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HomeMy WebLinkAboutAgenda_P&Z_07.20.2021Notice of Meeting for the P lanning and Zoning Commission of the City of Georgetown July 20, 2021 at 6:00 P M at City Council Chambers - 510 West 9th Street, Georgetown, T X 78626 T he C ity of G eorgetown is committed to compliance with the Americans with Disabilities Act (ADA). If you require as s is tance in partic ipating at a public meeting due to a disability, as defined under the ADA, reas onable as s is tance, adaptations , or ac commodations will be provided upon request. P leas e c ontact the C ity S ec retary's O ffic e, at leas t three (3) days prior to the sc heduled meeting date, at (512) 930-3652 or C ity Hall at 808 Martin Luther King Jr. S treet, G eorgetown, T X 78626 for additional information; T T Y users route through R elay Texas at 711. The P l anning and Zoning C ommi ssion (P &Z) is now me e ting i n pe rson. A quor um of the P &Z Commission will be in attendance at the F riends R oom at the Geor getown L ibrar y, 402 W 8th St., Geor getown, T X 78626. I t is possible that one or mor e board me mber s may atte nd via vide o confe re nc e using the Zoom clie nt. To allow for as much c iti ze n par tic ipation as possible, ci tizen c omments ar e ac ce pte d e ither in pe rson or via the Zoom c lient. F ac e masks ar e e nc our age. Use of pr ofanity, thr eate ning language, slande rous r e mar ks or thre ats of har m are not allowed and wil l r esul t in you being immediate ly r emove d from the me eting. If you have que sti ons or ne ed assistance , pl ease contact the P lanning De par tme nt at planning@ge orge town.org or at 512-930-3575. To par tic ipate vi rtuall y, pl e ase c opy and paste the following we bl ink into yo ur bro wser: https://bit.ly/2 R J e d G E M e eting I D: 924-7074-9449 Passco de: 943358 O r by phone: (Toll-F r ee ) 833-548-0282, 346-248-7799 Citizen comme nts are acc epted in the following for mats: Submit written comme nts to mirna.garc ia@ge orge town.org by 5p.m. on the date of the me eting and the Re cor ding Se cr etar y will for war d your c omments to the board be for e the mee ting. L og onto the mee ting at the link above and 'raise ' your hand during the Page 1 of 1965 item, or atte nd the me eting and sign-up to speak in-pe rson for an ite m poste d on the agenda. To join a Zoom me eting, c lick on the link provided and join as an attende e. You will be aske d to e nte r your name and email addre ss (this is so we can ide ntify you when you ar e c alled upon). To spe ak on an item, clic k on the 'raise your hand' option at the bottom of the Zoom mee ting we bpage once that ite m has opened. Whe n you are calle d upon by the Re cor ding Se cr etar y, your devic e will be r emotely un-muted by the A dministrator and you may spe ak for thre e minute s. P lease state your name clear ly, and when your time is over, your de vice will be muted again. Discussio n o n ho w the P lanning and Zo ning C o mmissio n virtual co nference will be co nducted, to include o ptio ns fo r public co mments and ho w the public may address the Co mmissio n -- S o fia Nelso n, Planning D irecto r P ublic Wishing to Address the B oard O n a s ubjec t that is posted on this agenda: P lease fill out a speaker regis tration form whic h can be found at the Board meeting. C learly print your name, the letter of the item on which you wish to speak, and pres ent it to the S taff Liais on, preferably prior to the start of the meeting. You will be c alled forward to speak when the Board cons iders that item. O n a s ubjec t not posted on the agenda: P ersons may add an item to a future Board agenda by filing a written request with the S taff Liais on no later than one week prior to the Board meeting. T he reques t must include the s peaker's name and the spec ific topic to be addres s ed with sufficient information to inform the board and the public . F or Board Liaison c ontact information, pleas e logon to http://government.georgetown.org/c ategory/boards -commissions /. A At the time of posting, no pers ons had s igned up to address the Board. Consent Agenda T he S tatutory C ons ent Agenda includes non-c ontroversial and routine items that may be ac ted upon with one s ingle vote. An item may be pulled from the C ons ent Agenda in order that it be disc ussed and acted upon individually as part of the R egular Agenda. B C ons ideration and possible action to approve the minutes from the July 6, 2021 regular meeting of the P lanning and Zoning C ommis s ion -- Mirna G arc ia, P rogram Manager C C ons ideration and possible action to disapprove for the reasons set forth in the item application for Construction P lans, c onsisting of approximately 0.184 acres in the William Addison S ur. Abs trac t No. 21, generally loc ated at 1900 G lenns P assage to be known as P atters on R anc h P hase 1 Lift S tation (2021- 13-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering D C ons ideration and possible action to approve applic ation for Construction Plans, cons is ting of approximately 14.9 acres in the F rederic k F oy S urvey, A-229, generally located at R idgetop Vista Dr. from R onald R eagan Blvd. to Martingale S t. to be known as R idgetop Vis ta Drive P hase B (2021-18- C O N) – David Munk, P E, and Lua S aluone, Utility Engineering E C ons ideration and possible action to disapprove for the reasons set forth in the item application for Page 2 of 1965 Construction P lans, c onsisting of approximately 62.048 ac res in the John T. C hurch S ur, Abs No. 140 and the Key West Irrigation C o. S urvey Abs. No.711, generally located at R M 2243 and C ypress P aul S t. to be known as P arks ide P eninsula S ec tions 1 and 2 (2021-23-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering F C ons ideration and possible action to disapprove for the reasons set forth in the item application for Construction P lans, c onsisting of approximately 47.91 acres in the J. T hompson S urvey, Abs No. 608, the I. & G .N. R .R C o. S urvey Abs . 744, the W.E P ate S urvey Abs . 836, the J.D.Johns S urvey Abs . 365, generally located at G reenview P arkway and S panish O ak Dr. to be known as P arkside on the R iver P has e 2 S ec tions 4 and 7 (2021-24-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering G C ons ideration and possible action to disapprove for the reasons set forth in the item application for Construction P lans, c onsisting of approximately 20.58 acres in the W. R oberts S ur. Abs No. 524, generally loc ated at 200 F airway Ln. to be known as Hidden O aks at Berry C reek P has e 2 (2021-26- C O N) – David Munk, P E, and Lua S aluone, Utility Engineering H C ons ideration and possible action to approve with the conditions set forth in the item application for Construction P lans, c onsisting of approximately 18.83 acres in the J. T hompson S urvey, Abs trac t No. 608, generally located near C R 176 on the north side of R M 2243 to be known as P arks ide on the R iver P has e 2 S ec tion 2 (2020-29-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering I C ons ideration and possible action to disapprove for the reasons set forth in the item application for Construction P lans, c onsisting of approximately 16.701 ac res in the F is h, J. S ur. AW 0232 AW 0232, generally loc ated at 4601 Williams Dr. to be known as Lots 1 and 2, Block 1, Wildwood at Williams S ubdivision (2020-40-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering J C ons ideration and possible action to approve applic ation for Construction Plans, cons is ting of approximately 115.987 acres out of a 364.2 ac re tract as des cribed in Doc. No. 2019006810, generally loc ated at F M 3405 and C R 289 to be known as T he C anyons at HC H R anch (2020-54-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering K C ons ideration and possible action to Approve with the Conditions set forth in the item an applic ation for a P reliminary P lat, c onsisting of approximately 15.294 ac res in the Jos eph P. P ulsifier, Abstract No. 498 and the C lement S tubblefield s urvey, abs trac t No. 558, generally loc ated at 1010 W. Univers ity Ave. to be known as Wolf Lakes Village, S ec tion 3 (2020-26-P P ) -- Ethan Harwell, S enior P lanner L C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary P lat, c onsisting of approximately 14.816 ac res in the John Hamilton S urvey, Abstract No. 282, generally located at 200 P ec an Branch to be known as P ecan Branc h S ubdivis ion (2021-5-P P ) – Ryan C lark, P lanner M C ons ideration and possible action to approve an applic ation for a P reliminary P lat, c onsisting of approximately 19.44 ac res in the J. T homps on S urvey, Abstract No. 608, generally located at Highway 29 to be known as Wolf R anc h West, S ection 5 (2021-14-P P ) – Ryan C lark, P lanner N C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary P lat, c onsisting of approximately 62.048 acres in the John T. C hurc h S urvey, Abstract No. 140 and the Key West Irrigation C ompany S urvey, Abs trac t No. 711, generally located southwest of the intersec tion of R M 2243 and C R 176, to be known as P arkside P enins ula (2021-17-P P ) -- Mic hael P atroski, P lanner O C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary P lat, c onsisting of approximately 52.81 acres in the I.