Loading...
CM-2026-065 - 3/6/2026 FIRST AMENDED AND RESTATED REGIONAL STORMWATER MANAGEMENT PROGRAM PARTICIPATION AGREEMENT BY AND BETWEEN THE CITY OF ROUND ROCK,TEXAS AND CSW 1901 PALM VALLEY,LP This Firs Amended and Restated Regional Stormwate Management, rogram Participation Agreement ("Agreement") is made and entered into this ( day of KOCA, 2026 by and between the City of Round Rock, Texas (the "City"), a home rule municipal corporation of the State of Texas, and CSW 1901 Palm Valley,LP, a Texas limited partnership(the"Developer"). RECITALS WHEREAS, the Developer owns property in the City of Round Rock, located at 1901 Palm Valley Blvd E., Round Rock, Texas 78664; and WHEREAS, pursuant to Section 4-86(b) of the City of Round Rock Code of Ordinances, the Developer has requested to participate in the Regional Stormwater Management Program (the "Program") in lieu of providing the required on-site detention facilities; and WHEREAS, the Planning & Development Services (PDS) director has accepted the justification provided by The Developer's Engineer of Record that the proposed development will not result in additional identifiable adverse flooding of other properties; and WHEREAS,the Developer has provided a comprehensive engineering report, as set forth in Exhibit "A," attached hereto and incorporated herein by reference for all purposes, providing engineering data and calculations which fully describe and justify participation in the Program; and WHEREAS, the purpose of this Agreement is to outline each party's duties and obligations; and WHEREAS, the City and the Developer previously entered into that certain RSMP Participation Agreement dated June 27,2025 (the"Original Agreement"); and WHEREAS,the Parties desire to amend and restate the Original Agreement in its entirety as set forth herein. NOW, THEREFORE, in consideration of the mutual covenants and conditions herein contained,the parties agree as follows: I. 1. Recitals.The recitals set forth above are incorporated herein for all purposes and are found by the parties to be true and correct. It is further determined that both parties have authorized and approved this First Amended and Restated Agreement, and that this First Amended and Restated Agreement will be in full force and effect when executed by each party. Czzo(05 2. Property Description.Being a 3.866 acre tract of land situated in the P.A. Holder Survey, Abstract No. 297, Williamson County, Texas,being all of the remnant portion of Lot 1, Block A, Cirkiel Commons, a subdivision recorded in Cabinet P, Slides 230 and 231 of the Plat Records of Williamson County, Texas. 3. Program Costs. (a) The total impervious cover for the Property is hereby increased from 1.99 acres to 2.14 acres. The Developer and the City further agree that the maximum impervious cover allowance pursuant to this Agreement shall be 2.14 acres. (b) Based on the revised impervious cover, the Developer agrees to pay the City an additional $21,401.99, as set forth in Exhibit "B," attached hereto and incorporated herein by reference for all purposes. The Developer acknowledges that this is a one-time, non-refundable fee. (c) The Developer shall remit payment immediately to the City upon execution of this Agreement. II. Miscellaneous 1. Amendment and Restatement. This Agreement amends, restates, and replaces the Original Agreement in its entirety. All references to the RSMP Participation Agreement shall hereafter mean this Agreement. 