.89 64.27 17.47 4.82 1.02 0.95 35 Q1 0.57 0.38 0.01 0.00 36 KK 81 37 BA 0.0048 38 KM Runoff direct to basin 1 39 QI 0.55 0.67 0.67 0.67 0.67 0.78 0.78 0.78 0.78 0.78 40 QI 0.78 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 41 QI 0.89 0.89 0.89 1 0.89 1 1 1 1 1 42 QI 1 1 1.11 1.11 1.11 1.11 1.11 1.22 1.22 1.22 43 QI 1.33 1.44 1.55 1.55 1.66 1.66 1.77 1.77 1.88 2 44 QI 2.11 2.22 2.33 2.33 2.44 2.55 2.66 2.66 2.77 2 88 45 QI 3.44 3.99 4.32 4.66 5.21 6.21 2.11 1 0.67 O.SS 46 Q1 0.33 0.22 0.01 0.00 1 NEC -1 INPUT PAGE 2 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 47 KK MCI 48 KM combine runoff from MNRO, ON1 and B1 49 HC 3 50 KK RB1 Page 2 • s ENC6PR C7 51 KM Route through basin 1 (20' weir at elev 407.3) 90 52 RS 1 ELEV 402.3 1 1 1 .1 .1 1.1 1.1 53 SA 1.78 1.89 2.00 2.12 2.24 2.37 2.43 2.50 QI 1.2 54 SQ 0.0 0.0 0.0 0.0 0.0 0.0 21.2 60.0 55 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 2 2.1 56 KK RBAS1 2.4 2.4 2.5 2.6 " 57 KM Route overflow from basin 1 to basin 2 QI 3.1 3.6 3.9 4.2 58 RS 20 FLOW 1 0.5 59 RC 0.025 0.025 0.025 515.0 .0035 0.2 0.01 0.00 60 RK 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 61 Rv 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 LINE i ID....... 62 KK ON2 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 95 63 BA 0.0406 96 KM 64 KM Runoff from onsite area 2 ON2, ON3 and B2 97 HC 4 65 QI 0.7 0.76 0.76 0.76 0.76 1.69 1.69 1.69 1.69 1.69 99 KM Route through basin 2 (20' weir 66 QI 1.69 2.63 2.63 2.63 2.63 2.63 2.63 2.63 2.63 2.63 101 SA 1.24 1.36 1.48 1.61 1.74 1.87 67 QI 2.63 2.63 2.63 3.56 2.63 3.56 3.56 3.56 3.56 3.56 103 SE 395.6 396.6 397.6 398.6 399.6 400.6 401.6 68 Q1 3.56 3.56 4.5 4.5 4.5 4.5 4.5 5.43 5.43 5.43 105 BA 0.0277 106 69 QI 6.37 7.3 8.24, 8.24 9.17 9.17 10.1 10.1 11.04 11.97 0.48 0.52 0.52 " 0.52 0.52 1.15 1.15 1.15 1.15 1.15 70 QI 12.91 13.84 14.78 14.78 15.71 16.65 17.58 17.58 18.52 19.45 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 71 QI 24.13 28.8 31.61 34.41 39.09 47.5 12.91 3.56 0.76 0.7 1.79 2.43 1.79 2.43 2.43 2.43 2.43 2.43 72 QI 0.42 0.28 0.01 0.00 110 QI 2.43 2.43 3.07 3.07 73 KK ON3 3.71 3.71 3.71 74 BA 0.0428 111 QI 4.34 4.98 5.62 5.62 6.26 6.26 75 KM - Runoff from onsite area 3 76 QI 0.74 0.8 0.8 0.8 0.8 1.78 1.78 1.78 1.78 1.78 12 12 12.64 13.27 77 QI 1.78 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 0.52 0.48 78 QI 2.77 2.77 2.77 3.75 2.77 3.75 3.75 3.75 3.75 3.75 79 QI 3.75 3.75 4.74 4.74 4.74 4.74 4.74 5.72 5.72 5.72 0.0083 117 KM Runoff 80 QI 6.71 7.69 8.68 8.68 9.66 9.66 10.65 10.65 11.63 12.62 0.07 0.07 0.26 0.26 0.26 0.26 0.26 81 QI 13.61 14.59 15.58 15.58 16.56 17.55 18.53 18.53 19.52 20.5 0.45 0.45 0.45 0.45 0.45 0.45 82 QI 25.43 30.36 33.31 36.27 41.19 50.06 13.61 3.75 0.8 0.74 0.64 0.64 0.64 0.64 83 QI 0.44 0.3 0.01 0.00 0.83 0.83 0.83 0.83 0.83 1.02 84 KK B2 85 BA 0.0043 1.4 1.59 1.59 1.78 1.78 1.97 1.97 2.16 2.35 86 KM Runoff direct to basin 2 123 87 QI 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 124 QI 4.83 88 QI 0.7 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 125 QI 0.09 0.06 0.01 89 QI 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 0.9 0.9 Page 3 C7 Page 4 ENC6PR 90 Qi 0.9 0.9 1 1 1 1 1 .1 .1 1.1 1.1 91 QI 1.2 1.3 1.4 1.4 1.5 1.5 1.6 1.6 1.7 1.8 92 QI 1.9 2 2.1 2.1 2.2 2.3 2.4 2.4 2.5 2.6 93 QI 3.1 3.6 3.9 4.2 4.7 5.6 1.9 0.9 0.6 0.5 94 QI 0.3 0.2 0.01 0.00 1 HEC -1 INPUT PAGE 3 LINE ID....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 95 KK HC2 96 KM combine overflow from basin 1, and runoff from ON2, ON3 and B2 97 HC 4 98 KK R82 99 KM Route through basin 2 (20' weir at elev 400.6) 100 RS 1 ELEv 395.6 101 SA 1.24 1.36 1.48 1.61 1.74 1.87 2.01 102 SQ 0.0 0.0 0.0 0.0 0.0 0.0 60.0 103 SE 395.6 396.6 397.6 398.6 399.6 400.6 401.6 104 KK ON4 105 BA 0.0277 106 KM Runoff from onsite area 4 107 QI 0.48 0.52 0.52 " 0.52 0.52 1.15 1.15 1.15 1.15 1.15 108 QI 1.15 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 109 Q1 1.79 1.79 1.79 2.43 1.79 2.43 2.43 2.43 2.43 2.43 110 QI 2.43 2.43 3.07 3.07 3.07 3.07 3.07 3.71 3.71 3.71 111 QI 4.34 4.98 5.62 5.62 6.26 6.26 6.89 6.89 7.53 8.17 112 QI 8.81 9.45 10.08 10.08 10.72 11.36 12 12 12.64 13.27 113 QI 16.46 19.65 21.57 23.48 26.67 32.41 8.81 2.43 0.52 0.48 114 QI 0.29 0.19 0.01 0.00 115 KK Av62w " 116 BA 0.0083 117 KM Runoff from west portion of Avenue 62 118 QI 0.14 0.07 0.07 0.07 0.07 0.26 0.26 0.26 0.26 0.26 119 QI 0.26 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 120 QI 0.45 0.45 0.45 0.64 0.45 0.64 0.64 0.64 0.64 0.64 121 QI 0.64 0.64 0.83 0.83 0.83 0.83 0.83 1.02 1.02 1.02 122 QI 1.21 1.4 1.59 1.59 1.78 1.78 1.97 1.97 2.16 2.35 123 QI 2.54 2.73 2.92 2.92 3.11 3.3 3.49 3.49 3.68 3.87 124 QI 4.83 5.78 6.35 6.92 7.87 9.58 2.54 0.64 0.07 0.14 125 QI 0.09 0.06 0.01 0.00 Page 4 0 0 0 0 o N o 3 a 0 a O V- 0 1O O ry b O V a w 3 O u � O O v nl U_ O U Y m x oa a oa a o o v o Y x i � O O O O o m O O O O O 0 O O m o 0 O ° O ry ry v P e P O ap O O 3 O P O O O O O O O O O w O O ry ry v H O O LL H Of m W ry v O Q• O W W N O O O O D O O ] O O O O 1. K . m 0 0 K O a c ro rn o n o 0 0 a i . 0 0 T .. w rl ry N 0 O O � O .Oi n ti N Omi E b O O O n P ap N �D O Ot m v e L E N D v m O °o W •• _c e m o o e m o a ro m N o �°u o �o N O rF O 3 n O E O O m a0 W O O .-1 O A W e N O O O v W N n O m K Z EO G � O Q O O O e n O N ry O O O N N H ry e O U K K O V a ~O� rl N H N O H H G 'I N n1 H N N rl N N N N N N N 0 0 0 0 o N o 3 a 0 a O V- 0 1O O ry b O V a w 3 O u � O O v nl U_ O U Y m x oa a oa a o o v o Y x i � O O O O o m O O O O O 0 O O m o 0 O ° O ry ry v P e P O ap O O 3 O P O O O O O O O O O w O O ry ry v H O O LL H Of m W ry v O Q• O W W N O O O O D O O ] O O O O 1. K . m 0 0 K O a c ro rn o n o 0 0 a i . 0 0 a .0 0 ENC6PR 199 RY 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 200 KK AV62E 201 BA 0.0054 202 KM Runoff from half -width Of Avenue 62 east 203 QI 0.09 0.05 0.05 0.05 0.05 0.17 0.17 0.17 0.17 0.17204 Q1 0.17 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 205 QI 0.3 0.3 0.3 0.42 0.3 0.42 0.42 0.42 0.42 0.42206 Q1 0.42 0.42 0.55 O.SS O.SS 0.55 0.55 0.67 0.67 0.67 207 QI 0.8 0.92 1.05 1.05 1.18 1.18 1.3 1.3 1.43 1.55208 Q1 1.68 1.8 1.93 1.93 2.05 2.18 2.3 2.3 2.43 2.55209 QI 3.18 3.81 4.18 4.56 5.19 6.31 1.68 0.42 0.05 0.09 210 QI 0.06 0.04 0.01 0.00 211 KK HC5 212 KM combine overflow from basin 4 and runoff from Ave 62 213 HC 2 214 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUr LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 25 ON1 36 B1 47 HC1 ........................ V V 50 RB1 V V 56 RBAS1 62 ON2 73 ON3. 84 B2 95 HC2 ..... ............................... V V 98 RB2 104 ON4 115 AV62W 126 B3 Page 7 137 HC3 ........................... V V 140 RB3 146 OFF1 V V' 157 ROFF1 163 ON5 174 185 H6 ........................... V v 188 RB4 V 194 RBAS4 200 AV62E 211 HCS............ RUNOFF ALSO COMPUTED AT THIS LOCATION 1 °O ° ...n...n. °°°°°°° °°° ....... ° °°°°°° ............................... FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 13AUG08 TIME 07:22:20 ° ° (916) 756 -1104 ENC6PR a B4 °°°°°°°°°°°°°°°°°°°°°°°°°°.°°°°°°°°°°°° ............................... Enclave at la Quinta Proposed Conditions / Retention Basin Design 100 - year /6 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. ....................................... ............................... 13 IO OUTPUr CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL Page 8 ENC6PR ENC6PR QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH AT ON4 32. 5.42 6. 1. 1. . IT HYDROGRAPH TIME DATA .03 NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE HYDROGRAPH AT ITIME 0000 STARTING TIME _ AV62W 10. 5.42 2. 0. 0. NO 576 NUMBER OF HYDROGRAPH ORDINATES .01 NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME HYDROGRAPH AT ICENT 19 CENTURY MARK + 83 3. 5.42 1. 0. 0. .00 COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS 4 COMBINED AT ' HC3 64. 5.42 10. - 3. 1. ENGLISH UNITS +19 DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH LENGTH, ELEVATION INCHES FEET ROUTED TO R63 25. 5.67 3. 1. 0. FLOW CUBIC FEET PER SECOND .19 STORAGE VOLUME ACRE -FEET + SURFACE AREA ACRES 399.91 5.67 TEMPERATURE DEGREES FAHRENHEIT - 1 RUNOFF SUMMARY HYDROGRAPH AT OFF1 72. 5.42 12. 3. 1. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROUTED TO ROFF1 66. 5.42 12. 3. 1. BASIN MAXIMUM TIME OF .06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 99.95 5.42 + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT HYDROGRAPH AT ON5 56. 5.42 10. 2. 1. MNRO 9. 5.42 1. 0. 0.05 01 HYDROGRAPH AT + HYDROGRAPH AT B4 8. 5.42 2. 0. O. ON1 64. 5.42 11. 3. 1. .01 OS 4 COMBINED AT HYDROGRAPH AT + HC4 129. 5.42 25. 7. 3. +' 81 6. 5.42 2. 0. 0. .31 - .00 - 3 COMBINED AT ROUTED TO R64 0. .00 0. .0. 0. + MCI 79. 5.42 14. 4. 2. 31 .07 + 397.96 47.92 ROUTED TO + .07 R61 0. .00 0. 0. 0. + ROUTED TO RBA54 1. .00 0. 0. 0. + .31 405.88 47.92 + 97.01 .00 ROUTED.TO - .07 RBAS1 1. .00 O. O. 0. + HYDROGRAPH AT AV62E 6. 5.42 1. 0. 0. + .O1 97.03 .00 2 COMBINED AT HYDROGRAPH AT + HCS 6. 5.42 1. 0. O. + ON2 48. 5.42 8. 2. 1. .31 .04 HYDROGRAPH AT ON3 50. 5.42 9. 2. 1. °Q9 NORMAL END OF HEC -1 aee - 04 HYDROGRAPH AT + 82 6. 5.42 1. 0. 0. .00 4 COMBINED AT HC2 103. 5.42 18. S. 2. .15 _ ROUTED TO RB2 28. 5.50 3. 1. 0. .15 401.07 5.50 Page 9 Page 30 c • i s I•• sQ +aaeeeeae+eeeeeeeeeaaeeaae a +• + e FLOOD HYDROGRAPH PACKAGE (HEC -1) UQS. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 12AUG0S TIME 16:00:27 . (9 16) 756 -1104 ° ...•. e° seeeeaee +e.. +..+.. + + + + + +.++ +a +eaaa +a as aa+ eeaaea ++ +e. + + + ++ + + + ++ +aeeeeeeeee ENC6EX X x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx Xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 - NEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 °DIAGRAM 1 ID e°° a°++eeeea+aaaee++ee+++++++++eeeeeeee aeeeeaa+a+++++++e+••++ ++++++ee+ 2 ID Enclave at la Quinta 3 ID Existing Conditions 4 ID 5 ID 100 - year /6 -Hour storm 6 ID 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID 11 ID ee+ eeeeea•+ eaa+•++• a+ a°° a° eeeaeeeeeaee •e••• + + + + ++seeeeee +ee +eaeeeee aee 12 IT 5 0 0 576 13 IO 5 Page 1 ENC6EX 14 KK ONOFF 15 BA 0.3116 16 KM Runoff from offsite area and onsite project area 17 QI 5.38 0.42 0.42 0.42 0.42 7.6 7.6 7.6 7.6 7.6 18 QI 7.6 14.78 14.78 14.78 14.78 . 14.78 14.78 14.78 14.78 14.78 19 Q1 14.78 14.78 14.78 21.95 14.78 21.95 21.95 21.95 21.95 21.95 20 QI 21.95 21.95 29.13 29.13 29.13 29.13 29.13 36.31 36.31 36.31 21 QI 43.49 50.67 57.85 57.85 65.02 65.02 72.2 72.2 79.38 86.56 22 QI 93.74 100.92 108.09 108.09 115.27 122.45 129.63 129.63 136.81 143.99 23 QI 179.88 215.77 237.31 258.84 294.73 359.34 93.74 21.95 0.42 5.38 24 QJ 3.23 2.15 25 KK STRT 26 BA 0.0033 27 KM Runoff from halfwidth of existing perimeter streets. Monroe Street and Avenu 28 QI 0.31 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 29 QI 0.46 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 30 QI 0.54 0.54 0.54 0.61 0.54 0.61 0.61 0.61 0.61 0.61 31 QI 0.61 0.61 0.69 0.69 0.69 0.69 0.69 0.77 0.77 0.77 32 Q1 0.84 0.92 0.99 0.99 1.07 1.07 1.15 1.15 1.22 1.3 33 QI 1.37 1.45 1.52 1.52 1.6 1.68 1.75 1.75 1.83 1.9 34 QI 2.28 2.66 2.89 3.12 3.5 4.18 1.37 0.61 0.39 0.31 35 QI 0.16 0.08 36 KK HC1 37 KM combine runoff from ONOFF and STRT 38 HC 2 39 ZZ 1 SCHEMATIC DIAG0.AM OF STREAM NETWO0.K INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (c - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 25 STRT 36 HC1............ (•••) RUNOFF ALSO COMPUTED AT THIS LOCATION l+a I! ON FLOOD HYDROGRAPH PACKAGE (HEC-1) ° U•S. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° • RUN DATE 12A0008 TIME 16:00:27 ° Page 2 ENC6EX ENC6Ex (916) 756 -1104 ° °O9 NORMAL END OF HEC -1 .na ea eeee ........................nna neeaaeenennennneaeae en nnn eeenaaeeanan Enclave at la Quinta Existing Conditions 100- year /6 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. ...... ............................... 13 IO nee ...........n.................. OUTPUT CONTROL VARIABLES , I PRNT 5 PRINT CONTROL I PLOT O PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 576 NUMBER OF HYDROGRAPH ORDINATES .NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS I TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT ONOFF 359. 5.42 58. 16. 9. ' 31 HYDROGRAPH AT STRT 4. 5.42 1. 0. 0. 00 2 COMBINED AT + HC1 364. 5.42 59. 16. 9. .31 Page 3 Page 4 lnn s UaFLOOD NYDROGRAPH PACKAGE (HEC -1) ° S. ARMY CORPS OF ENGINEERS ° ]UN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° DAVIS, CALIFORNIA 95616 ° RUN DATE 13AUG08 TIME 07:22:27 ° (9 16) 756 -1104 ° ..asnnnannnnannnnn nn.n.. nn..ansen..anaana nnnnnnn. nnnnnannnn....na.n...nn....n... ENC3PR x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx TNIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (]AN 73), HECIGS, HECLDB, AND HECLKW. . THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION - NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE . SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 0 PAGE 1 LINE HEC-1 INPUT ID....