&G .N. R .R . C o. S urvey, Abstract No. 744, the J.D. Johns S urvey, Abs trac t No. 365, the J.T. C hurch S urvey, Abs trac t No. 140, and the Key West Irrigation S urvey, Abstract No. 711, generally loc ated at P arkside P arkway to be known as P arkside on the R iver P has e 4 (2021-19-P P ) -- Michael P atros ki, P lanner P C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary P lat, c onsisting of an approximate 146.786-acre tract of land out of the Woodruff Page 3 of 1965 Stubblefield Survey, Abstract N. 556, generally loc ated at 1500 Lawhon Lane to be known as Lawhon Trac t (2021-20-P P ) -- Mic hael P atroski, P lanner Q C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary P lat, c onsisting of approximately 3.389 acres in the Nic holas P orter S urvey, Abstract No. 497, generally located at 206 E Janis Dr to be known as R ivery C rossing (2020-23-P P ) --Ethan Harwell, S enior P lanner R C ons ideration and possible action to approve with conditions for the reasons set forth in the item an applic ation for a P reliminary F inal P lat Combo, cons is ting of approximately 10.021 acres in the A H P orter S urvey, Abs trac t No. 490, generally loc ated at 106 R anc ho Bueno Drive to be known as Honeyc utt Es tates (2021-2-P F P ) -- Mic hael P atroski, P lanner S C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a P reliminary F inal P lat Combo, cons is ting of approximately 1.998 ac res in the W. S tubblefield S urvey, Abs trac t No. 556, generally loc ated at 5000 E S H 29 to be known as P aric uaro S ubdivis ion (2021-8-P F P ) -- Ethan Harwell, S enior P lanner T C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 2.999 acres in the Joseph F ish S urvey, Abs trac t No. 232, generally loc ated at 4601 Williams Drive to be known as Wildwood at Williams S ubdivision, Lots 1 & 2, Block 1 (2020-5-F P ) – Mic hael P atroski, P lanner U C ons ideration and possible action to approve an applic ation for a Replat, cons is ting of approximately 7.986 ac res being all of Lot 1, S hadow C anyon C ommercial S ection 2, generally loc ated at S W c orner of S H 29 and R iver Terrace Dr. to be known as R eplat of Lot 1 of S hadow C anyon C ommerc ial S ec tion 2 (2020-74-F P ) -- Michael P atros ki, P lanner V C ons ideration and possible action to approve with the conditions set forth in the item an application for a F inal P lat, c onsisting of approximately 26.494 ac res in the B. Low S urvey, Abs trac t No. 385, generally loc ated at 5400 N. Mays S treet to be known as Lot 1 Bloc k B, Horizontal Westinghous e Trac t S ubdivision (2020-86-F P ) – Ryan C lark, P lanner W C ons ideration and possible action to approve with the conditions set forth in the item an application for a F inal P lat, c onsisting of approximately 31.638 ac res in the I. Donagan survey, generally loc ated at S H 29 and P arks ide P arkway to be known as Water O ak North, S ection 6 (2021-12-F P ) – Ryan C lark, P lanner X C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 9.21 ac res in the David Wright S urvey, Abstract No. 13, generally loc ated at 100 Velocity Drive to be known as Titan Northpark35 P hase 2 (2021-19-F P ) – Ethan Harwell, S enior P lanner Y C ons ideration and possible action to approve an applic ation for an Amending Plat, cons is ting of approximately 5.16 acres in Lots 126-128, 141-147, 150-156, and 160-161, Bloc k C , C imarron Hills C ountry C lub P hase 2, generally loc ated at 107 W C imarron Hills Trail to be known as C imarron Hills C ountry C lub (2021-22-F P ) -- Mic hael P atroski, P lanner Z C ons ideration and possible action to approve an application for an Amending P lat, c onsisting of approximately 1.92 acres in the Lots 112-113, Block C , and Lots 172-173 and 178-179, Bloc k D, C imarron Hills C ountry C lub P has e 1, generally located at C imarron Hills P HS 1 to be known as C imarron Hills C ountry C lub (2021-24-F P ) -- Michael P atros ki, P lanner AAC ons ideration and possible action to approve with the conditions set forth in the item an application for a F inal P lat, c onsisting of approximately 20.027 acres in the I. Donagan S urvey, generally located at C resc ent Bluff Dr. to be known as C res cent Bluff S ec tion 4B (2021-26-F P ) – Ryan C lark, P lanner ABC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 29.12 acres in the F redric F oy S urvey, Abs trac t No 229, Page 4 of 1965 generally loc ated at R onald R egan Blvd to be known as S omerset Hills P hase B (2021-32-F P ) -- Ethan Harwell, S enior P lanner ACC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 15.076 ac res in the F redric F oy S urvey, Abstract NO . 229, generally loc ated at 31101 R onald R eagan Blvd. to be known as S omers et Hills P has e C (2021-33-F P ) -- Ethan Harwell, S enior P lanner ADC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 20.58 acres in the F redric F oy S urvey, Abs trac t No. 229, generally loc ated at R onald R eagan Blvd. to be known as S omerset Hills P hase D (2021-34-F P ) -- Ethan Harwell, S enior P lanner AE C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 19.76 acres in the F rdric F oy S urvey, Abs trac t No. 229, generally loc ated at R onald R eagan to be known as S omers et Hills P has e E (2021-35-F P ) -- Ethan Harwell, S enior P lanner AF C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Replat, cons is ting of approximately 2.049 ac res being Lot 2A, Block A, Amending P lat of T he S ummit at R ivery P ark P has e 5 and 6, generally located at 101 Hintz to be known as R eplat of Lot 2A, Block A, T he S ummit at R ivery P ark P has e 5 and 6 (2021-36-F P ) -- Ethan Harwell, S enior P lanner AGC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 2.187 acres in the Barney C . Low S urvey, Abs trac t 385, generally loc ated at 5400 N. Mays S treet to be known as Mays S treet R etail C enter (2021-38-F P ) -- Michael P atros ki, P lanner AHC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 115.99 acres in the D. C asanova S urvey, Abstract No. 128, the W.A. Turner S urvey, Abs trac t No. 607 and the R . Baker S urvey, Abstract No. 824, generally located at the NE c orner of F M 3405 & C R 289 S to be known as T he C anyons at HC H R anch, P hase 1 (2021- 39-F P ) -- Ethan Harwell, S enior P lanner AI C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 1.467 acres in the B.C . Low S urvey, Abs trac t 385, generally loc ated at 5400 N Mays S treet to be known as F inal P lat of Horizontal Wes tinghouse Tract S ubdivision, Lot 1, Block C (2021-40-F P ) – Ryan C lark, P lanner AJ C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 28.179 acres in the Is aac Donagan S urvey, Abstract No. 178, generally located at C resc ent Bluff Drive to be known as F inal P lat of C res cent Bluff S ec tion 5 (2021-41-F P ) – Ryan C lark, P lanner AKC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of an approximate 55.12 acre tract of land situated in the J . Robertson Survey, Abstract No. 545, and in the W. Addison Survey, Abstract No. 21, generally loc ated at 3001 Wes tinghouse R oad to be known as Bridgehaven P hase 4 (2021-42-F P ) -- Mic hael P atroski, P lanner AL C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 6.00 acres in the David Wright S urvey, Abs trac t No. 13, generally loc ated at 2550 I H-35 N to be known as G ateway 35, P hase 2 (2021-43-F P ) -- Ethan Harwell, S enior P lanner AMC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 2.817 acres in the Nic holas P orter S urvey, Abstract No. 497, generally located at 2201 R ivery Boulevard to be known as R eplat of Lot 1, of Northwes t C ros s ing (2021-44-F P ) – Ryan C lark, P lanner Page 5 of 1965 ANC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a F inal P lat, c onsisting of approximately 42.18 acres in the F redric F oy S urvey, Abs trac t No. 229, generally loc ated at R onald R eagan Blvd to be known as S omerset Hills P hase A (2021-31-F P ) -- Ethan Harwell, S enior P lanner AOC ons ideration and possible action to approve with the conditions set forth in the item application for a Stormwater Permit, cons is ting of 52.4 acres in the B.C . Low S urvey, Abs 385, generally located at near 750 Mays S t. to be known as Horizontal Wes tinghouse Investors Trac t – Mas s G rading and Drainage P lan (2021-3-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering AP C ons ideration and possible action to approve applic ation for a Stormwater Permit, cons is ting of 2.2 ac res in the 4400 Wes t S ubdivis ion Lot 6 and 7, generally loc ated at 205 C antera Way to be known as Workplac e US A (2021-4-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering AQC ons ideration and possible action to approve an applic ation for a Stormwater Permit, cons is ting of 41.658 acres in the Walters, L.S . S ur. AW 0653, generally located at 32501 R onald R eagan Blvd to be known as C oncrete Batc h P lant – Williams on C ounty (2021-9-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering ARC ons ideration and possible action to disapprove for the reasons set forth in the item application for a Stormwater Permit, cons is ting of 7.4 ac res out of the Lewis P. Dyc hes S ur., generally loc ated at 7401 Williams Dr. to be known as D&D S torage (2021-13-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering AS C ons ideration and possible action to disapprove for the reasons set forth in the item application for a Stormwater Permit, cons is ting of 19.838 acres out of the John F. F ergus on S ur. Abs No. 231, generally loc ated at 2475 C R 100 to be known as O nc or S ervice C enter (2021-14-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering AT C ons ideration and possible action to disapprove for the reasons set forth in the item application for a Stormwater Permit, cons is ting of 5.0 ac res in the S tubblefield, W. S ur. Trac t 13 AW 0556, generally loc ated at 375 Eas tview Dr. to be known as Kuempel S torage (2021-16-S W P ) – David Munk, P E, and Lua S aluone, Utility Engineering AUC ons ideration and possible action to approve an applic ation for a Site Development Plan, cons is ting of approximately 5.19 acres in the Hewlett S ubdivision S ec tion 2, generally located at 7951 Hewlett Loop to be known as Don Hewlett Volks wagen (2019-21-S DP ) – Ryan C lark, P lanner AV C ons ideration and possible action to approve an applic ation for a Site Development Plan, cons is ting of approximately 3.001 ac res of land in the F rancis A. Huds on S urvey, Abstract No. 295, S ection No. 1, and the James S . P atterson S urvey, Abs trac t No. 502, generally loc ated at 1201 Wes tinghouse R d, to be known as P erardi Medic al O ffice Building (2020-27-S DP ) -- Michael P atros ki, P lanner AWC ons ideration and possible action to approve an applic ation for a Site Development Plan, cons is ting of approximately 0.743 ac res in the G eorgetown, C ity of Block 24 (R eplat), Block 24, Lot 9, generally loc ated at 405 S . Aus tin Ave. to be known as R Bank (2020-47-S DP ) -- Britin Bos tic k, Historic P lanner AXC ons ideration and possible action to approve an applic ation for a Site Development Plan, cons is ting of approximately 18.78 ac res in the William Addis on S urvey, Abstract No. 21, generally loc ated at 2100 Hutto R oad to be known as Heritage G arden (2021-10-S DP ) --S teve Mc Keown, Lands cape P lanner AY C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 9.207 ac res in the D. Wright S urvey, Abstract No. 13, generally loc ated at 100 Velocity Drive to be known as Titan Northpark35 Building I I I (2021-19- S DP ) –Ethan Harwell, S enior P lanner AZ C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 0.501 ac res in the W. S tubblefield S urvey, Abstract 556, generally located at 3653 E. Univers ity to be known as AT C 374659- AXL02483- AT &T C olloc ation w G en Add (2021-23-S DP ) --S teve Mc Keown, Landsc ape P lanner Page 6 of 1965 BAC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 11.572 ac res in the David Wright S urvey, Abstract No. 13, generally loc ated at 4045 Airport R d. to be known as Woodgate Airport R oad (2021- 24-S DP ) – Ryan C lark, P lanner BB C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 16.737 ac res in the Burrell Eaves S urvey, Abstract 216, generally located at 2201 S H 195 to be known as Alta Berry C reek (2021-27-S DP ) -- Michael P atros ki, P lanner BC C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 24.5 ac res in the Lewis J. Dyc hes S urvey No. 2, Abstract No. 180, generally located at 205 Blue R idge Dr. to be known as S pringbrook P artners LP at Longhorn Junction (2021-32-S DP ) -- Mic hael P atroski, P lanner BDC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 0.30 acres in the W. S tubblefield S urvey, Abstract 556, generally located at 500 P atriot Way to be known as G eorgetown I S D | Warehouse Addition (2021-34-S DP ) – Ryan C lark, P lanner BE C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 41.97 ac res being Lot 1, Holt C AT S ubdivision – Lot 1, generally loc ated at 2101 Airport R oad to be known as Holt C at G eorgetown Track S hop & R ental F acility (2021-35-S DP ) -- Ethan Harwell, S enior P lanner BF C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 21.194 ac res in the D. Wright S urvey, Abstract No. 13, generally loc ated at 2201 N I H 35 to be known as C os tc o W holesale G eorgetown (2021-36-S DP ) -- Ethan Harwell, S enior P lanner BGC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 0.82 ac res in the PAR K MEADO W S EC 2, BLO C K A, LO T 3, generally located at 3002 Dawn Drive to be known as R R Dentistry (2021-37-S DP ) -- Mic hael P atroski, P lanner BHC ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 8.107 ac re tract of land, loc ated in the Antonio F lores S urvey, Abstract No. 235, generally located at 3201 NE Inner Loop to be known as Q uikTrip #4184 (2021-38-S DP ) -- Mic hael P atroski, P lanner BI C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 7.970 ac res in the W. R oberts S urvey, Abstract 524, generally located at 2001 S H 195 to be known as Q uikTrip #4183 S tore Development (2021-39-S DP ) -- Ethan Harwell, S enior P lanner BJ C ons ideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, cons is ting of approximately 20.47 ac res of land in the William Addison S urvey Abs trac t No. 21, generally located at 2050 R ockride Lane to be known as R .O .C .K (2021-40- S DP ) -- Michael P atros ki, P lanner L egislativ e Regular Agenda BKP ublic Hearing and possible action on a reques t a Zoning Map Amendment to rezone 49.890-acre trac t situated in the David Wright S urvey, Abstract No. 13, from the Agric ulture (AG ) zoning dis tric t to the Indus trial (I N) zoning dis tric t, for the property generally located at 2553 N I H-35 (2021-15-R EZ). Ethan Harwell, S enior P lanner Page 7 of 1965 BL Continued from the J uly 6, 2021 Planning & Z oning Commission Meeting P ublic Hearing and possible action on a proposed Text Amendment to the Unified Development C ode (UDC ) relating to the Tree P reservation and Lands caping s tandards spec ifically as it pertains to tree preservation, removal and mitigation, s treetyard, gateway and parking landsc ape standards, and sc reening and water cons ervation requirements (UDC G eneral Amendment No. 20-03) – Ethan Harwell, S enior P lanner and S teve Mc Keown, Lands cape P lanner BMDiscussion Items: Updates and Announcements (Sofia Nelson, P lanning D irector) Update from other B oard and Commission meetings Questions or comments from Alternate M embers about the actions and matters considered on this agenda. R eminder of the Augus t 3, 2021, P lanning and Zoning C ommis s ion meeting in C ouncil C hambers loc ated at 510 W 9th S t, s tarting at 6:00pm. Adjournment Ce rtificate of Posting I, R obyn Densmore, C ity S ecretary for the C ity of G eorgetown, Texas, do hereby c ertify that this Notic e of Meeting was posted at C ity Hall, 808 Martin Luther King Jr. S treet, G eorgetown, T X 78626, a plac e readily acc es s ible to the general public as required by law, on the _____ day of _________________, 2021, at __________, and remained s o posted for at leas t 72 c ontinuous hours prec eding the s cheduled time of said meeting. __________________________________ R obyn Dens more, C ity S ec retary Page 8 of 1965 City of Georgetown, Texas Planning and Zoning July 20, 2021 S UB J E C T: C onsideration and pos s ible ac tion to approve the minutes from the July 6, 2021 regular meeting of the P lanning and Zoning C ommission -- Mirna G arcia, P rogram Manager IT E M S UMMARY: F IN AN C IAL IMPAC T: . S UB MIT T E D B Y: Mirna G arcia, P rogram Manager AT TAC H ME N T S: Description Type minutes Backup Material Page 9 of 1965 Planning & Zoning Commission Minutes Page 1 of 12 July 6, 2021 City of Georgetown, Texas Planning and Zoning Commission Meeting Minutes