2. Other Services. Nothing in this Agreement shall be deemed to create, by implication or otherwise, any duty or responsibility of either of the parties to undertake or not to undertake any other,or to provide or to not provide any service,except as specifically set forth in this Agreement or in a separate written instrument executed by both parties. 3. Governmental Immunity. Nothing in this Agreement shall be deemed to waive, modify or amend any legal defense available at law or in equity to either of the parties, nor to create any legal rights or claims on behalf of any third party. Neither the City nor the Developer waives, modifies, or alters to any extent whatsoever the availability of the defense of governmental immunity under the laws of the State of Texas and of the United States. 4. Amendments and Modifications. This Agreement may not be amended or modified except in writing executed by both,the City and the Developer. 5. Severability. If any provision of this Agreement shall be held invalid or unenforceable by any court of competent jurisdiction, such holding shall not invalidate or render unenforceable any other provision hereof, but rather this entire Agreement will be construed as if not containing the particular invalid or unenforceable provision or provisions, and the rights and obligations of the parties shall be construed and enforced in accordance therewith. The parties acknowledge that if any provision of this Agreement is determined to be invalid or unenforceable, it is their desire and intention that such provision be reformed and construed in such a manner that it will, to the 2. maximum extent practicable, to give effect to the intent of this Agreement and be deemed to be validated and enforceable. 6. Gender, Number and Headings. Words of any gender used in this Agreement shall be held and construed to include any other gender, and words in the singular number shall be held to include the plural,unless the context otherwise requires.The headings and section numbers are for convenience only and shall not be considered in interpreting or construing this Agreement. 7. Execution in Counterparts. This Agreement may be simultaneously executed in several counterparts,each of which shall be an original and all of which shall be considered fully executed as of the date above first written, when all parties have executed an identical counterpart, notwithstanding that all signatures may not appear on the same counterpart. 8. Notice. All notices shall be in writing and shall be deemed effective upon receipt by the addressee after being sent by certified or registered mail or by Next Day Air to the addresses listed below: City of Round Rock: Attn: City Manager City Hall 221 East Main Round Rock, Texas 78664 Developer: CSW 1901 Palm Valley,LP, a Texas limited partnership Attention: Jon Switzer, Manager 1703 W. 5th Street, Suite 850 Austin, Texas 78703 9. Force Majeure. Parties shall not be deemed in violation of this Agreement if prevented from performing any of their obligations hereunder by reasons for which they are not responsible or due to circumstances beyond their control. However, notice of such impediment or delay in performance must be timely given, and all reasonable efforts undertaken to mitigate its effects. 