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 °DIAGRAM 1 ID ....e.n.a.n...n nnnnnn.nnan.n..nn...... nnnnnn .......................... 2 ID Enclave at la Quinta 3 ID Proposed Conditions / Retention Basin Design 4 ID 5 ID 100 - year /3 -Hour storm 6 ID 7 ID RCFC&WCO shortcut method used to generate the Watershed hydrographs. 8 ID 9 ID 10 ID 11 ID ......................... nnn°..°....... ............................... 12 IT 5 0 0 576 13 IO 5 Page 1 0 ENC3PR 14 KK MNRO 15 BA 0.0075 16 KM Runoff from half -width of Monroe St 17 QI , 0.9 0.9 0.61 1.19 1.19 1.62 1.19 1.62 1.62 1.19 18 QI 1.33 1.62 2.2 2.2 2.2 1.91 2.78 2.92 2.49 2.92 19 QI 3.79 3.5 3.21 3.35 3.5 5.09 6.25 4.08 8.85 9.57 20 QI 10.87 7.55, 1.91 1.62 1.62 0.13 0.01 0.00 21 KK ON1 22 BA 0.0549 23 KM Runoff from onsite area 1 24 Q1 7.14 7.14 5.03 9.25 9.25 12.41 9.25 12.41 12.41 9.25 25 QI 10.3 12.41 16.62 16.62 16.62 14.52 20.84 21.9 18.73 21.9 26 QI 28.22 26.11 24 25.06 26.11 37.71 46.14 30.33 65.12 70.39 27 QI 79.88 55.63 14.52 12.41 12.41 0.95 0.01 0.00 28 KK el 29 BA 0.0048 30 KM Runoff direct to basin 1 31 QI 1.2 1.2 1.02 1.39 1.39 1.66 1.39 1.66 1.66 1.39 32 QI 1.48 1.66 2.03 2.03 2.03 1.85 2.4 2.49 2.22 2.49 33 QI 3.05 2.86 2.68 2.77 2.86 3.88 4.62 3.23 6.28 6.75 34 QI 7.58 5.45 1.85 1.66 1.66 0.55 0.01 0.00 35 KK NCI 36 KM combine runoff from MNRO, ON1 and B1 37 HC 3 38 KK R81 39 KM Route through basin 1 (20' weir at elev 407.3) 40 RS 1 ELEV 402.3 41 SA 1.78 1.89 2.00 2.12 2.24 2.37 2.43 2.50 42 SQ 0.0 0.0 0.0 0.0 0.0 0.0 21.2 60.0 43 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 1 NEC -1 INPUT PAGE 2 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 44 KK RBAS1 45 KM Route overflow from basin 1 to basin 2 46 RS 20 FLOW 1 47 RC 0.025 0.025 0.025 515.0 .0035 48 Rx 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 49 RY 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 Page 2 0 IF ENOPPR ENC3PR 50 KK ON2 51 BA 0.0406 ......7.......8.......9......10 52 KM Runoff from onsite area 2 KK Av62w 53 Q1 5.27 5.27 3.72 6.83 6.83 9.17 6.83 9.17 9.17 6.83 89 KM Runoff from west portion 54 QI 7.61 9.17 12.29 12.29 12.29 10.73 15.4 16.18 13.84 16.18 1.31 1.31 1.78 1.31 1.78 1.78 1.31 91 QI 1.47 55 QI 20.86 19.3 17.74 18.52 19.3 27.87 34.1 22.41 48.13 52.02 X9.17 92 56 QI 59.03 41.11 10.73 9.17 3.84 0.7 0.01 0.00 9.71 57 KK ON3 8.28 2.1 1.78 1.78 0.14 0.01 0.00 58 BA 0.0428 B3 59 KM Runoff from onsite area 3 0.0020 60 QI 5.56 5.56 3.92 7.2 7.2 9.66 7.2 9.66 9.66 7.2 97 Q1 0.51 0.51 0.43 61 QI 8.02 9.66 12.95 12.95 12.95 11.31 16.23 17.05 14.59 17.05 0.86 0.86 0.78 1.01 1.05 0.94 1.05 62 Q1 21.98 20.34 18.7 19.52 20.34 29.37 35.94 23.62 50.72 54.82 1.21 1.13 1.17 1.21 1.64 1.95 1.36 2.65 2'85100 63 QI 62.21 43.33 11.31 9.66 9.66 0.74 0.01 0.00 64 KK B2 2.3 0.78 0.7 0.7 0.23 0.01 0.00 65 BA 0.0043 HC3 66 KM Runoff direct to basin 2 combine overflow from basin 2, and runoff from 67 QI 1.08 1.08 0.92 1.25 1.25 1.5 1.25 1.5 1.5 1.25 104 KK R83 68 QI 1.33 1.5 1.83 1.83 1.83 1.67 2.17 2.25 2 2.25 106 RS 1 ELEv 394.7 69 QI 2.75 2.59 2.42 2.5 239 3.5 4.17 2.92 5.67 6.09 0.91 0.98 1.06 108 SQ 0.0 0.0 70 QI 6.84 4.92 1.67 1.5 1.5 0.5 0.01 0.00 394.7 71 KK HC2 398.7 399.7 400.7 110 KK 72 KM combine overflow from basin 1, and runoff from ON2, ON3 and B2 73 HC 4 74 KK RB2 Runoff from offsite area 1 . 75 KM Route through basin 2 (20' weir at elev 400.6) 9.48 13.09 9.48 76 RS 1 ELEv 395.6 10.68 13.09 17.91 17.91 17.91 15.5 77 SA 1.24 1.36 1.48 1.61 1.74 1.87 2.01 27.55 28.75 78 SQ 0.0 0.0 0.0 0.0 0.0 0.0 60.0 79 SE 395.6 396.6 397.6 398.6 399.6 400.6 401.6 62.48 15.5 80 KK ON4 0.01 0.00 117 KK ROFF1 81 BA 0.0277 118 KM Route OFF1 to _ 82 KM Runoff from onsite area 4 119 RS 83 01 3.6 3.6 2.54 4.66 4.66 6.26 4.66 6.26 6.26 4.66 0.017 0.017 0.017 650.0 .005 84 QI 5.19 6.26 8.38 8.38 8.38 7.32 10.51 11.04 9.45 11.04 122 Rv 100.0 99.79 99.29 99.65 99.29 99.79 100.0 85 QI 14.23 13.17 12.1 12.64 13.17 19.02 23.27 15.29 32.84 35.49 Page 4 86 QI 40.28 28.05 7.32 6.26 6.26 0.48 0.01 0.00 1 HEC-1 INPUT PAGE 3 Page 3 ENC3PR LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 87 KK Av62w 88 BA 0.0083 89 KM Runoff from west portion of Avenue 62 90 QI 0.99 0.99 0.67 1.31 1.31 1.78 1.31 1.78 1.78 1.31 91 QI 1.47 1.78 2.42 2.42 2.42 2.1 3.05 3.21 2.73 3.21 92 QI 4.16 3.84 3.53 3.68 3.84 5.59 6.85 4.48 9.71 10.5 93 QI 11.92 8.28 2.1 1.78 1.78 0.14 0.01 0.00 94 KK B3 95 BA 0.0020 96 KM Runoff direct to basin 3 97 Q1 0.51 0.51 0.43 0.58 0.58 0.7 0.58 0.7 0.7 0.58 98 QI 0.62 0.7 0.86 0.86 0.86 0.78 1.01 1.05 0.94 1.05 99 QI 1.29 1.21 1.13 1.17 1.21 1.64 1.95 1.36 2.65 2'85100 Q1 3.2 2.3 0.78 0.7 0.7 0.23 0.01 0.00 101 KK HC3 102 KM combine overflow from basin 2, and runoff from ON4, AvE62w, and B3 103 HC 4 104 KK R83 105 KM Route through basin 3 (40' weir at 399.7) 106 RS 1 ELEv 394.7 107 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 108 SQ 0.0 0.0 0.0 0.0 0.0 0.0 120.0 109 SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 110 KK OFF1 111 SA 0.0627 112 KM Runoff from offsite area 1 . 113 QI 7.07 7.07 4.66 9.48 9.48 13.09 9.48 13.09 13.09 9'4114 QI 10.68 13.09 17.91 17.91 17.91 15.5 22.73 23.93 20.32 23.93 115 QI 31.16 28.75 26.34 27.55 28.75 42 51.64 33.57 73.32 79.34 116 Q1 90.18 62.48 15.5 13.09 13.09 1.08 0.01 0.00 117 KK ROFF1 118 KM Route OFF1 to basin 4 119 RS 20 FLOW 1 120 - RC 0.017 0.017 0.017 650.0 .005 121 Rx 0 10.5 10.5 28.5 46.5 46.5 57.0 67.0 122 Rv 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 123 KK ON5 Page 4 • 0 0 ENC3PR ENC3PR HCS 160 KM combine overflow from basin 4 and runoff from Ave 62 124 BA 0.0477 162 ZZ 1 125 KM Runoff from onsite area 5 LINE (V) ROUTING 126 QI 6.19 6.19 4.36 8.02 8.02, 10.77 8.02 10.77 10.77 8.02 28 B1 35 HC1 ........................ 127 QI 8.94 10.77 14.43 14.43 14.43 12.6 18.09 19 16.26 19 V V 44 RBA51 128 QI 24.49 22.66 20.83 21.75 22.66 32.73 40.05 26.32 56.52 61.09 B2 71 HC2 ..... ............................... 129 Qi 69.33 48.28 12.6 10.77 10.77 0.82 0.01 0.00 1 80 ON4 JHEC -1 INPUT Av62w 94 PAGE 4 101 H6 ..... ............................... V LINE 104 RB3 110 OFF1 ID....... 1....... 2.. .....3.......4.......5.......6. V ......7.......8.......9......10 V 117 ROFF1 130 KK B4 DNS 130 64 137 HC4 ..... ............................... 131 BA 0.0061 V V 140 132 KM Runoff direct to basin 4 V 133 Q1 1.53 1.53 1.29 1.76 1.76 2.12 1.76 2.12 2.12 1.76 134 01 1.88 2.12 239 2.S9 2.59 2.35 3.06 3.18 2.82 3.18 135 QI 3.88 3.65 3.41 3.53 3.65 4.94 5.88 4.12 8 8.58 136 01 9.64 6.94 2.35 2.12 2.12 0.71 0.01 0.00 137 KK HC4 138 KM combine overflow from basin 3 and runoff from OFF1, ONS, and 84 139 HC 4 140 KK RB4 141 KM Route through basin 4 (40' weir at 399.6 Emergency Overflow Only) 142 RS 1 ELEV 392.60 143 SA 2.04 2.77 3.08 3.41 3.57 144 SQ 0.0 0.0 0.0 0.0 120.0 145 SE 392.60 397.60 397.61 399.60 400.60 i 146 KK RBAS4 147 KM Route emergency overflow from basin 4 south out of the project site 148 RS 20 FLOW 1 149 RC 0.017 0.017 0.017 550.0 .004 150 RK 0.0 4.0 5.6 1S.6 76.6 86.6 88.2 92.2 151 Rv 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 152 KK AV62E 153 BA 0.0054 154 KM Runoff from half -width of Avenue 62 east 155 QI 0.65 0.65 0.44 0.86 0.86 1.18 0.86 1.18 1.18 0.86 156 QI 0.97 1.18 1.59 1.59 1.59 1.38 2.01 2.12 1.8 2.12 157 QI 2.74 2.53 2.32 2.43 2.53 3.68 4.52 2.9S 6.4 6.92. 158 QI 7.86 5.46 1.38 1.18 1.18 0.09 0.01 0.00 Page 5 0 0 Page 6 L ENC3PR 159 KK HCS 160 KM combine overflow from basin 4 and runoff from Ave 62 161 HC 2 162 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK ' INPUT ' LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 21 ON1 28 B1 35 HC1 ........................ V V 38 R81 V V 44 RBA51 50 ON2 57 ON3 64 B2 71 HC2 ..... ............................... V V 74 RB2 80 ON4 87 Av62w 94 B3 101 H6 ..... ............................... V V 104 RB3 110 OFF1 V V 117 ROFF1 123 DNS 130 64 137 HC4 ..... ............................... V V 140 Rs4 V V 146 RBAS4 Page 6 L ( ENC3PR ENC3PR STORAGE - OUTFLOW TABLE 152 Av62E WARNING - -- ROUTED OUTFLOW ( 83.) I$ GREATE0. THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE 159 HCS............ WARNING - -- ROUTED OUTFLOW ( 86.) I$ GREATER THAN MAXIMUM OUTFLOW ( 79.) IN (aaa) RUNOFF ALSO COMPUTED AT THIS LOCATION STORAGE- OUTFLOW TABLE leannnnananaee aanaaneeeaanaaae°ae en eneaaaa nnneeannaaaanaanesne aaaaaannnaaaaaa WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE HYDROGRAPH PACKAGE (HEC -1) ° ° WARNING --- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN U,FLOOD S. ARMY CORPS OF ENGINEERS ° STORAGE - OUTFLOW TABLE JUN 1998" HYDROLOGIC ENGINEERING CENTER ° n WARNING --- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ° VERSION 4.1 ° ° STORAGE - OUTFLOW TABLE 609 SECOND STREET ° e e a WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN DAVIS , CALIFORNIA 95616 STORAGE - OUTFLOW TABLE ° RUN DATE 13A0008 TIME 07:22:27 (916) 7$6-1104 WARNING --- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE • eee °eeeaeaaaeeaaa °eeeaeeeeaaa ea eeen °eee ° WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN n°° ea° n° nnaaaeannannnnnnnnnnnanannennna STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE nnaaaaaaeaaaa. eee°aaea°° nn°°a°°s ea ea°°° aaanaaannnnennnnnannnneennannnn Enclave at la Quinta WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE Proposed Conditions / Retention Basin Design WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE " 100- year /3 -Hour storm WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN RCFC&WCD shortcut method used to generate the watershed hydrograph5. STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE ' WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW (' 79.) IN n eee° nnenneen°°°°°° ne°a ena na nene enn°° en ananannnnnnnnennneannnnnnennenn STORAGE- OUTFLOW TABLE 13 I0 OUTPUT CONTROL VARIABLES WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IPRNT 5 PRINT CONTROL STORAGE-OUTFLOW TABLE IPLOT O PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL WARNING --- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IDATE 1 0 STARTING DATE STORAGE-OUTFLOW TABLE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYOROGRAPH ORDINATES WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN NDDATE 2 0 ENDING DATE STORAGE - OUTFLOW TABLE NDTIME 2355 ENDING TIME KENT 19 CENTURY MARK WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE ENGLISH UNITS DRAINAGE AREA SQUARE MILES WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN PRECIPITATION DEPTH INCHES STORAGE- OUTFLOW TABLE LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE VOLUME ACRE -FEET STORAGE- OUTFLOW TABLE .SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 81.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN Page 7 Page 8 ENC3PR ENC3PR WARNING --- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 4 COMBINED AT STORAGE - OUTFLOW TABLE HC2 128. 2.50 1$. S. 2. 15 WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE ROUTED TO RB2 25. 2.67 3. 1. 0. WA0.NING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .15 STORAGE - OUTFLOW TABLE + 401.01 2.67 WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE + HYDROGRAPH AT ON4 40. 2.50 6. 1. 1. WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .03 STORAGE - OUTFLOW TABLE HYDROGRAPH AT WARNING - -- ROUTED OUTFLOW ( 81.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + AV62W 12. 2.SO, 2. 0. 0. STORAGE - OUTFLOW TABLE .01 WARNING - -- ROUTED OUTFLOW ( 89.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT STORAGE-OUTFLOW TABLE + 83 3. 2.50 1. 0. 0. .00 WARNING - -- ROUTED OUTFLOW ( 80.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE 4 COMBINED AT HC3 55. 2.58 11. 3. 1. WARNING - -- ROUTED OUTFLOW ( 89.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .19 STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 79.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ROUTED TO' R83 27. 2.92 3. 1. 0. STORAGE - OUTFLOW TABLE 19 - WARNING - -- ROUTED OUTFLOW ( 90.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 399.92 2.92 STORAGE - OUTFLOW TABLE 1 HYDROGRAPH AT RUNOFF SUMMARY + OFF1 90. 2.50 12. 3. 2. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROFF1 90. 2.50 12. 3. 2. BASIN MAXIMUM TIME OF 06 ' OPERATION STATION AREA STAGE MAX STAGE FLOW PEAK + 100.04 2.50 + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT HYDROGRAPH AT ON5 69. 2.50 10. 2. 1. MNRO +01 11. 2.50 2. 0. 0. .05 HYDROGRAPH AT HYDROGRAPH AT 84 10. 2.50 2. 0. 0. ON1 80. 2.50 11. 3. 1.01 ' 05 HYDROGRAPH AT 4 COMBINED AT HC4 169. 