Tuesday, July 6, 2021 at 6:00 p.m. Teleconference meeting: https://bit.ly/350oNMq The Planning and Zoning Commission (P&Z) is now meeting in person. A quorum of the P&Z Commission will be in attendance at the Council and Courts Building, 510 W 9th St., Georgetown, TX 78626. It is possible that one or more board members may attend via video conference using the Zoom client. To allow for as much citizen participation as possible, citizen comments are accepted either in person or via the Zoom client. The regular meeting convened at 6:00PM on July 6, 2021 via teleconference at https://bit.ly/350oNMq. Webinar ID: 988-8792-6984. To participate by phone: Call in number: (346)248-7799 or Toll Free 833-548-0282. Password: 363375. Public Comment was allowed via the conference option; no in-person input was allowed. Commissioners Present: Travis Perthuis, Chair; Kaylah McCord; Tim Haynie; Jay Warren; Chris Stanley; Doug Noble; Chere Heintzmann, Mike Tiland Alternate Commissioners Present: Jim Salyer; Terry Williams; Mike Price Staff Present: Sofia Nelson, Planning Director; Ethan Harwell, Senior Planner; Steve McKeown, Landscape Planner; Cesar Acosta, Senior Planner; Lua Saluone, Utility Engineer; David Munk, Utility Engineer; Nat Waggoner, Planning Assistant Director and Stephanie McNickle, Planning Specialist Chair Perthuis called the meeting to order at 6pm. Public Wishing to Address the Board On a subject that is posted on this agenda: Please fill out a speaker registration form which can be found at the Board meeting. Clearly print your name, the letter of the item on which you wish to speak, and present it to the Staff Liaison, preferably prior to the start of the meeting. You will be called forward to speak when the Board considers that item. On a subject not posted on the agenda: Persons may add an item to a future Board agenda by filing a written request with the Staff Liaison no later than one week prior to the Board meeting. The request must include the speaker's name and the specific topic to be addressed with sufficient information to inform the board and the public. For Board Liaison contact information, please logon to http://government.georgetown.org/category/boards-commissions/. A. At the time of posting, no persons had signed up to address the Board. Page 10 of 1965 Planning & Zoning Commission Minutes Page 2 of 12 July 6, 2021 Consent Agenda B. Consideration and possible action to approve the minutes from the June 15, 2021 regular meeting of the Planning and Zoning Commission -- Mirna Garcia, Management Analyst. C. Consideration and possible action to approve an application for a Site Development Plan, Minor Revision, consisting of Lot 1, Block L, Commercial Tract, Lakeside Phase One City of Georgetown, generally located at 4816 Williams Drive, to be known as Lakeside Ranch Road Daycare (2019-82-SDP) -- Michael Patroski, Planner D. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 26.494 acres in the B.C. Low Survey, Abstract 0385, generally located at 5400 N. Mays Street to be known as Mays Street Multi-family (2020-72-SDP) -- Michael Patroski, Planner E. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Preliminary Plat, consisting of approximately 39.51 acres in the William Roberts Survey, Abstract 524, generally located at 3103 Shell Rd to be known as Hope Ranch (2021-11-PP) -- Michael Patroski, Planner F. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Final Plat, consisting of approximately 16.248 acres in the Williams Addison Survey, generally located at 2510 Bell Gin Rd. to be known as Saddlecreek Multifamily (2021-17- FP) -- Michael Patroski, Planner G. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 1.939 acres in the J.B. Pulsifer Survey, Abstract No. 498, generally located at 1340 West University Ave to be known as Georgetown Medical Professional (2020-46-SDP) -- Michael Patroski, Planner H. Consideration and possible action to approve application for Construction Plans, consisting of approximately 74.53 acres in the AW0558 & AW0608 Stubblefield & Thompson Survey, generally located at Jay Wolf Dr. near Wolf Ranch Parkway to be known as Wolf Ranch West Section 1AG and 1BG (2020-30-CON) – David Munk, PE, and Lua Saluone, Utility Engineering I. Consideration and possible action to approve application for Construction Plans, consisting of approximately 74.53 acres in the AW0558 & AW0608 Stubblefield & Thompson Survey, generally located at Jay Wolf Dr near Wolf Ranch Parkway to be known as Wolf Ranch West Section 1AG and 1BG (2020-30-CON) – David Munk, PE, and Lua Saluone, Utility Engineering J. Consideration and possible action to approve with conditions set forth in the item an application for a Final Plat, consisting of approximately 26.241 acres in the A.H. Porter Survey, Abstract No. 490, generally located at the North end of the Highland Ridge Road and Rocky River Road intersection, to be known as Oaks at San Gabriel Sec 11 & 12 (2020-48-FP) -- Ethan Harwell, Senior Planner K. Consideration and possible action to disapprove for the reasons set forth in the item application for Construction Plans, consisting of approximately 5.17 acres in the J.P. Pulsifer Sur., generally located at Wolf Ranch Parkway and Wolf Lakes Dr to be known as Wolf Lakes Village Section 2 (2021-4-CON) – David Munk, PE, and Lua Saluone, Utility Engineering L. Consideration and possible action to approve with the conditions set forth in the item an application for a Final Plat, consisting of approximately 26.216 acres in the A.H. Porter Survey, Abstract No. 490, generally located at 266 feet north of Pheasant Hill Lane and Ambling Trail to be known as Oaks at San Gabriel, Section 13 (2020-50-FP) -- Ethan Harwell, Senior Planner Page 11 of 1965 Planning & Zoning Commission Minutes Page 3 of 12 July 6, 2021 M. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Final Plat, consisting of approximately 22.60 acres in the Joseph P. Pulsifer Survey, Abstract No. 498, generally located at Wolf Ranch Parkway to be known as Wolf Ranch Village Section 1, Phase 1, 2 & 3 (2021-23-FP) – Ethan Harwell, Senior Planner N. Consideration and possible action to approve an application for Construction Plans, consisting of approximately 36.787 acres in the Addison, Wm. Sur., generally located at 2831 Rockride Ln. to be known as Patterson Ranch Phase 1 (2021-9-CON) – David Munk, PE, and Lua Saluone, Utility Engineering O. Consideration and possible action to disapprove for the reasons set forth in the item application for Construction Plans, consisting of approximately 2.55 acres in the J.P. Pulsifer Sur. AW0498, generally located at Wolf Ranch Parkway and Wolf Lakes Dr to be known as Wolf Lakes Village Section 4 (2021-11-CON) – David Munk, PE, and Lua Saluone, Utility Engineering P. Consideration and possible action to disapprove for the reasons set forth in the item application for Construction Plans, consisting of approximately 43.88 acres in the AW0558 & AW0608 Stubblefield & Thompson Survey, generally located at Jay Wolf Dr and Spring Gulch Ln. to be known as Wolf Ranch West Section 2G (2021-15-CON) – David Munk, PE, and Lua Saluone, Utility Engineering Q. Consideration and possible action to approve application for a Stormwater Permit, consisting of 1 acre in the East View Ranchettes Sec One, Lot PT 1, S3585, generally located at 4355 University Ave. to be known as Allied Electric Services Headquarters (2020-7-SWP) – David Munk, PE, and Lua Saluone, Utility Engineering R. Consideration and possible action to disapprove for the reasons set forth in the item application for a Stormwater Permit, consisting of 41.658 acres in the Walters, L.S. Sur. AW0653, generally located at 32501 Ronald Reagan Blvd to be known as Concrete Batch Plant – Williamson County (2020-9-SWP) – David Munk, PE, and Lua Saluone, Utility Engineering S. Consideration and possible action to approve an application for a Traffic Impact Analysis, consisting of approximately 16.702 acres in the Fish, J. Sur. AW0232 AW0232, generally located at 4601 Williams Dr. to be known as Wildwood at Williams (2021-2-TIA) – David Munk, PE, and Lua Saluone, Utility Engineering T. Consideration and possible action to approve an application for Construction Plans, consisting of approximately 5.53 acres in the AW0498 Pulsifer Survey, generally located at Wolf Ranch Parkway and Legacy Crossing to be known as Wolf Lakes Village Offsite Utilities (2021-16- CON) – David Munk, PE, and Lua Saluone, Utility Engineering U. Consideration and possible action to approve an application for Construction Plans, consisting of approximately 64.138 acres in the Donagan, I. Sur., AW0178 AW0178, generally located at 5110 Whisper Creek Dr. to be known as Shadow Canyon Phase 8 (2020-44-CON) – David Munk, PE, and Lua Saluone, Utility Engineering V. Consideration and possible action to approve with the conditions set forth in the item an application for a Site Development Plan, consisting of approximately 50.39 acres in the Issac Donagan Survey, Abstract No. 172, generally located at 601 Crescent Heights Drive to be known as Crescent Bluff Amenity Center (2021-11-SDP) – Ryan Clark, Planner W. Consideration and possible action to approve with the conditions set forth in the item an application for a Preliminary Final Plat Combo, consisting of approximately 6.361 acres in the Page 12 of 1965 Planning & Zoning Commission Minutes Page 4 of 12 July 6, 2021 A.H. Porter Survey, Abstract No. 490, generally located at 119 Blue Quail Drive to be known as Blue Quail Meadows (2020-82-FP) – Ryan Clark, Planner X. Consideration and possible action to approve an application for a Final Plat, consisting of approximately 7.893 acres in the William Addison Survey, Abstract No. 21, generally located at east of Maple Street, south of Southeast Inner Loop to be known as Marroquin Phase 2 (2020-79- FP) --Ethan Harwell, Senior Planner Y. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Preliminary Plat, consisting of approximately 117.824 acres in the David Wright Survey, Abstract No. 13, generally located at 3001 N. IH 35 to be known as Titan Northpark 35, Phase II (2021-2-PP) -- Ethan Harwell, Senior Planner Z. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Preliminary Final Plat Combo, consisting of approximately 10.238 acres in the D. Wright Survey, Abstract No. 13, generally located at 3001 N. IH 35 to be known as Aviation Drive Roadway Extension (2021-5-PFP) -- Ethan Harwell, Senior Planner AA. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Final Plat, consisting of approximately 21.69 acres in the David Wright Survey, Abstract No. 13, John Berry Survey, Abstract No. 51, generally located at 2550 N. IH 35 to be known as Titan Gateway 35 (2020-21-FP) -- Ethan Harwell, Senior Planner AB. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 15.294-acres in the Joseph P. Pulsifer Survey Abstract No. 498 and the Clement Stubblefield Survey, Abstract No. 558, generally located at 1010 W. University to be known as HEB Georgetown 01 (AKA Wolf Lakes Village Section 3) (2021-14-SDP) -- Ethan Harwell, Senior Planner AC. Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 660 Pecan Bottom Trl, bearing the legal description of Lot 24, Blk D, WOLF RANCH WEST SEC 4A (REPLAT OF REPLAT), (2021-19-HT) -- Steve McKeown, Landscape Planner AD. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Heritage Tree Removal Permit, for the property located at 106 Stately Oak Dr, bearing the legal description of Lot 23, Blk A, HIDDEN OAKS AT BERRY CREEK PH 1 (AMD) (2021-45-HT) -- Steve McKeown, Landscape Planner AE. Consideration and possible action to approve an application for a Heritage Tree Removal Permit, for the property located at 505 Treaty Oak Dr, bearing the legal description of Lot 6, Blk A, HIDDEN OAKS AT BERRY CREEK PH 1 (AMD) (2021-44-HT) -- Steve McKeown, Landscape Planner AF. Page 13 of 1965 Planning & Zoning Commission Minutes Page 5 of 12 July 6, 2021 Consideration and possible action to approve an application for a Heritage Tree Removal Permit, for the property located at 609 Treaty Oak Dr, bearing the legal description of Lot 27, Blk A, HIDDEN OAKS AT BERRY CREEK PH 1 (AMD) (2021-38-HT) -- Steve McKeown, Landscape Planner AG. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 14.073 acres in the J.P. Pulsifer Survey, Abstract No. 498, generally located at 1701 Wolf Ranch Parkway to be known as Wolf Lakes - Hines Multi-Family (2021-22-SDP) -- Ethan Harwell, Senior Planner AH. Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 320 Cumberland Cv, bearing the legal description of Lot 34, Blk R, WOLF RANCH WEST SEC 3 PH 1, (2021-39-HT) -- Steve McKeown, Landscape Planner AI. Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 309 Diamond Back, bearing the legal description of Lot 3, Blk D, WOLF RANCH WEST SEC 4A (REPLAT) (2021-20-HT) -- Steve McKeown, Landscape Planner AJ. Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 200 Iva June, bearing the legal description of Lot 6, Blk T, WOLF RANCH WEST SEC 3 PH 1 (2021-40-HT) -- Steve McKeown, Landscape Planner AK. Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 233 Diamond Back, bearing the legal description of Lot 38, Blk C, WOLF RANCH WEST SEC 4A (REPLAT) (2021-41-HT) -- Steve McKeown, Landscape Planner AL. Consideration and possible action to approve application for Construction Plans, consisting of approximately 20.60 acres in the Isaac Donagan Survey Abstract No. 178, generally located at 5110 Whisper Creek Dr. to be known as Shadow Canyon Phase 6 (2020-32-CON) – David Munk, PE, and Lua Saluone, Utility Engineering AM. Consideration and possible action to approve an application for Construction Plans, consisting of approximately 36.69 acres in the Lewis P. Dyches Sur. A-717, generally located at 29320 Ronald Reagan Blvd to be known as Parmer Ranch Phase II (2021-3-CON) – David Munk, PE, and Lua Saluone, Utility Engineering AN. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Preliminary Plat, consisting of approximately 252.9 acres in the James Northcross Survey, Abstract No. 478, generally located at 3060 CR 255 to be known as Daniels Mountain (2021-6-PP) – Ryan Clark, Planner Page 14 of 1965 Planning & Zoning Commission Minutes Page 6 of 12 July 6, 2021 AO. Consideration and possible action to approve with the conditions set forth in the item an application for a Final Plat, consisting of approximately 62.936 acres in the Joseph Thompson Survey, Abstract No. 608, generally located at Jay Wolf Drive to be known as Wolf Ranch West, section 1BG (2021-25-FP) – Ryan Clark, Planner AP. Consideration and possible action to approve an application for a Site Development Plan, consisting of approximately 1.86 acres in Lot 1, Block B, Sierra Vista, Section 4 Subdivision, generally located at 901 Rockmoor Drive to be known as Indian Creek Phase II (2021-9-SDP) – Ryan Clark, Planner AQ. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Final Plat, consisting of approximately 8.107 acres in the Antonio Flores Survey, Abstract No. 235, generally located at N. Austin Ave & NE Inner Loop to be known as Inner Loop Addition Phase 2 (2021-28-FP) – Ryan Clark, Planner AR. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 16.248 acres in the Williams Addison Survey, Abstract No. 21, generally located at 2510 Bell Gin Rd. to be known as Saddlecreek Multi-Family (2021-20-SDP) -- Michael Patroski, Planner AS. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 16.76 acres in the C.H. Delaney Survey, Abstract No. 181, generally located at 2100 Parmer Ranch Blvd. to be known as The Cottages at Parmer Ranch (2021-12-SDP) – Ryan Clark, Planner AT. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Final Plat, consisting of approximately 19.49 acres in the A.H. Porter Survey, Abstract No. 490, generally located at Crockett Gardens Rd. and Rustic Ranch Rd. to be known as Southlake Ranch (2021-20-FP) – Ryan Clark, Planner AU. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 19.641 acres in the D. Wright Survey, Abstract No. 13, generally located at 2550 North IH. 35 to be known as Titan Gateway35 - Building 1 (2021-21-SDP) – Ryan Clark, Planner AV. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 10.49 acres in the Sun City Georgetown Planned Unit Development, Phase 2 Neighborhood, Lot A, generally located at 4945 Williams Dr. to be known as Baylor Scott & White Sun City Clinic Expansion (2021-26- SDP) – Ryan Clark, Planner AW. Page 15 of 1965 Planning & Zoning Commission Minutes Page 7 of 12 July 6, 2021 Consideration and possible action to approve an application for a Heritage Tree Pruning Permit, for the property located at 3824 Mercer Rd, bearing the legal description of Lot 7, Blk L, WOLF RANCH WEST SECC 2 PH 2, (2021-42-HT) – Steve McKeown, Landscape Planner AX. Consideration and possible action to disapprove for the reasons set forth in the item an application for a Site Development Plan, consisting of approximately 7.32 acres in the J. Berry Survey, Abstract No. 51 , generally located at 1301 NE Inner Loop to be known as Inner Loop Storage, LP (2021-31-SDP) -- Michael Patroski, Planner Motion to approve the Consent Agenda by Commissioner Warren. Second by Commissioner Heintzmann. Approved (6-0) with Chair Perthuis abstained. Legislative Regular Agenda AY. Public Hearing and possible action on a request for a Zoning Map Amendment to amend the Summit at Rivery Planned Unit Development (PUD) for the property generally located at 