3. IN WITNESS WHEREOF,the parties have executed and attested this Agreement by their officers thereunto duly authorized. CITY OF ROUND ROCK,TE S By: Brooks Bennett, City Manager DEVELOPER CSW 1901 PALM VALLEY,LP a Texas limited partnership By: CSW MANAGER JT,LLC a Texas limited liability company its general partner By: Name: Title: 4. Jon Switzer Manager Exhibit A Engineering Report 5. WAELTZ & PRETE, INC. W.po CIVIL ENGINEERS Accepted as Submitted h frvcrNf by February 09, 2026 Catalina Arboleda Gonzalez, P.E.,CFM for Joseph Daley,CFM City of Round Rock— Public Works Floodplain Administrator Attn: Ms. Catalina Arboleda Gonzalez, P.E. City of Round Rock,TX 3400 Sunrise Rd. RSM25-00001 All responsibility for the adequacy of this report remains with the engineer who prepared it.The Round Rock, TX 78665 City must rely upon the adequacy of the work of the sealing engineer. 02/12/2026 RE: Technical Addendum #1 Regional Storm Water Management Program (RSMP) For: Lot 1, BLK 'A', Cirkiel Commons Subdivision 1901 Palm Valley Blvd, Round Rock, Texas 78665 Dear Ms. Gonzalez: This Technical Addendum supplements our Regional Storm Water Management Program (RSMP) Drainage Summary dated November 8, 2025. The purpose of this addendum is to provide the additional verification requested by the City regarding the Atlas 14 — 1% annual chance (100-year) ultimate floodplain, specifically confirming that the storm event remains contained within the existing drainage easements and does not overtop A.W. Grimes Boulevard. This addendum also incorporates the additional 0.6 acres of impervious cover associated with the adjacent Whataburger redevelopment. Hydrologic Analysis — HEC-HMS (v3.5): A specific hydrologic analysis was prepared for the upgradient drainage area contributing to the two culvert crossings at A.W. Grimes Blvd. The hydrologic model was developed using HEC-HMS Version 3.5, consistent with the methodology used in the original RSMP submittal. Our analysis included: • Development of an overall drainage area map delineating the upgradient watershed and the time-of-concentration flow path (see attached exhibit). • Determination of times of concentration using the TR-55 methodology. • Calculation of the existing watershed impervious cover (+/-29.12 acres), then increased the calculated value by 0.6 acres to account for the Whataburger redevelopment (29.18 acres). • Use of the Atlas 14 1% annual chance storm under ultimate development conditions. The peak discharge generated from this updated hydrologic model was used directly in the culvert hydraulic evaluation. 211 N. A.W. GRIMES BLVD. ROUND ROCK,TEXAS 78665 (51 2) 505— 8953 (FIRM Tx REG. #F-10308) Culvert Hydraulic Analysis — HY-8 (v7.80.0.2): The culvert capacities were evaluated using FHWA HY-8 Version 7.80.0.2 for the two-stage culvert system located at A.W. Grimes: • Downstream crossing (North Bound Lanes): 3 — 6 ft x 3 ft box culverts • Upstream crossing (South Bound Lanes): 3 — 5 ft x 3 ft box culverts A sequential tailwater approach was applied: 1. The downstream 3 — 6' x 3' box culverts were analyzed first to determine the upstream headwater elevation. 2. That elevation was then used as the tailwater boundary condition for the upstream 3 — 5' x 3' box culverts. 