2.50 27. 7. 3. + 81 8. 2.50 1. 0. 0.31 .00 3 COMBINED AT ROUTED TO R84 0. .00 0. 0. 0. + HC1 98. 2.50 14. 4. 2.31 .07 + 398.07 47.92 ROUTED TO + RB1 0. .00 0. 0. 0. ROUTED TO .07 RBAS4 1. .00 0. 0. 0. +31 405.88 47.92 + 97.01 .00 ROUTED TO RBAS1 1. .00 0. 0. 0. HYDROGRAPH AT ,07 + AV62E '8. 2.50 1. 0. 0. O1 97.03 .00 2 COMBINED AT HYDROGRAPH AT + HC5 8. 2.50 1. O. 0. + ON2 59. 2.50 8. 2. 1. .31 .04 HYDROGRAPH AT ON3 62. 2.50 9. 2. 1. O °° NORMAL END OF HEC -1 eee 04 HYOROGRAPH AT + 82 7. 2.50 1. 0. 0. .00 Page 9 Page 10 lan n . aaaann ..aaaa..seeaa..eseeeee.. eene..nnn.ee.. nnn.naeaeea.aeen. e. s..e.e ° FLOOD HYDROGRAPH PACKAGE (NEC -1) ° U.S. ARMY CORPS OF ENGINEERS JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET n OAVI S, CALIFORNIA 95616 ° ° RUN DATE 12AUG08 TIME 16:00:33 ° (916) 756 -1104 ° nnnnnnnnaa .aannn.n..a.a.........ee...e... nnnnnnnn .n....nnn ...................... ENC3EX x x xxxxxxx xxxxx x x x x x x XX x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx XXXXX xxx T 1 PROGRAM REPLACES ALL.PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73). HECIGS, HEC1D6, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 _STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, OSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL L055 RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 •DIAGRAM 1 ID \ eeeenee. as.aee.e.enae..e..a............ nas ea a.ea ..................... 2 ID Enclave at la Quinta 3 ID Existing Conditions 4 ID 5 ID 100- year /3 -Hour storm 6 ID 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID 11 ID ae. eeeee... ee. n. ann.. eeeea. a° n.nnaaann . ............................... 12 IT 5 0 0 576 13 IO 5 Page 1 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - - >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 21 STRT 28 HC1............ ( °O °) RUNOFF ALSO COMPUTED AT THIS LOCATION lee ° aeaeeeeeeee.seeee e.esasaeeaasseaaenn ee e...a n ee ............................. FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERSS JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 12AUG08 TIME 16:00:33 (916) 756 -1104 nn. ana.ae. .aanaanaae...ee..a.e.aeeeeeeee• eeaaeee• e..eeee.eeeee.aae...e.aaaa.annn e.ee °eee..° .................. ............................... Enclave at Existing conditions Page 2 ENC3EX 14 KK ONOFF 15 BA 0.3116 16 KM Runoff from offsite area and onsite project area 17 QI 35.11 35.11 23.15 47.08 47.08 65.02 47.08 65.02 65.02 47.08 18 Qi 53.06 65.02 88.95 88.95 88.95 76.99 112.88 118.86 100.92 118.86 19 Qi 154.75 142.79 130.83 136.81 142.79 20839 256.45 166.72 364.12 394.03 20 - QI 447.87 310.29 76.99 65.02 65.02 5.38 0.01 0.00 21 KK STRT 22 BA 0.0033 23 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu 24 QI 0.75 0.75 0.63 0.88 0.88 1.07 0.88 1.07 1.07 0.88 25 QI 0.94 1.07 1.32 1.32 1.32 1.2 1.58 1.64 1.45 1.64 26 QI 2.02 1.89 1.77 1.83 1.89 2.59 3.09 2.15 4.23 4.55 27 QI 5.12 3.66 1.2 1.07 1.07 *0.31 0.01 0.00 28 KK MCI 29 KM Combine runoff from ONOFF and STRT 30 HC 2 31 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - - >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 21 STRT 28 HC1............ ( °O °) RUNOFF ALSO COMPUTED AT THIS LOCATION lee ° aeaeeeeeeee.seeee e.esasaeeaasseaaenn ee e...a n ee ............................. FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERSS JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 12AUG08 TIME 16:00:33 (916) 756 -1104 nn. ana.ae. .aanaanaae...ee..a.e.aeeeeeeee• eeaaeee• e..eeee.eeeee.aae...e.aaaa.annn e.ee °eee..° .................. ............................... Enclave at Existing conditions Page 2 ENC3EX 100 - year /3 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. .........ee.......e............eeeaaeea 13 IO ............................... OUTPUT CONTROL VARIABLES IPRNT S PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN S MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .O8 HOURS TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT + ONOFF 448. 2.50 62. 15. 8. .31 HYDROGRAPH AT + STRT S. 2.50 1. 0. 0. .00 2 COMBINED AT +. HC1 453. 2.50 63. 16. 8. .31 ... NORMAL END OF NEC -1 ... Page 3 ENCIPR ENCIPR 1.+++.+.. as ..eaa...aaa....a......+ + ++ +.+ +. 14 BA 0.0075 ° n ° 15 KM Runoff from half -width of Monroe St FLOOD HIDROGRAPH PACKAGE (HEC -1) n 16 D. 2.82 3.08 3.'41 3.81 4.42 5.17 6.28 8.12 U.S. ARMY CORPS OF ENGINEERS ° 13 38.7 JUN 1998 ° 17 QI 6 3.28 0.01 0.00 HYDROLOGIC ENGINEERING CENTER n ° VERSION 4.1 n ° 609 SECOND STREET • + + ° 18 KK ON1 DAMS, CALIFORNIA 95616 19 BA 0.0549 ° RUN DATE 13A0008 TIME 07:22:33 a a (916) 756 -1104 • ° a a 20 KM Runoff from onsite area 1 + 21 Q1 21.15 23.08 25.48 28.36 32.85 - 38.3 46.39 59.77 +++°.. a.. a ...a....aaaaa..a... +. +. +....+ ++ 95.34 282.74 ...aa...a aaa..a....a.a...... +... +++.. +. 22 QI 44.31 •24.52 0.01 0.00 23 KK B1 24 BA 0.0048 x x xxxxxxx xxxxx x x x x x x xx 25 KM Runoff direct to basin 1 xxxxxxx xxxx x xxxxx x 26 QI 2.43 2.6 2.81 3.06 3.46 3.93 4.64 5.81 x x x x x 8.93 25.36 x x x x x x 27 QI 4.46 2.72 0.01 0.00 x xl xxxxxxx xxxxx xxx 28 KK HC1 ' 29 KM combine runoff from MNRO, ON1 and 81 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN HECI (JAN 73), HECIGS. HECIDB, AND NECIKW. 30 HC 3 THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. 31 KK RB1 THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION 32 KM Route through basin 1 (20' weir at elev 407.3) NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE . SINGLE EVENT DAMAGE CALCULATION. DSS:WRITE STAGE FREQUENCY, 33 RS 1 ELEV 402.3 DS S:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION 34 SA 1.78 1.89 2.00 2.12 2.24 2.37 2.43 2.50 KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 35 SQ 0.0 0.0 0.0 .0.0 0.0 0.0 21.2 60.0 1 HEC -1 INPUT 36 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 PAGE 1 LINE 37 KK RBAS1 ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 38 KM Route overflow from basin 1 to basin 2 nOIAGRAM 39 RS 20 FLOW 1 ' 1 ID +++°++°°°°°°+ a. aa° aaa° a° e.. a.......... a ... + +. + +..... + +. + +... + +........ 40 RC 0.025 0.025 0.025 515.0 .0035 2 ID Enclave at la Quinta 41 Rx 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 3 ID Proposed Conditions / Retention Basin Design 42 Rv 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 4 i0 1 NEC -1 INPUT ' 5 ID 100 - year /1 -Hour Storm .PAGE 2 6 ID LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 43 KK ON2 9 ID 44 BA 0.0406 10 ID ......++.°. a. a...aa... a. a .............. ......++............+.......... 45 KM Runoff from onsite area 2 11 IT 5 0 0 288 46 QI 15.63 17.05 18.83 20.96 24.28 28.3 34.29 44.17 70.46 208.96 12 10 5 47 Qi 32.75 18.12 0.01 0.00 13 KK MNRO 48 KK ON3 Page 1 Page 2 • • Qm r 0 o ry N tO `o o n ° m < r ry b O r ry O w w O P m � ••1 ° n . .y � O o wo w � O1 O o M o v n v � m m ^°,a• • C o p m m a 0 0 o a ° o ao o `oa o o o o o `^ .. ° � e m ° c o O E m w b ✓ m ry w0 O ry p m O LL O O O n i E ° O m O ry O O m G m m m Y in Y d O Y Y m Qm r P N ry N N m < r ry b O r ry O w w O P m � ••1 ° n . .y � O ry N N p p m m a 0 0 o a ° o ao o `oa o o o o o `^ .. ° m o ENCIPR 122 KM Route emergency overflow from basin 4 south out of the project site 123 RS 20 FLOW 1 124 RC 0.017 0.017 0.017 SSO.O .004 125 Rx 0.0 4.0 5.6 15.6 76.6 86.6 88.2 92.2 126 RY 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 1 HEC -1 INPUT PAGE 4 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 127 KK AV62E 128 BA 0.0054 129 KM Runoff from half -width of Avenue 62 east 130 QI 2.04 2.23 2.47 2.76 3.2 3.74 4.54 5.87 9.39 27.96 131 Qi 4.34 2.38 0.01 0.00 132 KK HC5 133 -KM combine overflow from basin 4 and runoff from Ave 62 134 HC 2 135 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 13 MNRO 18 ON1 23 B1 28 HC1 ........................ V V 31 RB1 V V 37 RBAS1' 43 ON2 48 ON3 53 B2 58 HC2 ........... ......................... V v 61 R62 67 ON4 72 Av62w page 5 ENCIPR 77 B3 82 HC3 ..... ............................... V V 85 RB3 91 OFF1 V V 96 ROFF1 102 ON5 107 B4 112 HC4 ..... ............................... V V 115 R64 V V 121 RBAS4 127 AV62E 132 HC5............ (O°O) RUNOFF ALSO COMPUTED AT THIS LOCATION 1 °O ° FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° ° 'RUN DATE 13AUGOS TIME 07:22:33 ° (916),756 -1104 Enclave at la Quinta Proposed Conditions / Retention Basin Design 100-year /1 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. 12 IO OUTPUT CONTROL VARIABLES IPRMT 5 PRINT CONTROL IPLOT O PLOT CONTROL Page 6 0 ENCIPR ENCIPR QSCAL 0. HYDROGRAPH PLOT SCALE WARNING - -- ROUTED OUTFLOW ( 101.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE IT HYDROGRAPH TIME NMIN DATA 5 MINUTES IN COMPUTATION INTERVAL WARNING - -- ROUTED OUTFLOW ( 260.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IDATE 1 0 STARTING DATE STORAGE- OUTFLOW TABLE ITIME 0000 STARTING TIME NO 288 NUMBER OF HYDROGRAPH ORDINATES WARNING - -- ROUTED OUTFLOW ( 171.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN NDOATE 1 0 ENDING DATE STORAGE - OUTFLOW TABLE ' NDTIME I CENT 2355 19 ENDING TIME CENTURY MARK WARNING - -- ROUTED OUTFLOW ( 98.) I5 -GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 23.92 HOURS WARNING - -- ROUTED OUTFLOW ( 256.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE ' ENGLISH UNITS DRAINAGE AREA SQUARE MILES WARNING - -- ROUTED OUTFLOW ( 180.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN PRECIPITATION DEPTH INCHES STORAGE - OUTFLOW TABLE LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND WARNING - -- ROUTED OUTFLOW ( 95.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE VOLUME ACRE -FEET STORAGE- OUTFLOW TABLE SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT WARNING --- ROUTED OUTFLOW ( 251.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 97.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 187.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 322.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 93.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 103.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 246.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 306.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 195.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 90.) IS GREATER THAN MAXIMUM OUTFLOW (- 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 107.) I5 GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 241.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ' STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 294.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 201.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN • STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 109.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 108.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 236.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 285.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 208.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 126.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 107.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 231.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 277.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 214.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 140.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 106.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 226.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 271.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 219.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 152.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 103.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 221.) I5 GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 265.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ' STORAGE - OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 224.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 162.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE Page 7 Page 8 0 ' ENCIPR ENCIPR WARNING --- ROUTED OUTFLOW ( 215.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 4 COMBINED AT STORAGE - OUTFLOW TABLE + HC2 452. .75 16. 4. 4. .15 WARNING - -- ROUTED OUTFLOW ( 229.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE ROUTED TO R82 4. 1.00 07 0. WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .15 ' STORAGE - OUTFLOW TABLE + 400.67 1.00 WARNING - -- ROUTED OUTFLOW ( 210.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE + HYDROGRAPH AT ON4 143. .75 WARNING - -- ROUTED OUTFLOW ( 233.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .03 STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT AV62W 42. .75 1. 0. 0. STORAGE - OUTFLOW TABLE 01 WARNING - -- ROUTED OUTFLOW ( 204.