1500 Rivery Blvd. (2021-4-PUD). Ethan Harwell, Senior Planner Staff report by Harwell. The applicant is seeking amend the Summit at Rivery PUD to develop the last remaining undeveloped parcel within the development as a drive-thru restaurant. The subject property is located between Rivery Boulevard and the North Fork of the San Gabriel River between IH-35 and Williams Drive. The subject property is nearly built out with a variety of commercial uses including retail, restaurants, and a hotel and conference center. Additionally, there are townhomes and apartments within the development. The subject property slopes toward the east until the edge of the property drops off with a steep slope into Rivery Park and the river valley below. Mature Protected and Heritage trees punctuate the property between buildings and in open spaces. The subject property has a Regional Center Future Land Use designation and is currently zoned as a Planned Unit Development (PUD) with a base zoning of General Commercial (C-3). The Summit at Rivery PUD itself is mostly built out, however some sites within the immediate vicinity are still undeveloped. The proposed amendments to the PUD are focused on modifying the list of uses permitted uses within any zone in the PUD, specifically the amendments proposed to remove the prohibition on drive-thru restaurants. The amendments also slightly modify the purpose statement behind Zone C to state that it is intended to be developed with townhomes and a restaurant. Chair Perthuis invited the applicant to speak. Jeff Novak stated the property is very popular and is very proud of the development. He stated the property is currently zoned to have a restaurant, so he does have a right to open a restaurant. He stated he did not consult with the residents but has responded to the residents’ emails. Chair Perthuis opened the Public Hearing. Page 16 of 1965 Planning & Zoning Commission Minutes Page 8 of 12 July 6, 2021 Jerome Dela Cruz, 313 Adams Street stated the applicant did not consult with the residents and is very concerned with the additional traffic, and the safety of the residents. Concerned with parking in the next 5-10 years. The residents would like to work with the applicant. John Roth, 1000 Highknoll Lane stated he is very concerned with additional traffic and safety for the nearby residents. He stated there was poor planning on parking and there is not enough parking for a restaurant to open at that location. Chair Perthuis closed the Public Hearing. City Engineering staff stated they will review the Site Development Plan when submitted by the applicant for traffic and parking but feels there is not an issue. There was discussion between staff and Commissioners regarding the current zoning of the property. Motion to recommend Item AY (2021-4-PUD) by Commissioner Warren. Second by Commissioner McCord. Approved (4-2) with Commissioner Heintzmann and Commissioner Haynie opposed. Commissioner Stanley abstained. AZ. Public Hearing and possible action on a request for a Zoning Map Amendment to zone, upon annexation, a 10.00-acre tract of land out of the William Addison Survey, Abstract No. 21, to the Low Density Multi Family (MF-1) zoning district, for the property generally located at 200 Hillvue Lane east of FM 1460 (2021-4-ANX) – Cesar Acosta, Senior Planner Staff report by Acosta. The applicant is requesting the annexation of the subject property with an initial zoning designation of Low Density Multi-Family (MF-1). The Subject property is located at 200 Hillvue Lane on the east side of FM 1460, south of Southeast Inner Loop and north of Westinghouse Road. The Subject property has a sparse grouping of trees along its eastern boundary with a westbound private access road connecting the center of the property to FM 1460. There is a single home built at the center of the property with two sheds located on the northeast and southwest sides. The subject property is located within the Edwards Aquifer Transition Zone. The subject property has a Future Land Use designation of Mixed-Density Neighborhood. There is no zoning designation on the subject property because it is located in the ETJ. Chair Perthuis invited the applicant to speak. The applicant declined but stated he will be glad to answer questions. There was discussion between staff and commissioners regarding road extension and access. Chair Perthuis opened and closed the Public Hearing as no one signed up to speak. Page 17 of 1965 Planning & Zoning Commission Minutes Page 9 of 12 July 6, 2021 Motion to recommend approval of Item AZ (2021-4-ANX) by Commissioner Noble. Second by Commissioner Stanley. Approved (7-0). BA. Continued from the June 15, 2021 Planning & Commission Meeting: Public Hearing and possible action on a request for a Zoning Map Amendment to rezone 0.662 acres of property described as Lots 1, 2, 7, and 8, Block 12, North Georgetown Addition, from the Residential Single-Family (RS) district to the Low Density Multi-Family (MF-1) district, for the property generally located at 806 E. Spring Street (2021-8-REZ). Ethan Harwell, Senior Planner Staff report by Harwell. The applicant is requesting rezoning of the subject property to facilitate the development of a community of compact cottage style residential homes. The proposal includes 6 buildings that are 2 stories each with 2 one-bedroom units in each, along with 1 building that is 2 stories and includes 1 unit with two bedrooms for a total of 13 units proposed. The rezoning request is to amend the properties zoning designation from the Residential Single-Family (RS) zoning district to the Low Density Multi-Family (MF-1) zoning district. The subject property is generally located between N. Austin Ave. and E. Spring Street and remains vacant without any existing structures on site. The subject property is vacant and generally devoid of any topographical features or heavy vegetation. Based on initial review, there are no natural or unique features on the site that would impact a proposed development. The subject property is designated as High Density Mixed Housing in the Williams Drive Gateway Plan adopted in 2020 as part of the 2030 Comprehensive Plan Update and is currently zoned Residential Single Family District (RS) and is located within the Gateway Overlay District, specifically the Highway Gateway. Vice-chair McCord invited the applicant to speak. Tyler Wolf gave a power point presentation and addressed residents concerns regarding safety, traffic, design, renting the units and the area of building the units. He stated he wants to bring value to the area and will save heritage trees. Commissioners thanked the applicant for meeting with the residents. It was stated by the commission there is a concern with congestion, parking, and traffic in the neighborhood. Vice-chair McCord opened the Public Hearing. Jen Bradac, 106 E Spring Street stated only one side of the street will have a sidewalk and public safety for residents due to more traffic. She stated the proposed building is not conformed to the area, the zoning is not consistent with the area and wants to keep it zoned as single-family residence. Richard Crowley, 709 N. Church Street agrees with Ms. Bradac and is concerned with the additional traffic due to the number of units. He is concerned with the safety of residents due to increased traffic and the property should stay single family residential. Page 18 of 1965 Planning & Zoning Commission Minutes Page 10 of 12 July 6, 2021 Demetrio Perez, 907 N. Myrtle Street stated he is also concerned with safety and the increased traffic and speed. He also stated there will be a drainage issue with the number of buildings units on the property. Sue Mirzai, 807 N. Myrtle stated the design of the building does not match the neighborhood. Concerned with not enough parking, so there will be parking on the streets. Streets are already narrow. Please keep it zoned single family residential. Moe Mirzaii, 807 N. Myrtle Street concerned with the lack of parking, so there will be parking on the streets. Streets are very narrow. Brad Childress, 704 Myrtle Street stated the neighborhood is great. The project does not fit. Keep the property single family resident. Vice-chair McCord closed the Public Hearing. Motion to recommend Item BA (2021-8-REZ) by Commissioner Warren. Second by Commissioner Haynie. Approved (5-1) with Commissioner Heintzmann opposed, and Chair Perthuis abstained. BB. Public Hearing and possible action on a Zoning Map Amendment to rezone approximately 49.31 acres out of the John Berry Survey, Abstract No 51, from the Agriculture (AG) and Residential Single-Family (RS) zoning districts to a Planned Unit Development District (PUD) with a base zoning of General