3. HY-8 computed the final upstream headwater elevation based on the updated hydrology. All HY-8 calculation sheets are included with this addendum. Conclusion: • The upstream headwater elevation remains fully contained within the existing drainage easement. • The drainage system does not overtop A.W. Grimes Boulevard during the 1% annual chance storm event. • The additional 0.6 acres of impervious cover from the Whataburger site results in no identifiable adverse impacts upstream or downstream. • The drainage system continues to perform within the City's criteria for RSMP participation. Should have any questions or comments, please feel free to contact me. Sincerely, .01 %%%%%%%%%% I ; j ••ANTONIO A. PRETE•0 Antonio A. Prete, P.E. ,�:. 93759 :�o' President $�i F</cENE�' Waeltz & Prete, Inc. �������:6,G. 09Feb26 I I ' TIMES OF CONCENTRATION(PER TRS3 METHOD): I n I J SMEET FLOW MALLOW CONCENTRATED ROW CMMNELI PPE MALLOW LEANNELI �_.. 4,1 VE*+^4^^"f'"+""` a" MEE T ET CONCENTRATED PIPE TOTK TOT TOT (iv lei �,'W�4.""'7411 SUB-0A'IN 3 I.clro M.31MR PAVED/UNPAVED E I. L VELOCITY IT Tc Tc Tc Tc Tc, DESIGNATIONA n[E mi Mi PM III mx•a Im 16(mcl 9n 9n 9Pi INI 18.1 I6i .1t.p.- ' '�,.. DAI 015 0wm 100 397 1.537 203 1270 600 DIE 021 0.06 00 Ix.74 1EM 11`EFYS 0v0 - . 1 HEC-HMS WATERSHED RESULTS IPERSCS CURVE NUMBER METHOD}.D b.01m 0 200 400 EDT-E se T--•-- 4' 4" zi99•" ATLAS uuLT. ell 4O EµTRAIL STUDY AREA 4• McJ M. CN IC IC q, INN ' ��(\G LL +; "I DEE DxATox L i x•i PH PH PNIATL INN NOTES: HORIZONTAL SCALE Z �9 {��( DOA •}.1x 00Ebb1m n 6913 m.12 mx.1 E)OSSINGCON]IiEIFE W I_IM '• �T OAA A3.13 Oaebbtm 73 69m mlE xtx.T m35 PROPOSED CONDTDN9-NCLUDEDS 06 AC EVERNOIA INCREASE FOR WINTMLRDER SRE � ' N .._ HY-8-CULVER SUMMARY RESULTS: SAM V Ii•' C •y iii BASS-• ` . E LILT RM 620 (_ Loc.. 0�.. MW TWA[.-,4. 4 ma • 3E.O Mit' m m 9A 3 6 9R.E9 DOWNS TMEAM CUVENTS NDREI SOUTO U3E5 � A�6 1 Y'Ir. "Va 3-504. ro 694I .oa.a - AM CULVERTS SoumSoub LOGES �d - ._ LOCATION MAP NTS ea ® � . vie TIME OF .,, R —" CONCENTRATION .. A . ; _kL�•a ado FLOW PATH 9Mm►.w� _ I 1 s LEGEND o �E I a !I �s DRAINAGE BOUNDARY • I, TIME OF CONCENTRATION FLOW PATH �_ _- 1rit _ CHANNEL REACH fit' . S Ices-i5t arm raw= + k _ •t n - �� - ` , I1 i DA-A I,i ar.. I - - ` Fm- '.a .. '4 .. I 1•, j -y� - (1.00 AC) SUB-BASIN ID AND AREA y J f ,' / `I[ "41 s 1f7o , I �-'.., ' .. „ • - / i _ I Nam l fNl t --'O _ - - r y.., ,A i r may:• •.54, a x - _ +w w r,..-+' "T ` \' i •`TM `I j,ANT01N0 A.PRETE•i -,5 - ^ 1 «- .�T'Ni I , !.. F E ,, 93759 •�Wi .r, -, i to - - . A + }} !Sf ;tv /111,``AI.F • �` BOX CULVERTS • ' ` ► E 1 s I "* r osF 2s cc �% 3M15'x3' • f I- . . 3-6'x3' . t+ •�_ % .' BOX CULVERTS i % ' BOX CULVERTS ` T F OVERALL DRAINAGE ® (SOUTH BOUND) ° '� . (NORTH BOUND) c '" AREA MAP 3 .�\ r Mtn� 't`:.. -. •�••'"'+; WAELTZ&PRETE.INC. __ � CIVIL ENGINEERS R .� { - w•p 21184 A W GR�MESB VD. 8665 1 k , 1.d zR ;,2,ROCKTX 1.3 FIRM TX.REG.xF�1030R TOPOGRAPHIC AND TREE SURVEY FOR A 3.866 ACRE TRACT OF LAND SITUATED IN THE P.A.HOLDER SURVEY,ABSTRACT NO.297,WILLIAMSON COUNTY,TEXAS,BEING ALL OF THE REMNANT PORTION OF LOT 1,BLOCK A,CIRKIEL COMMONS,A SUBDIVISION RECORDED IN CABINET P,SLIDES 230 AND 231 OF THE PLAT RECORDS OF WILLIAMSON COUNTY,TEXAS AND BEING A PORTION OF THE CALLED 0.7922 ACRE TRACT OF LAND CONVEYED TO THE CITY OF ROUND ROCK,RECORDED IN DOCUMENT NO.1998029988 OF THE OFFICIAL RECORDS OF WILLIAMSON COUNTY,TEXAS PROPERTY ADDRESS:1901 PALM VALLEY BLVD E,ROUND ROCK,TX 78664 SI.LEGEND SI VALVE SD GOMA GAS PIPE LOC R3 cN II 1 N SIP OK VAT.ON COCALTE CONCRETE �T/ I 313 nap a CPC NAY ON COSCRETE PI; PROSECUTED TO.TRESPASS.