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT STORAGE - OUTFLOW TABLE B3 11. .75 O. 0. 0. 00 WARNING - -- ROUTED OUTFLOW ( 237.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE 4 COMBINED AT HC3 196. .75 7. 2. 2. WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .19 STORAGE - OUTFLOW TABLE ROUTED TO WARNING --- ROUTED OUTFLOW ( 199.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + RB3 0. .00 0. 0. 0. STORAGE-OUTFLOW TABLE .19 WARNING --- ROUTED OUTFLOW ( 241.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + 399.35 23.92 STORAGE - OUTFLOW TABLE 1 HYDROGRAPH AT RUNOFF SUMMARY + OFF1 322. .75 11. 3. 3. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS. AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD + ROUTED TO ROFF1 241. .83 12. 3. 3. BASIN .MAXIMUM TIME OF . .06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 100.64 .83 + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT + HYDROGRAPH AT ON5 245. .75 9. 2. 2. + MNRO 39. .75 1. 0. 0. .05 .01 HYDROGRAPH AT HYOROGRAPH AT + B4 32. .75 1. 0. 0. ON1 283. .75 10. 2. 2. .01 O5 4 COMBINED AT HYDROGRAPH AT + HC4 477. .75 22. S. S. + el 2S. .75 1. 0. 0. .31 .00 3 COMBINED AT + ROUTED TO R64 0. .00 0. 0. 0. HC1 347. .75 12. 3. 3. .31 07 + 397.09 23.92 ROUTED TO RBI 07 0. .00 0. 0. 0. + ROUTED TO RGAS4 1. .00 0. 0. 0. + .31 405.42 23.92 + 97.01 .00 ROUTED TO + RBAS1 .07 1. .00 0. 0. 0. + HYDROGRAPH AT Av62E 28. .75 1. 0. 0. + .O1 97.03 .00 2 COMBINED AT HYDROGRAPH AT + HC5 28. .7S 1. 0. 0. ON2 209. .75 7. 2. 2. .31 04 HYDROGRAPH AT ON3 220. .75 8. 2. 2. ° °' NORMAL END OF HEC -1 eee 04 HYDROGRAPH AT 82 23. .75 1. 0. 0. 00 Page 9 Page 10 l.a n naaeeannnennnne + + ++s+++n+nneene +e+ ++ +en FLOOD NYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 e ° RUN DATE 12A0008 TIME 16:00:39 ° (9 16) 756 -1104 ° +... nnennnnaeee +e + + + ++....nnnnnannneennnn .nn.eneeeneeean+ + +nnn . nnnnnnnnneenneee+ ENC1Ex x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx KKK THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (]AN 73), HECIGS. HEC1D8, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: OAMBRFAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DS S: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 °DIAGRAM 1 ID anna n+nns +a+++Z++nenenan °° IDQ9OEn C1aVe•at la Qulntaeeeeeeenneennneenen 3 ID Existing Conditions 4 ID 5 ID 100 - year /1-Hour storm 6 ID 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID nee+ +++sense ee e 10 neeeneeeeee+ io ee++++ nnn nneeeeeneeaenan ne ++nnenne+ +nnnn++e 11 IT 5 0 0 576 12 IO 5 13 KK ONOFF Page 1 l 1 14 BA 0.3116 ENCIEx 15 KM Runoff from offsite area and onsite project area 16 QI 114.65 125.56 139.2, 155.57 181.03 211.94 257.86 333.78 535.64 17 QI 246.04 0.01 0.00 18 KK STRT 19 BA 0.0033 20 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu 21 QI 1.59 1.71 X1.85 2.03 2.3 2.62 3.11 3.91 6.05 22 QI 2.98 0.01 0.00 23 KK HC1 24 KM Combine runoff from ONOFF and STRT 25 HC 2 26 22 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT ' LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (c - - -) RETURN OF DIVERTED OR PUMPED FLOW 13 ONOFF 18 STRT 23 NC1 ........... . (eee) RUNOFF ALSO COMPUTED AT THIS LOCATION lee + assn++++ nnn++++nnn++++nn+++++++ ++nnenn+ FLOOD HYOROGRAPH PACKAGE (HEC-1) ° U,S. ARMY CORPS OF ENGINEERS ° JUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° ° DAVIS, CALIFORNIA 95616 ° • RUN DATE 12A0008 TIME 16:00:39 ° ° (916) 756 -1104 eennn nn ee ennnenaeneeneenneeeeeneeeeeeeeee ° neaannnnee +nnneen+ +nneeeennn +++ne +e +e+ eeneeeeeee neeeeeennneennnne °nnQ94n ++e +n+ +nnnn+n+ ++++ Enclave at la Quinta Existing Conditions 100 - year /1 -Hour storm RCFC&WCD shortcut method used to generate the Watershed hydrographs. Page 2 Page 3 IIY l ENCIEX ........................................ 12 IO .......... .e.................. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND ST0RAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF L OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT - ONOFF 536. .67 31. 6. 4. 31 HYDROGRAPH AT STRT 6. .67 0. 0. 0. 00 2 COMBINED AT +31 MCI 542. .67 32. 8. 4. O.. NORMAL END OF NEC -1 9.. Page 3 IIY l C] • PACE Advanced Water Engineering v m CL x r- of Cl SHEET r OF, 0 J-c-71tib Gam' � Lfl���7,�6tN�fz- ScvP£ C'-'�fi DATE JOB NO. 17520 Newhope Street -Suite 200 •'Fountain Valley. California 92708 te L 714.481.7300 'fax: 714.481.7299, A • T"tW A ............ �� f i 0 OKAWN, I CH:: TITLE DATE - jos No. 17520 Newhope Street Suite 200 2'708 tel4 714.481.730 -Fax:' 1 71 1 4481.1299 00 - Fountain Valley, California Ca 0 .10, I SHEET $ OF oz,3T- 12- / "D A Y LAC lz it c- offilm va co4 VUYN9,v kft-k 450p 0000, ,00') 1� DRAWN' CHKD TITLE DATE JOB NO. 17520 Newhope Street Suite 200 Fount w ain Valley, California 92708 tel: 714.481.7300 fax: 714,481.729.9 .0 r Enclave at La Quinta Catchbasin Calculations August 2008 PACE Job# 8223E Catchbasin Condition U/S Runoffl Basin U /&Bypass Flow (cfs) Flow Intercepted (cfs) Bypass Flow (cfs) Min CB' Width (ft) 1 sump 2.81 2.81 0.00 1.49 2 sump 3.68 3.68 0.00 1.95 3 sump 4.48 4.48 0.00 2.37 4 sump 7.46 7.46 0.00 3.95 5 sump 3.84 3.84 0.00 2.03 6 sump 4.01 4.01 0.00 2.12 7 sump 2.63 2.63 0.00 1.39 8 sump 2.61 2.61 0.00 1.38 9 -a,b sump 16.71 16.71 0.00 8.85 10 -a,b sump 18.86 18.86 0.00 9.98 11 -a,b flow-by 6.28 6.28 0.00 17.34 12 -a,b sump 6.42 6.42 0.00 3.40 13 sump 9.7 9.7 0.00 5.13 14 -a,b flow-by 19.94 19.94 0.00 36.35 15 -a,b flow-by 10.87 10.87 0.00 24.71 16 -a,b flow-by 34.33 27.64 6.69 30.00 17 -a,b sump 6.69 6.69 6.69 0.00 7.08 18 sump 28.91 28.91 0.00 15.30 19 sump 28.91 28.91 0.00 15.30 20 -a,b sump 6.08 6.08 0.00 3.22 21 flow-by 31.17 25.9 5.27 30.00 22 -a,b sump 20.36 5.27 20.36 0.00 13.57 23 -a,b flow-by 43.46 32.09 11.37 30.00 24 -a,b sump 2.45 11.37 2.45 0.00 7.32 25 -a,b sump 2.4 2.4 0.00 1.27 26 -a,b sump 2.95 2.95 0.00 1.56 27 sump 13.43 13.43 0.00 7.11 28 -a,b sump 6.91 6.91 0.00 3.66 29 -a,b sump 2.98 2.98 0.00 1.58 30 sump 5.11 5.11 0.00 2.71 31 -a,b flow-by 2.47 2.47 0.00 9.40 32 -a,b flow -by 11.27 11.27 0.00 25.28 Note: Catchbasin size at sump locations calculated using the weir equation C = 3.0 *L *(H) 1.67, assuming the depth, H = 0.5'. Note: Catchbasin size at flow -by locations calculated assuming depth calculated on halfwidth with a .5% slope, and local depression of .25' PACE PACE Advanced Water Engineering August 14, 2008 Ed Wimmer, PE City of La Quinta Public Works Department Development Services Phone (760)777 -7075 Fax (760)777 -7155 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study #8223E Dear Mr. Wimmer: Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the Review of The Enclave at La Quinta Preliminary Onsite Hydrology Study dated July 17, 2008. The responses from PACE are as follows: Primary Conceptual Concerns Requiring Clarification 3. Please provide street capacity and spread calculations. that meet City standards. Pace has provided street calculations for Avenue 62 in Appendix G but the calculations do not conform to City requirements. Please see City. Engineering Bulletin 06 -16, numbers 15 and 16. Specifically, Pace is t providing for half a dry lane, but City requires full dry lane for 10yr discharge. Avenue 62 will be a 4 lane arterial street. In a 10yr event, the City is requiring a dry lane on each side of the street. Additionally, Pace has not fully documented the 1 00y street capacity up to ROW. PACE RESPONSE Requested calculations and revisions have been added to the revised hydrology report. Please see Report Section =6 and Appendix -G. 6. Please clarify within the hydrology report the existing and proposed conditions from flows at the 40 acres of row crop (OFF1). Please provide weir .calculations for OFF1 routing. The Public Works Director has accepted a determination to include 20 acres of row crop (OFF1) flow for collection within the .Enclave project. Pace is also requested to address a concern regarding sedimentation from the row crops creating onsite flow blockages and other maintenance issues. PACE RESPONSE The existing and proposed condition for the offsite area are the same. The proposed project does not affect the offsite area. Weir calculations for the conveyance areas adjacent to lots 163 and 171 have been provided. Please see Appendix G. The entire 40 -acre area is tributary to the site. It is our opinion that sediment transport from the row crop area to the onsite area is highly improbable for two (2) reasons. (1.) the slope of the offsite area does not have sufficient hydraulic slope to establish a scouring velocity nor maintain sediments in suspension for sediment transport . (2.) In addition, there is an existing agricultural berm along the southerly boundary of the row crops (see photo below). • • This berm will remain in place as long'-as there, is a agricultural operation in that area. The berm creates a hydraulic.barrier which will cause ponding of runoff behind the berm. - Ponded water has a zero velocity" which corresponds to a transport capacity or potential of zero. Any fine particle material that may have been picked.up in the stream path would then have an increased, tendency to settle out of suspens con I as . the flow velocity decreases behind the berm. However, in order to ease the concerns of city-'.§Itaff two (2) modified'catch basins have been added at the dischar -9 e. point from the offsite area to the storm drain system adjacent to Lot 190. Thes e catch basins Will be designed in final design to act as sediment tra !' ps and storm drain catch basins. A vertical baffle wall will be included -insid6the catch basins to separate ..the basin into'two chambers. Fugitive sediments will be trapped in the first, chamber and reduce 'the,, likelihood of clogging of the storm drainsyst6rn (see detail drawing, In Appendix G).. 12. Please clarify routing conditions from OFF1--to Basin. B4 with relocation , 9 of drainage &aserrients;jo align with streets as required.. City concern regarding channel, capacity and,freeboard relative,10 adjacent. residential pads. Please provide Rational Method 100yr Q's between lots 164-165 and 171-190 from off site area OFF1,.then provide street and chahnel capacity calculations to detive the 100yr WSE. Please ensure that private street capacities convey the 100yr storm within -the private' street right of way. Compare same with pad elevations for I .foot of freeboard. Note the Rational, Method will probably generate less. Q than calculated M th 1 hr S wi e Synthetic Hydro graph e graph M01hod. Please also see response number 6. Pace,response number -32 states an assumed condition wherein water ponds against they outside perimeter: Enclave wall. at 22 ft depth. Please rEVi w. . e . PACE • • Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 3 of 8 sedimentation concerns as well as wall leakage,, collapse, and wall foundation undermining with this condition. PACE RESPONSE The offsite flow conditions have been clarified. The area has row crops , currently oriented north south, with a perimeter berm. The entire area, 40 -acres of OFF -1 is tributary to the Enclave property due to the row crops, internal channels, and exterior berms. Rational method 100 -yr flowrates have been provided as requested, see Appendix G. Street and channel capacity calculations are provided, see Appendix "G. The perimeter wall will be designed as a retaining wall,, solid grouted, with a properly designed footing and weep holes. 13. Please recheck the topography and provide section details regarding a City leak concern at the southeast corner of the date orchard. Pace states existing berms and a proposed wall will contain off site storm runoff from the existing date orchard but the topography provided show there may be leak at southeast corner of the date orchard. Please address this concern and provide a 1 00y WSE in the date orchard. Building pad elevations must have 1 foot of free board above the 100yr WSE. Additionally, boundary conditions are also of concern along both Monroe Street and Avenue 626. Please verify all flow routes /grades from the arterial roads fronting the Enclave project. PACE RESPONSE PACE has rechecked the topography in addition to visiting the site to view this specific area of concern. A photo of the area in question in provided below. The area that is perceived the city to_ be a low point allowing for cross lot drainage in actuality is a farm operation access road. The crop area north of the access road is prevented from draining to the site by existing berms. Please see photos below. A Mr. Ed Wimmer The City of La Quinta / The Enclave at La Quinta / 8223E August 14, 2008 Page 5 of 8 22. Please provide hydraulic calculations for Retention Basin routing conditions between Basins. Confirm installation of either piping or surface overflow systems Basin to Basin. Please recheck freeboard elevations adjacent to Basin to Basin overflow routes. City's comment 22 points to the spillway at B2. Pace is requested to provide a defined spillway and channel from Basin to Basin. Please provide hydraulics calculations to verify that overflow routes have enough capacity. Similar redline as item 12. PACE RESPONSE Retention basin routing calculations are provided in the HEC -1 hydrology models. Weir calculations are provided for each surface overflow point between basins. The transfer of flow between basins will occur via surface overflow points (low points or sags in the roadway profile) and the transfer flowrate between each basin is low, (20cfs or less). The calculations provided in Appendix G clearly demonstrate that there is sufficient weir capacity to convey flow between basins. 