-ALL OFFENDERS WU.ME WAY ON CONCRETE EXTORT ME LAY. —_>. N»so5s4 ns9s GRAPHIC SCALE SO•STOP NO ONE OXEN IL I PULE MANNER —n9•xax w x� 1 1V2 a.E FLEEro, n.Es „m-,,,� �;'mow'S. __ NOTE.SDI GOER.PAW RULES. g; eN�o� asm�AY aAY) _____ us.�.M,uDHT-�. Of FOLLOVO44 ACTIVITIES N.MOT .LCRa. SPORTS KEoV TIVITIEN DEPARK PAWING Pt MASS ", WAS ,,,_, `� � —f � PLEASE KEEP Tir PARR CLEAN• � � FREFccEEE.LL9 EwTR ~ ' •��',a. \� �, \ • e ',,11 ' '— LOCN'A Fob __—. w��^ xJe � .LT .••/, �,E,..;;,•�" .,�ar N1 � .t,''° \ R p`RN�'.;S�, ONE -294 POW "'� 'kV MPlie NB BOX CULVERTS(3-6'x3'1 r.P.T(w) I a Mf �.� �' M 7 \ 150LF®0 MEI ""-" J Kv, 5'� x i A FL:809 TB(OUT) T� 1 let,-I 9N S NW,,.=693. u.EE EX.CITY OF ROUND ROCK I / I_ ~�� �•.. \ �TW-..=89T 88' TT DRAINAGE EASEMENT I / • ! •� F I " \ iii//),(,���///),, DOC'.CAB.P.,SLD 230 % /I1.3 —N TTT"``5222"���c'TTTT I I .:::.(:.... i •T cum MT =. R. .N ar ax wlK,ert rtss'K.8'oN'"''''E / I'I��j 1 ml r �A ... r.. II / I / •a VW AI_ r J -oiq OO 1_i BOX a CLMJZT[ / L/e= _ -' '_i III . 4 I AT POMP POLE 1 g LOT I oDECTRIC AI.aE EN I RP 4 MEN E TER FI rr WEa E.- / /' ,,, 1 am;l E 1 y�p I MEN NO.CENTER. �IwO ' d'4',�I€ x",1�'cEnf.Fa CONCRETE i .. ,II I I ; ,C o.P..... / ' (eE 4 / a' lOREMNANT Po ROx el 11 z U� NB BOX CULVERTS.-5'x33 �a Osx wTN uvNur /.NO N'10r / SJ '� HOER. N 11,1 11 1 tp �°'•' • 2O LF 00.2116 ° / / EO(L1- O. T N Ili n/ T $ FL=NO 55(OEM 2 / // V' [� IEv.5l0;3Nao 1 Is •8 7i_-A FL=69105(IN) LLOCN'. / O n� 'I'' vR 1 `0 'i- �" ` MW,==89E.9a' �e �.., ..... il, II, I ——Tw,m=69981 w,R ONE. .:.." // v?� SUBJTRAcr ECF `1 I '-o I f� / // 194 ULT FLOODPUIN ,1• l 1866 AC. I4i 11, III, / DELINATION m. 1, p,.• ,Mr I u'Ea,.a _—_— TN cuu. / n ►.--e�lli•1 'll I nol ii • . . FotrE c (9.n ,,.. 4.i:.\fir 'I '`.,, i iJ — M III v 2 yk sit, xl'I^ �Ism� EMA FEDERAL E..KT v.x.rx..Nr AT.. / N. ADDRODRAD Pm LINE _ NET p / 1 III r" / / iI I I / CONC ON CONCRETE ,Y=_104 METAL CAM 2 _1 k / , •ll)1 o I / A m - a wys1 it J i � // / AIR STOW RETIMPID WALL RCP REINFORCED CORCRETE PPE .MNONMN " ro EE / . OWING ��/ r I ' , l / - //X. / ; ; m / • o,R , s , < / /i/ ///, I / ? / _ D Op` ® • i. ' ,i/ /I REGULATORY el... o y—.. J' 6e. 'Y flee, • 1 / lilt !,,,4 b *fr , � / i �/ wine n:see n. %.�' ` / dl` a�*r' // �" —,°F 7.4r �. p d' 09FeB26 \•N ��/ _ / l I J` l�' �W�"{ O' T ' / - ING FOR FLOODMAN DELINEATION ` \ /mr�.E .' , / 8_rva slF�J4 / / " 6 INFORMATION — —� / N / i 8 IWO AP r2 ram° --- ...._. 7 e'd'f. ,,,. ..--',..--. ..,,_ ''-',,--__ ../' '/// ,"/' ,'',i ,7// i N. PAIR.C2 LINE TABLE CD .x.cr 669'Nb•E DISTANCE /'�.— — ` _ � � ^ _ — .-- — _ .an /u See 3939 w xn / O `¢'•19.0 r ow ac r. CUR*TABU ORO 6 O OtOM MO. — — -\\\ r\ .i F. RAMS ARC OEM GLE 3 O NME 6 13'TM 13xnsna. 90558'03 w 7660 \ \ = c3 00 5,w.ir t,e9•si• smz9•s.•w i500 \� j ''I '' \ SHEET 1 OF 2 © aJ xmb• -ao•te•w a.x• z ma... e39m 36Y tb.b• �\ I O DIAMOND SURVEYING,INC.` AR33 mew m•w % ov.cr. fe1Y%• 9Y13'E 112e • PLOT PREPARED BY OIAM0,2024 EYING,INC. — Ems. (40MMAm� A ON MARCH 10,2oN � DOWNSTREAM 3 - 6x3 BOX CULVERTS A.W. GRIMES - NB LANES HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum,Design,and Maximum Flow Minimum Flow: 213.00 cfs n Flow: 283.00 cfs < ATLAS 14 Design 1% ULT Maximum Flow:404.00 cfs Table 1-Summary of Culvert Flows at Crossing: Crossing 1 Headwater Total NB MBC Roadway Iterations Elevation (ft) Discharge Discharge Discharge (cfs) (cfs) (cfs) 693.24 213.00 213.00 0.00 1 ATLAS 14 693.40 232.10 232.10 0.00 1 1% ULT 693.56 251.20 251.20 0.00 1 693.72 270.30 270.30 0.00 1 693.84 283.00 283.00 0.00 1 694.10 308.50 308.50 0.00 1 694.34 327.60 327.60 0.00 1 694.58 346.70 346.70 0.00 1 694.83 365.80 365.80 0.00 1 695.08 384.90 384.90 0.00 1 695.34 404.00 404.00 0.00 1 697.00 517.12 517.06 0.00 Overtopping DOWNSTREAM 3 — 6x3 BOX CULVERTS A.W. GRIMES - NB LANES Rating Curve Plot for Crossing: Crossing 1 Total Rating Curve Crossing.crossing 1 697.5- 697.0 696.5- v 696.0- C - O - to 'w 695.5- w - `w A 695.0-_ m _ 694.5- 694.0 693.5- -- 11 1 1 I L I I I i i i 1 1 1 1 1 1 1 1 I I I I III ! 11 1 1 I I I I 200 250 300 350 400 450 500 550 600 Total Discharge(cfs) DOWNSTREAM 3 - 6x3 BOX CULVERTS A.W. GRIMES - NB LANES Culvert Data: NB MBC Table 1-Culvert Summary Table: NB MBC Total Culvert Headwater Inlet Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater Discharge Discharge Elevation Control Control Type Depth Depth Depth Depth Velocity Velocity (cfs) (cfs) (ft) Depth Depth (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 213.00 213.00 cfs 693.24 2.52 2.741 1-S1t 1.49 1.63 2.68 2.68 4.41 3.96 cfs 232.10 232.10 cfs 693.40 2.67 2.904 1-Sit 1.59 1.73 2.80 2.80 4.60 4.06 cfs 251.20 251.20 cfs 693.56 2.83 3.063 1-S1t 1.68 1.82 2.92 2.92 4.78 4.15 cfs 270.30 270.30 cfs 693.72 2.98 3.222 1-Slf 1.76 1.91 3.00 3.03 5.01 4.23 cfs 283.00 283.00 cfs 693.84 3.08 3.338 1-S1f 1.82 1.97 3.00 3.10 5.24 4.28 cfs 308.50 308.50 cfs 694.10 3.30 3.601 1-51f 1.94 2.09 3.00 3.24 5.71 4.39 cfs 327.60 327.60 cfs 694.34 3.46 3.838 4-FFf 2.02 2.17 3.00 3.34 6.07 4.46 cfs 346.70 346.70 cfs 694.58 3.63 4.080 4-FFf 2.11 2.26 3.00 3.43 6.42 4.53 cfs 365.80 365.80 cfs 694.83 3.81 4.328 4-FFf 2.19 2.34 3.00 3.53 6.77 4.59 cfs 384.90 384.90 cfs 695.08 3.99 4.581 4-FFf 2.27 2.42 3.00 3.62 7.13 4.66 cfs 404.00 404.00 cfs 695.34 4.18 4.840 4-FFf 2.35 2.50 3.00 3.70 7.48 4.72 cfs Culvert Barrel Data Culvert Barrel Type Straight Culvert DOWNSTREAM 3 — 6x3 BOX CULVERTS A.W. GRIMES - NB LANES Inlet Elevation (invert): 690.50 ft, Outlet Elevation (invert): 689.78 ft Culvert Length: 150.00 ft, Culvert Slope: 0.0048 Culvert Performance Curve Plot: NB MBC Performance Curve Culvert:NB MBC I ♦ I Inlet Control Elev Outlet Control Elev 697.5- A 697-0- 696.5-_ c _ i o _ i 0>695.5-_ w = it 695.0-_ = it =694.5-_ it 694.0 'Jr 693.5 _ r 693.0- Jill I I I I l I I l I i i i Jill lilt I I I I I I I I III 200 250 300 350 400 450 500 550 600 Total Discharge(cfs) DOWNSTREAM 3 6x3 BOX CULVERTS A.W. GRIMES - NB LANES Water Surface Profile Plot for Culvert: NB MBC Crossing- Crossing 1,Design Discharge - 283.0 cfs Culvert-NB MBC,Culvert Discharge-283-0 cfs 697- 696- 695 v 694 - _ _ f0 - d 693- w 692 - u 691- 690 -40 -20 0 20 40 60 80 100 120 140 160 180 Station(ft) Site Data - NB MBC Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 690.50 ft DOWNSTREAM 3 — 6x3 BOX CULVERTS A.W. GRIMES - NB LANES Outlet Station: 150.00 ft Outlet Elevation: 689.78 ft Number of Barrels: 3 Culvert Data Summary - NB MBC Barrel Shape: Concrete Box Barrel Span: 6.00 ft Barrel Rise: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0130 Culvert Type: Straight Inlet Configuration: Square Edge (30-75°flare)Wingwall (Ke=0.4) Inlet Depression: None Tailwater Data for Crossing: Crossing 1 Table 2-Downstream Channel Rating Curve(Crossing: Crossing 1) Flow(cfs) Water Velocity Depth (ft) Shear(psf) Froude Surface (ft/s) Number Elev(ft) 213.00 692.46 2.68 3.96 1.05 0.50 232.10 692.58 2.80 4.06 1.10 0.51 DOWNSTREAM 3 - 6x3 BOX CULVERTS A.W. GRIMES - NB LANES 251.20 692.70 2.92 4.15 1.15 0.51 270.30 692.81 3.03 4.23 1.19 0.51 283.00 692.88 3.10 4.28 1.22 0.51 308.50 693.02 3.24 4.39 1.27 0.52 327.60 693.12 3.34 4.46 1.31 0.52 346.70 693.21 3.43 4.53 1.35 0.52 365.80 693.31 3.53 4.59 1.39 0.52 384.90 693.40 3.62 4.66 1.42 0.52 404.00 693.48 3.70 4.72 1.46 0.53 Tailwater Channel Data - Crossing 1 Tailwater Channel Option:Trapezoidal Channel Bottom Width: 12.00 ft Side Slope (H:V): 3.00 (_:1) Channel Slope: 0.0063 Channel Manning's n: 0.0450 Channel Invert Elevation: 689.78 ft Roadway Data for Crossing: Crossing 1 Roadway Profile Shape:Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 697.00 ft Roadway Surface: Paved Roadway Top Width: 36.00 ft DOWNSTREAM 3 - 5x3 BOX CULVERTS A.W. GRIMES - SB LANES HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design,and Maximum Flow Minimum Flow: 213.00 cfs ATLAS 14 Design Flow: 283.00 cfs 1% ULT Maximum Flow:404.00 cfs Table 1-Summary of Culvert Flows at Crossing: Crossing 2 Headwater Total SB MBC Roadway Iterations Elevation (ft) Discharge Discharge Discharge (cfs) (cfs) (cfs) 694.46 213.00 213.00 0.00 1 694.58 232.10 232.10 0.00 1 ATLAS 14 694.70 251.20 251.20 0.00 1 1% ULT 694.83 270.30 270.30 0.00 1 694.93 283.00 283.00 0.00 1 695.13 308.50 308.50 0.00 1 695.30 327.60 327.60 0.00 1 695.48 346.70 346.70 0.00 1 695.66 365.80 365.80 0.00 1 695.86 384.90 384.90 0.00 1 696.14 404.00 404.00 0.00 1 697.00 458.37 458.37 0.00 Overtopping DOWNSTREAM 3 — 5x3 BOX CULVERTS A.W. GRIMES - SB LANES Rating Curve Plot for Crossing:Crossing 2 Total Rating Curve Crossing:Crossing 2 697-5- 697.0- 696.5- 1-6 O - w 696.0- W z 695.5- 695.0- 694.5- I I I I i 200 250 300 350 400 450 500 550 Total Discharge(cfs) Culvert Data: SB MBC Table 1-Culvert Summary Table:SB MBC Total Culvert Headwater Inlet Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater Discharge Discharge Elevation Control Control Type Depth Depth Depth Depth Velocity Velocity DOWNSTREAM 3 - 5x3 BOX CULVERTS A.W. GRIMES - SB LANES (cfs) (cfs) (ft) Depth Depth (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 213.00 213.00 cfs 694.46 2.86 3.410 1-S1f 1.52 1.84 3.00 3.29 4.73 0.00 cfs 232.10 232.10 cfs 694.58 3.04 3.525 1-S1f 1.62 1.95 3.00 3.29 5.16 0.00 cfs 251.20 251.20 cfs 694.70 3.23 3.651 1-S1f 1.71 2.06 3.00 3.29 5.58 0.00 cfs 270.30 270.30 cfs 694.83 3.43 3.784 4-FFf 1.80 2.16 3.00 3.29 6.01 0.00 cfs 283.00 283.00 cfs 694.93 3.56 3.879 4-FFf 1.87 2.23 3.00 3.29 6.29 0.00 cfs 308.50 308.50 cfs 695.13 3.85 4.085 4-FFf 1.99 2.36 3.00 3.29 6.86 0.00 cfs 327.60 327.60 cfs 695.30 4.07 4.250 4-FFf 2.07 2.46 3.00 3.29 7.28 0.00 cfs 346.70 346.70 cfs 695.48 4.30 4.425 4-FFf 2.16 2.55 3.00 3.29 7.70 0.00 cfs 365.80 365.80 cfs 695.66 4.55 4.610 4-FFf 2.25 2.64 3.00 3.29 8.13 0.00 cfs 384.90 384.90 cfs 695.86 4.81 4.805 5- 2.34 2.73 3.00 3.29 8.55 0.00 cfs JS1f 404.00 404.00 cfs 696.14 5.09 5.010 5- 2.42 2.82 3.00 3.29 8.98 0.00 cfs JS1f Culvert Barrel Data Culvert Barrel Type Straight Culvert Inlet Elevation (invert): 691.05 ft, Outlet Elevation(invert): 690.55 ft Culvert Length: 70.00 ft, DOWNSTREAM 3 — 5x3 BOX CULVERTS A.W. GRIMES - SB LANES Culvert Slope: 0.0071 Culvert Performance Curve Plot:SB MBC Performance Curve Culvert:SB tic © I ♦ I Inlet Control Elev Outlet Control Elev 697.5- 697.0- 696.5- c - 696.0- m - a, W 45 695.5- - Y =695.0- x� !C 694.5- A-,AC 694.0- I I I I I I I I 11 I 1 11 I I I I I I I I 1 I I I I I 1 I