23. Please expand the channel overflow explanation from Basin B4 to Avenue 62 within the hydrology report. Please confirm that Basin B4 will serve as the lowest elevation collection sump for all eastern areas of the project without a potential for surface flow misrouting or blockage. The overflow calculation provided by Pace in Appendix D is for the emergency overflow outlet between lots 201 and 202 with 119.2 cfs capacity to adjacent Pads assumed. Please label the control pad elevation (402.5 ft) on the emergency overflow section illustrations. Raise any adjacent Pads (to emergency overflow route) as required. Recheck Lot 199 for proper pad elevation. Please provide wall outlet calculation for overflow routing and provide for conceptual wall design. PACE RESPONSE Basin -B4 is a retention basin with no low flow outlet. The only mechanism for overflow is via interception • of flow in excess of the design capacity. This was discussed extensively at several meetings. The excess depth plus minimum required freeboard provides for capacity in Basin -B4 far in excess of the 100 - yr storm and SPF storm runoff volumes. Street flow calculation and Catch Basin sizing calculations have been provided in Appendix -x for verification that the pads have a minimum of 1 -ft of freeboard in a 100 -yr event. Mutually Agreed Concerns to be Addressed by Pace (Items of Significant Concern): Pace has agreed to address offsite conditions and expand explanatory text. Offsite topography, soil conditions and collection areas /volumes are not fully understood. Please expand topographic information, label these existing land uses and acreages on Figure 2, Existing Conditions Hydrology Map and define existing retention areas and volumes present. Note: City's prior comment referenced the Date Orchard, but was intended to address the 40 acres of row crop (OFF1) directly to the north of the propose site and east of the Date Orchard. PACE RESPONSE See response to comment 6, 12, and 13. 4. Pace has agreed to provide a signed drainage agreement letter to the City from the eastern landowner. There could be significant changes to the Tentative Map, hydrology and. grading plans without offsite drainage acceptance. PACE RESPONSE soComment noted. �� PACE Mr. Ed Wimmer The City of La Quinta / The Enclave at La Quinta / 8223E August 14, 2008 Page 6 of 8 • 5. Pace has agreed to utilize City Zone 6 rainfall for the project. The rainfall zones have been P rovided and approved by the City Engineer since June 2007. Additionally, please see City Bulletin 06 -16, numbers 3 and 4, regarding use of Rational vs. Synthetic Unit Hydrograph methods. For small areas, Synthetic Unit Hydrograph, short cut method may be used to size retention basins, but Rational Method should be used to size catch basin inlets, pipes and for street capacity calculations. PACE RESPONSE Comment noted. All requested revisions have been made throughout the report, analyses, and exhibits. Pace has agreed to the assumption of C soils cover for import which affects RI values (landscaping RI increases from 56 to 69 when B soil assumption is changed to C soil assumption). Pace is requested to fully review confirm RI and impervious assumptions for the project. Pace Table 3, page 8 varies from City assumptions — Pace stated impervious fraction of 0.2 for road when 0.9 impervious fraction is typical assumption. See other City assumptions previously redlined for additional information. Crop plantings and related covers are reported to vary seasonally and will affect the RI and related assumptions. PACE RESPONSE PACE never agreed to the presence of Type -C soil. However, PACE has agreed to use Type -C soil at the request of the City of La Quinta. All RI values have been modified according to comply with City requests. City assumptions do not appear to correspond to the actual watershed conditions. The existing • condition of the offsite area is reflected in the hydrology model as row crops with poor cover in soil type -B. Mutually Agreed to be Addressed by Pace (Minor Items): Pace has agreed to sign and wet stamp all reports submitted to the City. PACE RESPONSE Comment noted. Pace has agreed to update terminology consistent with RCFC manual. Pace has previously used terminology referenced by the Soil Conversation Service. City also previously requested a simple calibration run with average impervious and RI values for the project. Pace considers the run redundant. The City generally prefers to utilize a more simplified analysis to set and calibrate a preliminary hydrology condition but finds it acceptable to review more complex analysis. PACE RESPONSE Comment noted. 10. Pace has agreed to modify and clarify landscape grading. City also prefers an agreement with CVWD as possible to grade the required swales so you don't drain across the ROW. PACE RESPONSE Landscape grading is implied in the grading exhibit prepared by MSA. See Figure 3. PACE Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 7 of 8 • 16. Pace has agreed to improved nomenclature and labeling. Please include explanation of HWS and MSE in the hydrology report. PACE RESPONSE Comment noted. Definitions are provided on Figure 3 and in report on Page 12. 28. Pace has agreed to label flow rates Q10 /Q100 at all inlets. Please provide Rational Method analysis for 10yr and 100yr and label at inlets. 10yr Q can control'spacing of inlets since City requires a dry lane. PACE RESPONSE Q10 and Q100 are provided at each inlet, see exhibit in Appendix G. Rational method analyses have been provided, see Appendix G. 29. Pace has agreed to provide nuisance water drywell identification. Please recheck and confirm Basin 72 hour percolation requirements pursuant to the City Engineering Bulletin 06 -16. PACE RESPONSE A drywell or wells will be provided in the invert portion of each basin. The location of each drywell within the basin will be determined in final design to correspond with geotechnical percolation test locations. The 72 -hr requirement is noted. It was agreed in past meetings that this issue would be resolved in final design. The appropriate number of dry wells and size of wells will be determined to correspond with • actual percolation tests in the basin invert(s). Minor Comments Requested to be Addressed by Pace: 17. Please provide topography contours and 100yr WSE so that City may verify volumes and free board and retention basin layout. PACE RESPONSE Basin grading contours have been provided. Please see Figure 3. 19. Please provide minor corrections to routing callouts. As an example; the tributary area and street to B3 shows an inlet leading to B2. City assumes that Pace did not intend to retable water in this manner. Pace will need to revise the inlet outfall or the tributary area boundary. PACE RESPONSE Minor corrections have been made. 24. Please indicate requested easements on the TTM. PACE RESPONSE Requested easements are shown on the TTM. PACE Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Pape 8 of 8 • 27. Please provide FEMA PMR for our review and include in the hydrology report. PACE RESPONSE Letter has been attached. If you have any questions regarding the above responses, please do not hesitate to contact us at (714) 481 -7300. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. d is Smith, PE ior Project Manager — Stormwater Management JS/KMT P:18223E15- Administrative )LetterslOutlWimmer, Ed Response Letter 08- 14- 08.doc r: • PACE PACE • Advanced Water Engineering June 27, 2008 Timothy R. Jonasson, PE Fax (760) 777 - 71,55 Public Works Director / City Engineer City of La Quinta Page 1 of 12 P.O. Box 1504 La Quinta, CA 92253 Phone (760)777 -7075 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study 2 "d Check # 8223E Dear Mr. Jonasson, Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the second review of The Enclave at La Quinta Preliminary Onsite Hydrology Study. The responses from PACE are as follows: Comment: 1. Report Introduction (Page 1) is incomplete — please add evaluation and determination of the existing storm runoff flow from the offsite Date Orchard to the historic exit point located at Avenue 62 and the southeast corner of the project site. PACE Response: It is our opinion that the introduction is complete as provided. Evaluation of the existing date orchard was not one of the objectives of this project. The date orchard is surrounded by an embankment/berm that was constructed and is maintained by the farm operator to provide flood inundation irrigation for the date palms. Stormwater is purposely retained on the date orchard property. The existing conditions hydrology is shown on Figure 2, discussed in Section 3.4 on Page 7. A memo was prepared by PACE on July 5, 2007 and provided to Mr. Walter Nesbitt to thoroughly explain the condition of the Medjool Date orchard, the irrigation practices, the berms, and the effect on their combined effect on the existing condition hydrology. Please see' the attached copy of said memo. Please note that the assertion that the "historic exit point' of runoff from the offsite Date Orchard is at the south east corner of the project site at Ave. 62 is incorrect. Please visit the site to observe the actual existing condition. If by using the word "historic" it is meant to refer to a time before the date orchard operation and or other anthropogenic affects on the watershed then, that watershed would be much larger in the existing condition because by the same token we should ignore the existing roadways 'and road side ditches in the upstream watershed which • currently limit the watershed size to 601h avenue on the north or conversely to the berm located along the northerly project boundary between the site and the date orchard. 0 Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 2 of 12 Comment: 2. Title sheet, Please sign and stamp the report — all reports submitted to the City are requested to be signed and wet stamped by EOR. PACE Response: Comment noted. The title page has been revised to bear the engineer's wet 'stamp and signature. Comment: 3. Avenue 62 discharge conditions are unclear. Hydraulic calcs of Ave 62 spread has not been provided nor reviewed and approved. Hydraulic (cfs at 10. and 100 year) and Hydrologic (total offsite volume) calcs of existing Date Orchard storm runoff (include all existing depression volumes) has not been compared with proposed Ave 62 conditions. PACE Response: Discharge flowrates and volumes from Avenue 62 are shown on the proposed conditions hydrology map, Figure 3, for 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storms as provided. Calculations are shown in Appendix G demonstrating that the north side of Avenue 62 may convey 24.8 cfs with a 12' dry lane, as provided. The proposed curb opening catch basins on Avenue 62 will intercept storm runoff in the street section of Ave. 62 such that 12' dry lane will not be compromised in the worst case scenario (100 -yr 1 -hr storm) as indicated in the calculations provided in Appendix G, sheets 1 -4 entitled "Street Flow Calculations" and Figure -G. Please note the statement indicating that the, "hydraulic calcs of Ave 62 spread has not been provided nor reviewed and approved" is misleading. The calcs have been provided in the location of the report as specified above and comments were provided on the calcs as provided in the report. Please review response to Comment #1 with regard to the offsite date orchard as well as the attached memo dated July 5, 2007. Comment: 4. Page 1 under bullet number 2, the "Drainage Agreement. " letter has not been executed. PACE Response: Comment noted. A formal drainage agreement is pending. We anticipate full execution. Comment: 5. Page 4, this project is located in LQ Zone 6 which is (1 hr, 3hr ... etc (1.90, 2.50, 3.00, 3.75 in /hr)). Please recheck Q's via Rational Method. PACE Response: A review of the property location with regard to the City of La Quinta Rainfall Zone map indicates that the property is in Zone 6 as noted. We were not aware that the map was available at the time of creation of the report. The hydrology model will be revised to use smaller rainfall values and less resultant storm runoff. A rational method analysis would not be sufficient to PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 3 of 12 model the project watershed or proposed improvements since there are several proposed retention basins in series with cascading flows from one basin to the next. We are open to suggestions as to how would to develop an accurate hydrologic model using the rational method? Also, the rational method peak flowrates generally correspond to the unit hydrograph 3 -hr storm interval. Comment: 6. Existing condition hydrology map, the offsite Date Orchard flow by topo contour layout (not including the man made agricultural ditch) indicates that the historic flood route crossed into the properties located east of the project site and never accumulated at Ave 62 labeled (SECP) until the agricultural ditch was installed. Therefore, the rerouting of flood waters between Ave 62 and the Date Orchard may not be approved without justification. Also provide comparison data for Date Orchard in Area 1 only, do not include Area 2. PACE Response: The existing conditions hydrology was performed considering the conditions that currently exist, including anthropogenic features such as roads, berms and ditches. If topo is available prior to human activity in the area, it presumably indicates a rather uniform regional sheet flow to the south east, and thus a likely historic flowrate at Avenue 62 and the eastern property boundary which would be much larger than calculated using the actual existing conditions. Also, the statement, "rerouting of flood waters between Ave 62 ad the Date Orchard may not be approved without justification" is misleading. A review of existing condition topographic contours indicates that storm runoff across the project site (between the date orchard and Ave 62) indicates that storm runoff generally traverses the site trending from the northwest to the southeast. In addition, the existing row crop formation on the site provides drainage channels that discharge 100% of the onsite storm runoff to the southeast corner of the project. Please visit the site to observe the actual existing condition of the project site. The references to "Area 1 and Area 2" are unclear. Where are these areas defined? In addition, to clarify, none of the offsite area north of the project site, including the date orchard(s), the date processing facility, nor the furniture manufacturing facility have been included in the existing or proposed condition hydrology analyses. Only the area labeled "OFF1" is actually tributary to the project site in the existing and proposed condition. Comment: 7. Existing hydro map, be consistent with RCFC and please use RI value which should be for soil group 8 RI = 58 (either Orchard or Perennial grass in good cover). PACE Response: The recommend RI value in the above comment "RI =58" is incorrect. The existing site is neither orchard nor perennial grass. The existing site is row crops. Carrots are grown onsite. The RI, value is correct as provided in the hydrology study. It is based on the actual and correct land use, as observed during field inspection, according to the RCFC &WCD Hydrology Manual. The parameters are summarized on the existing conditions hydrology map, Figure 2 as provided. The existing landuse is row crops (carrots) with good cover, soil type is B. These parameters . indicate a RI value of 78 per RCFC &WCD Hydrology Manual plate E -6.1, 2 of 2. A copy has Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Paae 4 of 12 been provided for you review. Please visit the site to observe the actual existing condition of the project watershed. Comment: 8. Existing hydro map, an understanding of hydro results is requested. City and FOR estimates are as follows: Subject City FOR Governing Storm 1 hr 6hr Area 160 Sub areas not provided Runoff —18 acre -ft 31.1 acre -ft PACE Response: The existing conditions hydrology calculations are summarized on Figure 2. The land use, soil type, runoff index, impervious area, loss rate, and watershed area are shown. Precipitation values were obtained from The City of La Quinta Engineering Bulletin #06 -16 for Zone -5, as described in Section 3.2, page 7 of the report. The RCFC &WCD short form hydrograph methodology was used to obtain the flowrates and volumes, which are shown on Figure 2 for the 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storm events. Since Zone -5 precipitation values were used in the analysis provided by PACE it stands to reason that the calculated resultant storm runoff would be comparatively greater than those calculated using Zone -6 precipitation values. How were the city values calculated? • Comment: 9. Proposed Condition Hydro Map: a. Please use consistent terminology with that of RCFC. The use of RI instead of CN. PACE Response: Comment noted. The exhibit and report have been revised to use RI in place of CN. However, these terms are commonly used interchangeably and are commonly understood to refer to the same set of values developed by the Soil Conservation Service (SCS) to indicate the runoff potential of various combined land uses and soil types. Comment: b. Please provide a runoff run showing the entire site using Average Imp and RI values. PACE Response: An very detailed analysis has been provided to support the entitlement of .this project. A more general method would have been provided and preferred if we thought it would be acceptable to the city. It appears that that the results would be identical to the analysis provided for the existing condition. Comment: 10. Proposed improvement hydro map, Monroe and Ave 62 shows considerable landscape area > 50 %. Note, storm flow should not cross the R/W boundary line. Please explain where all the landscape area is located. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 5 of 12 PACE Response: The landscaped area is provided between the back of lots and the back of walk. The area between the ROW and the back of the adjacent lots is landscaped, as shown on proposed conditions hydrology map, Figure 3 and the grading exhibit prepared by MSA as provided. Runoff from the landscaped area in Monroe Street watershed does not cross the ROW it is contained in proposed swales and ditches between the back of lots and the back of walk for the area north of the Monroe Street entry road, "Street -A ". The grading of the landscaped area along Monroe south of Street -A will be revised to include a swale or ditch to prevent runoff from crossing the public ROW. An existing CVWD easement in the landscape area along Avenue 62 precludes grading to prevent water from crossing the ROW along Ave 62. An agreement for exemption from this requirement will be required for Ave. 62. Comment: 11. Proposed and Existing condition hydro maps, project SE corner (low point of project, please indicate if downstream conditions runs into a sag or is fully flow by providing the elevation of the HP of the sag or if flow by indicate the location of the nearest sag and provide HP elevation. Please clarify spreads as applicable. PACE Response: Downstream of the SECP the proposed Ave 62 storm drain will discharge 100% of the captured storm runoff up to and including the 100 -yr storm to the proposed 0.8 ac -ft retention basin on the adjacent property owned by Mr. Brett Kelly. Permission to do so will be granted via the pending drainage acceptance letter. Therefore the nearest sag, highpoints, and spreads in Ave. 62 downstream of the project site are not considered in this analysis. Please re- review the grading exhibit prepared by MSA and Figure -03 as provided. Comment: 12. Propose hydro, show the max CFS at LP or storm runoff exits of the agricultural fields (OFF1). Please recheck overflow inlet sizing. PACE Response: The runoff flowrate and volume for watershed OFF1 is shown on the proposed conditions hydrology map, Figure 3, for the 100 -yr 24 -hr, 6 -hr, 3 -hr, and 1 -hr storms. The inlet sizing appears to be adequate as provided and explained in detail in the response to comment # 32, please see below. Comment: 13. Proposed hydro, show intentions of the project to prevent offsite flows from entering into this project. Please provide information that historic flow is maintained. PACE Response: As shown on the proposed conditions hydrology map, there is an existing berm which retains runoff on the date orchard. There is also a proposed garden/ retaining /perimeter wall on the property boundary as indicated on the Grading Exhibit prepared by MSA, as provided. In PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Paae 6 of 12 addition, please note the proposed grading will raise the development pads above the existing offsite grade adjacent the northerly project boundary as indicated on the Exhibit, as provided. Please re- review the grading exhibit and hydrology map. In addition, the assumption that "historic flow" is not maintained is incorrect and the statement is misleading. This theme is repeated here from comment #1 and again several times in various other comments. Please visit the site to observe the actual existing condition. If by using the word "historic" it is meant to refer to a time before the date orchard operation and or other anthropogenic affects on the watershed then, that watershed would be much larger in the existing condition because by the same token we should ignore the existing roadways and road side ditches in the upstream watershed which currently limit the watershed size to 60`h avenue on the north. Historic flow or the lack thereof is unchanged by this project. Comment: 14. Proposed hydro, recalc date orchard area using LQ Zone 6 (or indicate that FOR wants Zone 5 instead of Zone 6) and RI = 58 (Orchard per RCFC). PACE Response: A review of the property location indicates that the property is in Zone 6 as noted. The hydrology will be revised using a lesser precipitation values of Zone -6 and the result will be decreased storm peak flowrates and storm runoff volumes. This change will only support our assertion that the proposed storm management system is both adequate and conservative as provided. The offsite date orchard is irrelevant to the existing and proposed condition as explained in the response to comment #13 and several other responses throughout this document. Comment: 15. Proposed hydro, 1ft freeboard between WSE100 and PE for lot #1 is questioned and does not appear to be met. Typical for any lot next to WSE 100 should show 1 ft freeboard. Check pad heights. PACE Response: Lot #1 is in the very upstream most part of the watershed. It is unclear where the floodwater would generate that would inundate this pad? By inspection it can be observed that the pad has adequate freeboard. Because the pad is located at the very upstream reach of the watershed the flow may not be concentrated adjacent to the pad and will be too low to cause flooding. It can be seen that there is a proposed garden /retaining wall along the northerly boundary of the project. Please re- review the grading exhibit prepared by MSA provide in the hydrology study. In addition the proposed pad elevation will be raised to elevation 419.2 -ft compared to the existing elevation of approximately 418 -ft. If the reviewer is asserting that the runoff from the offsite orchard will /may inundate Lot #1 then please review the response to comment numbers: 30, 18, 14, 13, 6, and 1 for explanation as to why such an assertion would be incorrect. Comment: • PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Paqe 7 of 12 16. Proposed hydro, for subarea B1 and all other retention areas, please show in legend what M.S.E. means and all other abbreviations. Also, storage volumes can not be determined based on data shown for area B1. Clarify how can HWS be > MSE? PACE Response: The meanings of HWS and MSE are shown in the top right hand corner of Figure -3, as provided. The stage -area data for the basins are shown in Appendix C. Labels have been added to Figure 3 to allow independent verification of the stage -area data. Since the proposed drainage system includes multiple basins at different operation water surface elevations in series there will be cascading flow from the upstream most basin to the downstream most basin. The acronyms HWS and MSE infer the variation in the water surface during the storm with cascading flows exiting the basin and the settled maximum storage elevation (MSE) after the storm and cascading flows have subsided. HWS is the peak water surface elevation and is thus higher than MSE for a basin that provides both detention and retention as the proposed basins due. They are retention basins but there is spillage from the upstream basins during the storm event which subsides some time after the storm event. Comment: 17. Proposed hydro, for all lakes used for retention of storm flows, provide topos showing lake surface elev, WSE100, and any other such that volumes can be determined using planimeter. PACE Response: There are no proposed lakes. Comment: 18. Existing hydro map, provide the Date Orchard irrigation flood volume. Depressions are not shown in this area. Please provide this volume. PACE Response: The existing berms along the northerly project boundary are approximately 1.5 -ft to 2 -ft in height. The subject orchard is identified as Parcel- 764 - 300 -001 located at the south east corner of the intersection of Monroe and 601h Streets. This parcel is a working Medjool Date orchard owned by Dr. X. Fausel. The orchard operator uses a method of irrigation referred to as flood irrigation. To achieve and maintain maximum growth the soil must be wetted to a depth of 6 -ft to 10 -ft at least once during the winter and spring, followed by regular summer irrigations at intervals of 20 to 25 days or less as dictated by soil moisture needs. It takes approximately 8- inches of standing water to moisten the top 6 to 10 -ft of soil'. Because the farmer on this property utilizes flood irrigation to irrigate the crops he has constructed berms around the perimeter of the property as necessary to hold the required volume of water. Along the northern boundary of the Enclave site the irrigation berms range in height from 18 to 24- inches. The farmer maintains the berms in order to prevent the loss of irrigation water as water is turned -into the orchard. The berms are simple earthen berms constructed from piled earthen material. The berms are most likely lightly compacted by the rubber tires of the farm equipment. The farmer turns water -into the orchard 6 to 7 times per year and allows the pond to pool to a depth of 4- inches as necessary to maintain optimum root moisture levels. The land area occupied by the subject date orchard is 9.8 acres. This would provide an irrigation volume of 3.2 acre -ft. If the berms were filled to 18- inches the storage volume would be approximately 7.5 acre -ft due to wedge storage affects. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 8 of 12 Comment: 19. Areas do not fully match inlet to retention basin paths. PACE Response: The implication of this comment is unclear. Please elaborate. Comment: 20. Page 8 of the report, see comments made on this page. Adjusted loss is in question. Conservative everywhere except offsite streets. PACE Response: Loss rates were developed using the procedure described in the RCFC &WCD Hydrology Manual. Land use, soil type, runoff index, and impervious percentages are as shown on the hydrology exhibits. The impervious fraction of the street is 98 %. The impervious fraction of the landscape area is 10 %. The land use is 42% roadway and 58% landscape buffer and the soil type is B. The RI /CN for the roadway is 86 and 56 for the landscape buffer. The calculated loss rate is 0.17 in /hr. The value shown on page 8 is in error as shown as 0.19 in /hr and on Exhibit - 3. This results in an increase of 0.0125 cfs and 0.03 ac -ft of runoff for 100 -yr 3 -hr; an inconsequential and negligible difference. How does the reviewer come up with 0.10 in /hr. Please elaborate or show the reviewers calculation procedure to compare results. Comment: 21. Page 1 of the Ave 62 1 hr runoff calc shows discrepancies that the city needs to understand. Ultimately, the runoff estimated by the city (1.26 acre -ft) exceeds the EORs (0.52 acre -ft). No further calculation checks were performed. Please clarify assumptions and calculations used. PACE Response: Precipitation values were obtained from EB #06 -16, Zone 5. Hydrologic parameters, and watershed area are as shown on the hydrology maps. Hydrograph development was performed using the RCFC &WCD short form procedure. All hydrologic information used to form the basis of the calculation is provided. Please comment on the procedure and parameters used. Please, indicate how the reviewer calculated 1.26 ac -ft for comparison? Comment: 22. Proposed hydro map, the overflow spillway should be provided here or a surface flow with sufficient inlet device (curb removal or other open type system). PACE Response: This comment is unclear. An overflow path and conveyance corridor is provided from Basin B4 to Avenue 62 via Street - "Z ": There is an overflow weir from basin B4 between the curb returns at the south easterly corner of the basin. Please note that overflow from a retention basin with no low flow outlet would only occur if the 100yr event is exceeded. In fact, with a minimum of 1- ft of freeboard provided to the overflow point. The storm volume necessary to overflow the PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 9 of 12 basin would correspond to a 1,000 -yr storm event runoff. This is far in excess of the required minimum 100 -yr storm design and even the standard project flood. Comment: 23. Appendix D, the overflow channel. Please provide locations of this channel. PACE Response: The emergency overflow corridor is a street. The street is labeled as Street "Z" on the TTM. The overflow corridor provides a positive overflow path from the downstream most retention basin B4 out of the project site. Comment: 24. Show TTM storm drain easements for the emergency spillways or other inlet/outlet structures. PACE Response: See TTM. The offers of dedication, easements, and corresponding legal descriptions, and dimensions will be based upon the TTM. Comment: 25. Appendix G, Street Flow Calcs for Ave 62 and Monroe 10 yr max spread calcs. City obtains values of Q a bit lower than the EOR. The coefficients used are in question and would like to be explained. That is n, Sw, and max allowed T (spread). Note, according to the General • Plan, Ave 62 obtains a bike lane (Modified Secondary Arterial 96' RA40 and Monroe has not bike lane (standard Secondary Arterial = 88ft R/W). Note, 100 year storm calcs (R/W or TOC) is still required. PACE Response: The street flow calcs are provided. By inspection it can be observed that if the Manning's N- value is changed by 1 one thousandth the resultant change will be minuscule. PACE used 0.017. The city reviewer is recommending the use of 0.016. Please observe that using a lesser n- value, if it made any difference at all, effectively reduces the energy loss due to friction and would result in a lower calculated water surface elevation, a higher flow velocity, and correspondingly as smaller spread width. The N -value 0.017 is in the typical range of 0.015 to 0.017 for roadway gutter. It is a conservative value for street flow spread calculations. Please note the incorrect gutter cross slope was used. A value of 8.33% was erroneously used rather than 6.33 %. This error has been corrected. However, it can be observed by inspection that if the gutter slope of 6.33% is used more flow capacity is provided in the street section which further reduces the spread in the street. This further demonstrates the conservatism provided in the calculation provided by PACE. The calculations, as provided, clearly demonstrate that the spread of flow in the street allows for a 12 -ft dry lane in the center of the roadway, the painted median area in a 100 -yr storm event. It is unclear how the general plan bike lane requirements relate to the hydrology or street flow talcs. Please elaborate. All street flow calcs were provided, please re- review Appendix -G sheets 1-4 and Figure -G. Comment: 26. Appendix G, catch basin sizing for 10 year storm (note 100 year storm size is still required). Please show L given a Q of 8.6 on Ave 62 and a Q of 3.9 on Monroe. PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 10 of 12 PACE Response: All catch basin sizing calculations were performed using the 100 -year storm event runoff rates. Therefore the calculated catch basins lengths will thus be in excess of that necessary to intercept the 10 -year storm event runoff. There are 6 proposed catch basins. The calculated required length is provided on Figure -G using the parameters provided on sheet -1 of the Catch Basin sizing calc sheet. The calculated length for each catch basin shows the flowrate used to in the calculation Monroe CBs -A and —B (3cfs. 8.4cfs) 62nd Ave CBs C -F( 8.8cfs, 3.7cfs, 3.9cfs, 2.2cfs, 2.2cfs). To which catch basins do these flowrates correspond. There are 6 catch basins. Each is a local sump. So by inspection, it can be observed that the calculated minimum length for the requested flowrates would be 5.6 -ft for 8.9 cfs and 2.5 ft for 3.9 cfs. Since catch basins are constructed in 3.5 ft increments the constructed lengths would be 7 -ft and 3.5-ft respectively. Please re- review the grading exhibit, and Appendix -G as provided. It does not appear that additional calcs are necessary for that which can be observed by inspection. Comment: 27. Provide the FEMA designation and if not Zone X, provide the storm elevation. PACE Response: The FEMA designation for this site is Zone -X (shaded) per FEMA PMR Case No. 05- 09 -A161 P, dated October 31, 2005. Comment: 28. Please label Q 10 /Q 100 at all inlets. Spacing of catch basins appears excessively wide with some inlets approaching % mile from initial drainage to street to catch basin. Please resolve. PACE Response: Q10 was not provided in this analysis. Q10 will be added. However, the street flow calculations clearly demonstrate that the flooded width / dry lane requirements are not violated in a 100 -yr event regardless of the distance between the catch basins. What issue is there to resolve? Comment: 29. Callout array of proposed nuisance water and 72 hour percolation drywells that are being proposed. Concern regarding deep retention area clearing volume in 72 hours. Please recheck the historical water table. PACE Response: Dry wells have been identified on the revised exhibits. The historical ground water elevation is xx -ft below the proposed basins. TBD Comment: 30. Recheck potential below berm height line. for berm leakage cross northern property line. Lot 66 shows pad just Please confirm "NG" callout is functional berm top at northern property PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 11 of 12 0 PACE Response: A proposed garden wall will be constructed along the northerly border of the site. Said wall will be sufficient to prevent runoff from the northerly offsite area from migrating into the project site. Therefore, the existing berm is irrelevant in the proposed condition. It is only relevant in the existing condition because the farmer maintains the berm in that location to provide ponding to facilitate flood irrigation of the Medjool date palm orchard(s). Therefore, no runoff leaves the offsite area in the existing condition. Comment: 31. Site design is calling for 10 1, 721 cubic yards of import soil. Type C import soil has been typically only type available and would modify site accordingly. Please resolve same. PACE Response: The hydrologic soil group of the import material is 100% dependent upon the borrow source location. We have prepared an exhibit showing the NRCS (formerly SCS) hydrologic soil groups within a 1 to 7 mile radius of the project site. The most cost effective means of importing soil is to reduce the transportation distance. Presumably the borrow source will come from a site within a 7 mile radius of the project site. You will notice there is no Type -C soil within a reasonable import distance from the site. So, the assumption that Type -C soil is the most likely import soil appears to be incorrect. Furthermore, it appears that if the soil group of the import soil differs from the site soils then it is more probable that it would be hydrologic soil group -A which would indicate that our analysis is at the least accurate and possibly even conservative in the use of soil group -B. Also, you will notice that there is an area of hydrologic soil group -A that occurs in the northwesterly portion of the project site. This area was purposely ignored in our hydrologic analysis when we used exclusively soil group -B. This was done to insert a bit of conservatism into the analysis as well. Comment: 32. Peak flows at restricted easement locations (e.g OFF 1 flow between Lot 171 and Lot 190) indicate 1 hour storm at 302.43 cfs. Design does not appear reasonable to handle high Q without dedicated channel or other retention. Recheck pad protection throughout project on key overflow routes. See also Appendix D redlines on emergency overflow. PACE Response: The statement that the "design does not appear reasonable" misleading. There are proposed openings between lots 164 and 165 as well as between lots 191 and 200. The openings as shown would be 10 -ft wide and 20 -ft wide; respectively. The openings would at as a weir restriction for flow coming from the OFF1 area to the project site. The total weir length would be 30 -ft. The weir equation for a broad crested weir using a weir coefficient of 3.1 indicates that the required head would be approximately 2.2ft. This means that the water volume from the 100 -yr 1 -hr storm (6.3 acft) would pond against the northerly property wall at the back of lots 160 to 171 and 191, 2.2 ft deep. The surface area to be inundated would be 6.3 ac. Please notice that the 100 -yr 1 hr storm yields a unit runoff rate of 7.5 cfs /acre. This is very improbable and unrealistic. The 100 -yr 3 -hr unit storm runoff flowrate is 98 cfs, yielding a unit flowrate of 2.4 cfs /ac. The 100 -yr 3 -hr storm generally corresponds the 100 -yr rational method unit �. flowrate. The impoundment depth for a 30 -ft weir opening using the 100 -yr 3 -hr storm peak flowrate (98 cfs) would be approximately -1ft. The inundation area would be 15 acres for a 7.5 PACE Mr. Timothy Jonasson June 24, 2008 The Enclave at La Quinta #8223 E Page 12 of 12 acre foot storm volume. The existing berms between parcels 764 - 320 -013 and 764 - 300 -006 appear to be adequate to confine the pond that would occur along the northerly site boundary in OFF -1. Also, if the generic rational method unit flowrate of 3 to 4 cfs per /acre which was quoted in comment #5 was used then the maximum ponding depth would be 1.44 ft in the OFF -1 offsite area. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. Jonis Smith, PE Senior Project Manager — Stormwater Management JS/KMT P.18223L15- AdministrativelLetterslOutVonasson, Timothy R. Response Letter 06- 24- 08.doc LAI • PACE • • • PACE Advanced Water Engineering May 20, 2008 Michael Sutton, PE Vice President RBF Consulting 74 -130 Country Club Drive, Suite 201 Palm Desert, CA 92260 -1655 Phone (760) 346 -8315 Re: Review of Hydrology Report for the Enclave Project in La Quinta, CA by RBF, letter dated May 13, 2008 Dear Mr. Michael, Fax (760) 346 -7481 Page 1 of 3 # 8223E Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the comments from RBF dated May 13, 2008 for the above - referenced project. The responses from PACE are as follows: Per your request, RBF has reviewed the latest Hydrology Study for the Enclave La Quinta Project dated May 2008 by PACE. Base on our review we request that it be made clearer,as to what acreage is being diverted to the Green Hills Development property. Although all of the information can be found within the report, an offsite summary should be placed in the report, which clearly summarizes the Peak Flow Rates and run off volumes to be discharged to the Green Hills Development. PACE Response: The developed conditions hydrology map (Figure 3) has been revised to more clearly show flowrates and volumes discharging to the Green Hills property. 2. The Hydrology study uses an Antecedent Moisture Condition (AMC) III. The Riverside County and Flood Control District Manual recommends AMC II (Page C -4). If PACE were to use AMC II the volumes in the study could be reduced. PACE Response: Use of AMC III provides loss rates which yields slightly more conservative (larger) values of the runoff volumes. This intentionally conservative approach allows a small margin for design configuration adjustment as the design progresses beyond the entitlement stage. 3. The loss rate calculation for avenue 62 seems to be inconsistent throughout the report. The Hydrology map shows Avenue 62 as 0.057 in /hr, and in Table A shows Avenue 62 Loss Rate as 0.1881 in /hr. Depending on which of the numbers are utilized in the calculations would have an effect on the overall volume being diverted to the Green Hills Development. PACE Response: Mr. Michael Sutton May 20, 2008 Enclave at La Quinta — #8223E Pape 2 of 3 The developed conditions hydrology Map (Figure 3) has been revised to show the correct loss rate (0.19 in /hr) as used in the calculations and as shown throughout the report. 4. Should the Green Hills Development, LLC decide to accept the flows from The Enclave Project (Avenue 62 watershed), It appears based on the revised report that a total volume of 0.7 acre feet will be required to be accepted form the Enclave Project and retained within the Green Hills Development project limits. This equates to approximately a 100' x 100' area, at a depth of 5 feet of entrained water, with one foot of freeboard. PACE Response: comment acknowledged 5. Please note that the City requires the use of a Nuisance Water Dissipaters (see section 7 of the La Quinta Retention Requirements attached). This can be accomplished via construction of a maxwell drywell or equivalent. There is a however a cost related to the construction of the drywell. It was discussed at our meeting with The Enclave Development Team on Wednesday April 23`d, that the nuisance flows would be handled within the Enclave Site and that no nuisance flows would be directed onto the Green Hills Development project. This should be stated in the acceptance agreement. PACE Response: There would be no nuisance flows leaving the Enclave Development. All nuisance flows generated within the Enclave site stay within the site. All nuisance flows generated on Monroe Street would be captured and directed to the Enclave storm drain system. All nuisance flow generated on 62nd Ave west of the Enclave Entry Road would be captured in the Enclave storm drain system. The only nuisance flows that would be conveyed to the Green Hills Development would come from the public right -of -way on the southern half width of 62nd Ave from the area east of the Enclave Entry Road. Nuisance flow generated in this area would be • conveyed to the proposed Dry Well for capture, treatment, and disposal. The volume of nuisance flow from this area would be negligible. 6. Depending on the percolation rates and soils in the area of the Green Hills Development project, the use of drywells may still be required within the retention basin. This can only be determined by a percolation test prepared by a soils engineer. The retention basin must provide adequate percolation such that the entire 100 -year storm retention capacity is percolated in less than 72 hours. Should the percolation rate be low for the intended retention area, either a larger surface area will be necessary, or one or more drywells can be constructed to ensure the required percolation. PACE Response: A dry well is proposed. Please see revised grading exhibits. As was discussed in our meeting with the Enclave Development Team, The agreement with the Enclave development should note that the effluent waters leaving the Enclave Project will be in accordance with the water quality requirements of the new NPDES Permit to be adopted later this year. PACE Response: The proposed basin is a water quality BMP, a retention basin, and a percolation basin. A small 1 -ft tall partition berm can be constructed within the basin to create a forebay treatment area near the inlet. The flows leaving the forebay area will be conveyed to the percolation dry well. If you have any questions regarding the above responses, please do not hesitate to contact us at (714) 481 -7300. PACE Mr. Michael Sutton May 20, 2008 Enclave at La Quinta — #8223E Page 3 of 3 • Sincerel , A o C. Smith, P.E. enior Project Manager JCS /AS Enclosures: Standard Agreement, Exhibits A, 8, and C P: 18223E15- AdministrativelLetterslOutlSutton, Michael Response Letter 05- 20 -08. doc • • 1i PACE PACIFIC ADVANCED CIVIL ENGINEERING, INC. 17520 Netivhope. Street, Suite_ 200 Fountain Valley, California. 92708 a 714.48.1.7300 ;Fax: 714.481.;7299 February 14, 2008 Ed Wimmer, PE City of La Quinta Public Works Department Development Services Phone (760)777 -7075 Fax (760)777 -7155 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study #8223E Dear Mr. Wimmer: Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the Review of The Enclave at La Quinta Preliminary Onsite Hydrology Study. The responses from PACE are as follows: 1. Page 1, offsite flow at arterial streets is not captured but calculations for catch basin spread and lane losses by flooding of streets not accounted for please resolve. Recheck as applicable that historical flow routing is maintained through the project. Assumption to allow the offsite streets hot • to take their tributary volume on site because the offsite date palm orchard will account for this leads to 2 concerns: a. Public Safety in the Right of Way due to improvements causing an increase in impervious areas during the 2 to 50 year storms (must be determined by an engineering study). 10 year spreads shall not be exceeded nor an increase in flood boundaries downstream. b. Does the offsite date orchard actually contribute runoff to the entire offsite street system. FOR is to provide a topo map showing the existing route of the date orchard with Q10 and Q100 values. Also, show the depressed locations contributing to capturing the existing storm flows. PACE RESPONSE 2. Page 3, add text to indicate that NOAA data is used to determine the maximum 100 year storm. Please provide the city with reference documentation for 24 hr 5.5 inch precipitation value: PACE RESPONSE 3. Page 3 and show on map (Fig 2) the impervious values for the designated areas. Lot sizes are required to be shown. Clarify lot sq ft assumption used to calculate impervious values. Onsite roadways should obtain an Imp area of 90 %. The combination of these 2 should determine the IMP values. Therefore, show lot sizes and street widths to determine the IMP values used. PACE RESPONSE 4. Page 3, FOR uses soil type C — preference to the conclusion for the use of Soil C PACE RESPONSE 5. Page 6, the FOR shows the basins storm flow shall drain within 120 hrs. The City of LQ Bulletin shows the storm water shall drain within 72 hrs. Assume 0.1 CFS flow rate per drywell for percolation assumption for basin clearing in 72 hrs. Mr. Ed Wimmer January 11, 2008 Reponses to The Enclave at La Quinta Onsite Hydrology Study Page 2 of 2 • PACE RESPONSE 6. Page 6, it needs to be determined if the 1ft freeboard requirement for basins with emergency overflow weirs is required. If it is basin 2 crest elevation should be reduced 400.3 and basin 3's crest elevation should be reduced to 399.3. PACE RESPONSE 8. Title Sheet, Civil engineer shall sign and stamp all resubmittals for engineering calculations. PACE RESPONSE FOR states the offsite street doesn't flow back into the project and will not be accounted for because the offsite date groves enters the site instead of entering the offsite street. Note FOR does not account for 10 year spread not to exceed 1 lane during this storm. FOR to show the 10 year spread has not been exceeded. Also, the FOR should provide an existing topo of the area and flood route existing for this project to determine the amount of flow entering the existing offsite street system from the date groves. PACE RESPONSE 10. Please provide topo map of the proposed retention basins so that planimeter results can be obtained. Highlight all bottom topos and WSE100 topo lines found in all basins. PACE RESPONSE 11. Elevations and overflow routing is not understood with provided the hydrology study. Please • provide lot elevations, overflow crest elevations and verify 1 footboard is maintained against all pads. Assume a minimum street grade of 0.4% per City Engineer direction. Surface drainage channel or equal is not found at OFF6 20.7 acreage flowing onto property. Surface drainage channel or equal is also not found at Basin 4 overflow to Avenue 62. Callout drainage easement and channel /piping to resolve concern. FOR is reporting high overflow flow rates. Trilogy project may lower intersection of Monroe and Avenue 62 to resolve drainage and street issue by 1 -2 ft. Enclave FOR to study and advise condition to ensure proper arterial grades and drainage. Centralized retention basins and low gradients at project create concern for street flooding — please clarify. PACE RESPONSE If you have any questions regarding the above responses, please do not hesitate to contact us at (714) 481 -7300. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. C 6*0, oins Smith, PE Senior Project Manager — Stormwater Management is JS /KMT P: 18223E15- Administrative )LetterslOutlWimmer, Ed Response Letter 02- 14- 08.doc