I I I 200 250 300 350 400 450 500 550 Total Discharge(cfs) DOWNSTREAM 3 - 5x3 BOX CULVERTS A.W. GRIMES - SB LANES Water Surface Profile Plot for Culvert:SB MBC Crossing-Crossing 2,Design Discharge-283.0 cfs Culvert-SB MBC,Culvert Discharge-283.0 cfs 697- 696- 695- 0 694- —X d 7. uw 693- 4; 't 692- 691- till liii iiii iiii iiii -20 -10 0 10 20 30 40 50 60 70 80 90 Station(ft) Site Data - SB MBC Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 691.05 ft DOWNSTREAM 3 — 5x3 BOX CULVERTS A.W. GRIMES - SB LANES Outlet Station: 70.00 ft Outlet Elevation: 690.55 ft Number of Barrels: 3 Culvert Data Summary - SB MBC Barrel Shape: Concrete Box Barrel Span: 5.00 ft Barrel Rise: 3.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0130 Culvert Type: Straight Inlet Configuration: Square Edge (30-75°flare)Wingwall Inlet Depression: None Tailwater Data for Crossing: Crossing 2 Table 2-Downstream Channel Rating Curve(Crossing: Crossing 2) Flow(cfs) Water Surface Elev(ft) Depth (ft) 213.00 693.84 3.29 232.10 693.84 3.29 251.20 693.84 3.29 270.30 693.84 3.29 DOWNSTREAM 3 — 5x3 BOX CULVERTS A.W. GRIMES - SB LANES 283.00 693.84 3.29 308.50 693.84 3.29 327.60 693.84 3.29 346.70 693.84 3.29 365.80 693.84 3.29 384.90 693.84 3.29 404.00 693.84 3.29 Tailwater Channel Data - Crossing 2 Tailwater Channel Option: Enter Constant Tailwater Elevation Constant Tailwater Elevation: 693.84 ft Roadway Data for Crossing: Crossing 2 Roadway Profile Shape:Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 697.00 ft Roadway Surface: Paved Roadway Top Width: 36.00 ft Exhibit B Program Costs 6. RSMP Payment Calculation 2025 RSM25-00001 Ammended 02/12/2026 See Addendum 1 ROUND ROCK TEXAS Punic WORKS Development Name: Cirkiel Commons Subdivision Address: 1901 E Palm Valley WCAD Property No.: R669399 Case Manager: Veronica Trevino RSMP Reviewer: Catalina Arboleda Gonzalez,P.E.,CFM Table 1:ICAF Total%IC on tract following proposed ICAF development Lot size(Ac) 3.86 5 or less 0.25 Developable Land(Ac) 3.54 5.01 to 10 0.3 Jew Proposed Impervious Cover(Ac) 1.03 10.01 to 15 0.4 Existing Impervious Cover(Ac) 1.11 15.01 to 20 0.45 Total Impervious Cover(Ac) 2.14 20.01 to 25 0.55 Land Apraisal WCAD $ 1,932,224.00 25.01 to 30 0.6 Total IC after development(%) 30.01 to 35 0.7 IC added by development(%) 26.68% 35.01 to 40 0.75 Drainage Easements(Ac) 0.32 40.01 to 45 0.85 Development Type COM 45.01 to 50 0.9 50.01 and greater 1 LCC($) =0.05*(Appraised Land Cost/Lot size(Ac))*(Developable Land(Ac))*(ICAF)*(0.75)= $ 66,451.49 Table 2:Construction Cost Component Values(Indexed to September 2018) Impervious Cover Added(Acres) Cost per Impervious Acre for Single/Two- From To Other Family Al 0 1 $103,000 $129,000 A2 1.01 2 $70,000 $70,000 A3 2.01 5 $44,000 $44,000 A4 5.01 10 $29,000 $29,000 A5 10.01 20 $20,000 $20,000 A6 20.01 50 $12,000 $12,000 A7 50.01 100 $8,000 $8,000 A8 100.01 >100.01 $4,000 $4,000 The formula for the Construction Cost Component(CCC)is as shown in Eq.1-2 as determined by the impervious acreage(IA) being added at the tract: Eq.1-2:CCC($)=[IA][A1 cost]for IA s 1 ac.;or =[1][A1 cost]+[IA-1][A2 cost]for IA<-2 ac.;or =[1][A1 cost]+[1][A2 cost]+[IA-2][A3 cost]for IA 5 5 ac.;or =[1][A1 cost]+[1][A2 cost]+[3][A3 cost] CCC 2018($)= $131,100.00 ENR AF=ENR CCI 2024/ENR CCI 2018= 1.220 Adjusted CCC($)= $159,942.00 Total RSMP Payment=LCC+Adjusted CCC= $226,393.49 Payment received= $204,991.50 Balance Due= $21,401.99