Commercial (C-3) zoning district and High Density Multi-Family (MF-2) zoning district for the property generally located at 2800 N IH 35 (2021-5-PUD)- Sofia Nelson, Planning Director Staff report by Nelson. The subject property is located along the SH-130 Toll road’s interchange with the IH-35 northbound frontage road. The Applicant wishes to develop the property with a mix of commercial, office and high density residential uses.This property was previously considered by the Planning and Zoning Commission on December 15,2020 for a zoning change to allow approximately 13 acres along the SH 130 Toll road frontage into General Commercial (C-3) and the rear approximate 36-acre portion into High Density Multi-Family (MF-2). The request was approved by the Planning and Zoning Commission, but subsequently denied by the City Council on January 12,2021. On March 23,2021 the City Council voted to approve the applicants request to submit a zoning change application within 12 months of being denied. The applicants current request is to rezone the property to a Planned Unit Development District (PUD) with a base zoning of General Commercial (C-3) and High Density Residential (MF-2). Chair Perthuis opened and closed the Public Hearing as no one signed up to speak. Motion to recommend approval of Item BB (2021-5-PUD) by Commissioner Warren. Second by Commissioner Noble. Approved. (7-0) Page 19 of 1965 Planning & Zoning Commission Minutes Page 11 of 12 July 6, 2021 BC. Public Hearing and possible action on a proposed Text Amendment to the Unified Development Code (UDC) relating to the Tree Preservation and Landscaping standards specifically as it pertains to tree preservation, removal and mitigation, streetyard, gateway and parking landscape standards, and screening and water conservation requirements (UDC General Amendment No. 20-03) – Ethan Harwell, Senior Planner and Steve McKeown, Landscape Planner Staff report by Harwell and Steve McKeown. Staff reviewed over the following: On July 14, 2020, the City Council directed staff to review the City’s tree preservation and landscaping standards as a part of the 2020 UDC Annual Review Cycle. The purpose of these revisions is to address ambiguity, conflicts with other code sections, and challenges found in its implementation on several development projects. This original list of items was discussed by the UDC Advisory Committee, the Planning & Zoning Commission, and the City Council. The UDC voted to recommend approval of these proposed redlines at their March 10, 2021 meeting. At their March 9, 2021 meeting the Council directed staff to research two additional topics for consideration as UDC Amendments. Consideration of trees smaller than 6-inches in diameter as credit trees. Consideration of trees planted in residential lots as credit trees for the purposes of tree mitigation. These topics were discussed by the UDC Advisory Committee at their April 14, 2021 and May 12, 2021 meetings. The Committee worked through each issue and has proposed terms for each topic. The purpose of this meeting of the UDCAC is to make a recommendation to the City Council on these proposed terms. Attachment VI contains the proposed redline amendments to the UDC. Highlighted changes are new changes since the March 2021 recommendation to accommodate for the additional issues included in the amendments by the City Council. The summary of the UDCAC discussion from the April 14, 2021 and May 12, 2021 meetings are included with this item (Attachment II). A survey was open to the public on the proposed terms for the additional items. The results of this survey, open May 31, 2021 to June 10, 2021 are also included (Attachment V). Included in all attachments are also the corresponding information from the first round of amendments approved on March 10, 2021. Staff continued to review relevant sections of the UDC to be amended include, but are not limited to: Section 3.16, Administrative Exceptions Section 3.23, Heritage Tree Removal Permit Section 4.11, Gateway Overlay Districts Section 8.02, Tree Preservation & Protection Section 8.03, Residential Landscaping Section 8.04, Non-Residential Landscape Requirements Section 8.05, Review & Approval Process Section 8.06, Plant Selection, Installation, & Maintenance Section 11.02, Impervious Cover Section 16.02, Definitions Page 20 of 1965 Planning & Zoning Commission Minutes Page 12 of 12 July 6, 2021 The Commission thanked staff for their dedication and work on the Unified and Development Code amendments. The Commission asked to continue the review and discussion during their next meeting scheduled for July 20, 2021. Motion to continue the review and discussion of the Unified Development Code amendments during their next meeting scheduled for July 20, 2021 by Commissioner Haynie. Second by Commissioner Stanley. Approved. (7-0) BD. Discussion Items: • Updates and announcements (Sofia Nelson, Planning Director) • Updates from other Board and Commission meetings • Questions or comments from Alternate Members about the actions and matters considered on this agenda • Reminder of the July 20, 2021 Planning and zoning Commission meeting in CC Chambers located at 510 W 9th St, starting at 6:00pm. Sofia informed the Commissioners the position for Planning Assistant Director has been filled. Chair Perthius asked for questions and/or comments from the Alternate Members about the actions and matters considered on this agenda. No comments or questions from Alternate Members. Adjournment Motion to adjourn by Commissioner Warren. Second by Commissioner Perthuis. Approved. (7-0) Adjourned at 9.09 p.m. ____________________________________ ____________________________________ Travis Perthuis, Chair Attest, Kaylah McCord, Secretary Page 21 of 1965 City of Georgetown, Texas Planning and Zoning July 20, 2021 S UB J E C T: C onsideration and pos s ible ac tion to disapprove for the reasons set forth in the item applic ation for Construction Plans, cons is ting of approximately 0.184 ac res in the William Addis on S ur. Abstract No. 21, generally located at 1900 G lenns P as s age to be known as P atterson R anch P has e 1 Lift S tation (2021- 13-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering IT E M S UMMARY: Project Information: Project Name: P atterson R anch P has e 1 Lift S tation Project Location: 1900 G lenns P as s age, within C ity C ounc il district No. 7. Legal Description: 0.184 ac res in the William Addis on S ur. Abstract No. 21 Zoning District: R S Applicant: Kimley-Horn, c /o Allison Kennaugh Property Owner: C W-P atterson, c/o John C ork Case History: T his is the third cons ideration of this reques t. T his reques t was cons idered by the P lanning and Zoning C ommission at their April 20, 2021 meeting. Recommended Action: Dis approval bas ed on the findings that the reques t does not meet the C ity of G eorgetown ordinances, rules and regulations identified below and more s pecific ally lis ted in the attac hed Exhibits Intergovernmental and Interdepartmental Review: T he submitted C ons truction P lans was reviewed by the applicable C ity departments and Williamson C ounty (if applicable). T hese applications are reviewed to ensure c onsistenc y with the development s tandards of the Unified Development C ode (UDC ) and other applicable codes. S taff has determined that the reques t does not comply with the ordinances, rules and regulations identified below and more s pecific ally lis ted in the attac hed Exhibits. In ac cordance with Unified Development C ode (UDC ) S ection 3.08.100.D, a C onstruc tion P lan is s ubjec t to the following approval c riteria: Approval Criteria Complies Conditionally Complies Does Not Comply a. T he Development Engineer s hall approve c onstruc tion plans that are s ubmitted and sufficiently show compliance with any C ity- approved or adopted des ign or cons truction criteria manuals or in the abs enc e of C ity-approved or adopted design requirements, standard engineering prac tic es . x b. T he C ity reserves the right to require correc tions to ac tual c onditions in the field that are found to be c ontrary to or omitted from submitted plans . x c . T he Development Engineer shall not approve Page 22 of 1965 C ons truction P lans that do not adequately represent cons truction of the approved infras tructure and public improvements included in the approved P reliminary P lat or P reliminary F inal P lat. x d. C ons truction P lans s hall not be approved until an Elec tric Utility S ervices Availability Letter, as defined by the C ode, has been s ubmitted to the C ity. x Approval Criteria Complies Conditionally Complies Does Not Comply F IN AN C IAL IMPAC T: None. T he applicant has paid the required application fees . S UB MIT T E D B Y: Lua S aluone AT TAC H ME N T S: Description Type Exhibit A. Review Checklis t Exhibit Exhibit B. Submitted Plans Exhibit Page 23 of 1965 Review Comments Checklist Page 1 of 3 Construction Plan Application Information Case Number 2021-13-CON Date Filed 07/06/2021 Project Name Patterson Ranch Phase 1 Lift Station Address/Location 1900 Glenns Passage Case Manager Utility Engineering Edwards Aquifer Transition Zoning RS Summary of Review Comments by Department Detailed comments can be found in Exhibit B. Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☐ ☐ ☒ ☐ 1 Compliance with Design Manuals City Construction Specifications and Standards Manual 1.12 ☒ ☐ ☐ ☐ Drainage Criteria Manual 1.13 ☐ ☐ ☐ ☒ Subdivision of Land 3.08 ☐ ☐ ☐ ☒ Comprehensive Plan 1.08 ☐ ☐ ☒ ☐ 4, 16 Stormwater Management & Water Quality Environmental Protection 11.01 ☒ ☐ ☐ ☐ Impervious Cover Ratio 11.02 ☐ ☐ ☐ ☒ Stormwater Management 11.04 ☐ ☐ ☐ ☒ Water Quality 11.07 ☐ ☐ ☐ ☒ Circulation Subdivision and Street Design 12.05 ☐ ☐ ☐ ☒ Streets OTP Road Widths 12.02 ☐ ☐ ☐ ☒ Other Road Widths 12.03 ☐ ☐ ☐ ☒ Page 24 of 1965 Page 2 of 3 Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Design Standards 12.06 ☒ ☐ ☐ ☐ Public Improvements General Requirements 13.02 ☒ ☐ ☐ ☐ Utility Easements 12.03 ☒ ☐ ☐ ☐ Public Water Standards 13.04 ☐ ☐ ☐ ☒ Public Wastewater Standards 13.05 ☒ ☐ ☐ ☐ Electrical and Communications 13.06 ☒ ☐ ☐ ☐ Master Plan Infrastructure 13.07 ☐ ☐ ☐ ☒ Engineering Study (Decel) 3.19.050 ☐ ☐ ☐ ☒ Code of Ordinances 12.44 ☐ ☐ ☐ ☒ Planning Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Transportation and Utility Uses 5.05 ☒ ☐ ☐ ☐ Residential Boundary Walls 8.07.060 ☐ ☐ ☐ ☒ Residential Mail Mailbox Kiosks 12.060.H ☐ ☐ ☐ ☒ Landscaping and Tree Preservation Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☐ ☐ ☐ ☒ Tree Preservation Heritage, Protected, and Tree Mitigation 8.02.030-40 ☐ ☐ ☐ ☒ Stormwater Management System Design Page 25 of 1965 Page 3 of 3 Landscaping and Tree Preservation Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number General Design Requirements 11.04.030 ☒ ☐ ☐ ☒ Stormwater Management 11.06.050 ☐ ☐ ☐ ☒ Design and Technical Standards Street Tree 12.06 ☐ ☐ ☐ ☒ Pedestrian & Bicycle Mobility 12.07.010 ☐ ☐ ☐ ☒ Fire Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number International Fire Code 7.02.010 ☒ ☐ ☐ ☐ Williamson County See attached review letter. Page 26 of 1965 PROJECT LOCATION PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON C-1 PAVING, GRADING & UTILITIES SCALE: 1" = 2,000' VICINITY MAP PATTERSON RANCH FOR CIVIL CONSTRUCTION PLANS PHASE 1 LIFT STATION CITY OF GEORGETOWN, WILLIAMSON COUNTY, TEXAS JULY 2021 CI V I L C O N S T R U C T I O N P L A N S PA T T E R S O N R A N C H - PH A S E 1 L I F T S T A T I O N KH A P R O J E C T N O . 06 9 2 8 3 5 0 0 SHEET INDEX REVIEW OF THE PLANS BY THE DISTRICT IS LIMITED TO WATER, WASTEWATER, AND DRAINAGE AND DOES NOT INDICATE A REVIEW OF THE ADEQUACY OF THE DESIGN FOR THE FACILITIES. IN APPROVING THESE PLANS, THE DISTRICT MUST RELY ON THE ADEQUACY OF THE WORK OF THE DESIGN ENGINEER. MAPSCO GRID #S27 & #S28 DRAINAGE BASIN: WILDHORSE TP LEGAL DESCRIPTION BEING 41.47 ACRES OUT OF A CALLED 279.88 ACRE PARCEL 2 CONVEYED TO SG LAND HOLDINGS, LLC BY DEEDS OR RECORD IN DOCUMENT NO. 2012217281, OPRTC WILLIAM SANDERFORD SURVEY NO. 70, ABSTRACT NO. 743. Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. CO V E R S H E E T Sheet Number Sheet Title C-1 COVER SHEET C-2 GENERAL NOTES (SHEET 1 OF 2) C-3 GENERAL NOTES (SHEET 2 OF 2) C-4 LIFT STATION SITE PLAN C-5 LIFT STATION EROSION CONTROL PLAN C-6 LIFT STATION GRADING PLAN C-7 LIFT STATION WET WELL PLAN & SECTION C-8 LIFT STATION & UTILITY DETAILS C-9 EROSION CONTROL DETAILS S-1 STRUCTURAL SHEET E-1 SITE PLAN ELECTRICAL E-2 SINGLE LINE DIAGRAM E-3 ELECTRICAL LADDER DIAGRAM E-4 ELECTRICAL LADDER DIAGRAM E-5 ELECTRICAL LADDER DIAGRAM E-6 CONTROL PANEL WIRING E-7 CONTROL PANEL WIRING E-8 CONTROL PANEL WIRING E-9 CONTROL PANEL WIRING E-10 RTU WIRING E-11 RTU CONTROL PANEL WIRING E-12 CONTROL PANEL WIRING E-13 CONDUIT AND FEEDER GENERATOR SCHEDULE E-14 ELECTRICAL DETAILS E-15 ELECTRICAL DETAILS E-16 ELECTRICAL SERVICE SHELTER E-17 PANEL SPECIFICATION PLAN SUBMITTAL/REVIEW LOG 1ST SUBMITTAL TO CITY 03/22/2021 ALL RESPONSIBILITY FOR THE ADEQUACY OF THESE PLANS REMAINS WITH THE ENGINEER WHO PREPARED THEM. IN REVIEWING THESE PLANS, THE CITY OF GEORGETOWN MUST RELY UPON THE ADEQUACY OF THE WORK OF THE DESIGN ENGINEER. REVIEW OF THE SUBMITTED MATERIALS DOES NOT CONSTITUTE A VERIFICATION OF ALL DATA, INFORMATION AND CALCULATIONS SUPPLIED BY THE APPLICANT. THE ENGINEER OF RECORD IS SOLELY RESPONSIBLE FOR THE COMPLETENESS, ACCURACY AND ADEQUACY OF HIS/HER SUBMITTAL, WHETHER OR NOT THE APPLICATION IS REVIEWED FOR ORDINANCE COMPLIANCE BY THE CITY ENGINEER. GAS SERVICE ATMOS ENERGY CORPORATION 3110 N INTERSTATE 35 ROUND ROCK, TEXAS 78681 TELEPHONE: (512) 310-3854 CONTACT: DAVID DOBERNECKI WEBSITE: www.atmosenergy.com ELECTRIC SERVICE SURVEYOR PROJECT INFORMATION WATER SERVICE WASTEWATER SERVICE G&R SURVEYING, LLC FIRM NO. 1003200 1805 OUIDA DR. AUSTIN, TEXAS 78728 PH:(512) 267-7430 CONTACT: RUSS STAPLETON JR. CITY OF GEORGETOWN GEORGETOWN UTILITY SYSTEMS 300-1 INDUSTRIAL AVENUE GEORGETOWN, TEXAS 78626 TELEPHONE: (512)930-3555 CONTACT: DAVID MUNK WEBSITE: https://gus.georgetown.org/ ACREAGE: 0.184 ACRES JONAH SPECIAL UTILITY DISTRICT 4050 FM 1660 HUTTO, TEXAS 78634 TELEPHONE: (512) 759-1286 CONTACT: KIMBER MATOCHA EMAIL: KMATOCHA@JONAHWATER.COM ONCOR ELECTRIC DELIVERY 200 N. ECTOR DR EULESS, TEXAS 76039 CONTACT: BRIENNA FIELDS EMAIL: BRIENNA.FIELDS@ONCOR.COM WEBSITE: https://www.oncor.com OWNER/DEVELOPER CW-PATTERSON, LLC 8655 SOUTH PRIEST DRIVE TEMPE, ARIZONA 85284 PHONE:(480) 820-0977 CONTACT: JOHN CORK ENGINEER/APPLICANT GENERAL SITE DEVELOPMENT NOTES: 1.IT IS THE RESPONSIBILITY OF THE PROPERTY OWNER, AND SUCCESSORS TO THE CURRENT PROPERTY OWNER, TO ENSURE THE SUBJECT PROPERTY AND ANY IMPROVEMENTS ARE MAINTAINED IN CONFORMANCE WITH THIS SUBDIVISION CONSTRUCTION PLAN. 2.THIS DEVELOPMENT SHALL COMPLY WITH ALL STANDARDS OF THE UNIFIED DEVELOPMENT CODE (UDC), THE CITY OF GEORGETOWN CONSTRUCTION STANDARDS AND SPECIFICATIONS MANUAL, THE DEVELOPMENT MANUAL AND ALL OTHER APPLICABILITY STANDARDS. 3.THE SUBDIVISION CONSTRUCTION PLAN SHALL MEET THE UDC STORMWATER REQUIREMENTS. 4.ALL SIGNAGE REQUIRES A SEPARATE APPLICATION AND APPROVAL FROM THE INSPECTION SERVICES DEPARTMENT. NO SIGNAGE IS APPROVED WITH THE SITE DEVELOPMENT PLAN. 5.SIDEWALK SHALL BE PROVIDED IN ACCORDANCE WITH THE UDC. 6.DRIVEWAYS WILL REQUIRE APPROVAL BY THE DEVELOPMENT ENGINEER OF THE CITY OF GEORGETOWN. 7.OUTDOOR LIGHTING SHALL COMPLY WITH SECTION 7.05 OF THE UDC. 8.SCREENING OF MECHANICAL EQUIPMENT, DUMPSTER AND PARKING SHALL COMPLY WITH CHAPTER 8 OF THE UDC. THE SCREENING IS SHOWN ON THE LANDSCAPE AND ARCHITECTURAL PLANS, AS APPLICABLE. 9.THE COMPANION LANDSCAPE PLAN HAS BEEN DESIGNED AND PLANT MATERIALS SHALL BE INSTALLED TO MEET ALL REQUIREMENTS IN THE UDC. 10.ALL MAINTENANCE OF REQUIRED LANDSCAPE SHALL COMPLY WITH THE MAINTENANCE STANDARDS OF CHAPTER 8 OF THE UDC. 11.A SEPARATE IRRIGATION PLAN SHALL BE REQUIRED AT THE TIME OF BUILDING PERMIT APPLICATION. 12.FIRE FLOW REQUIREMENT OF 1500 GALLONS PER MINUTE ARE BEING MET BY THIS PLAN. 13.ANY HERITAGE TREE NOTED ON THIS SUBDIVISION CONSTRUCTION PLAN IS SUBJECT, IN PERPETUITY, TO THE MAINTENANCE, CARE, PRUNING AND REMOVAL REQUIREMENTS OF THE UNIFIED DEVELOPMENT CODE. 14.THE CONSTRUCTION PORTION OF THESE PLANS WERE PREPARED, SEALED, SIGNED AND DATED BY A TEXAS LICENSED PROFESSIONAL ENGINEER. THEREFORE, BASED ON THE ENGINEER'S CONCURRENCE OF COMPLIANCE, THE CONSTRUCTION PLANS FOR CONSTRUCTION OF THE PROPOSED PROJECT ARE HEREBY APPROVED SUBJECT TO THE STANDARD CONSTRUCTION SPECIFICATIONS AND DETAILS MANUAL AND ALL OTHER APPLICABLE CITY, STATE AND FEDERAL REQUIREMENTS AND CODES. 15.THE PROJECT IS SUBJECT TO ALL CITY STANDARD CONSTRUCTION SPECIFICATIONS AND DETAILS IN EFFECT AT THE TIME OF SUBMITTAL OF THE PROJECT TO THE CITY. 16.THE PROPERTY SUBJECT TO THIS APPLICATION IS NOT WITHIN THE EDWARD'S AQUIFER RECHARGE ZONE, THEREFORE NOT SUBJECT TO THE WATER QUALITY REGULATIONS OF THE CITY OF GEORGETOWN. 17.THE APPROVED PRELIMINARY PLAT FOR THIS PROPERTY IS 2020-15-PP "PATTERSON RANCH". 18.ACCORDING TO UDC 13.06.B. FOR ALL RESIDENTIAL SUBDIVISIONS, ALL ELECTRIC DISTRIBUTION LINES AND INDIVIDUAL SERVICE LINES SHALL BE INSTALLED UNDERGROUND. IF OVERHEAD LINES EXISTED PRIOR TO UNDERGROUND INSTALLATION, SUCH POLES, GUY WIRES, AND RELATED STRUCTURES SHALL BE REMOVED FOLLOWING CONSTRUCTION OF THE UNDERGROUND INFRASTRUCTURE. CONTACT: ALLISON C. KENNAUGH, P.E. EMAIL: ALLISON.KENNAUGH@KIMLEY-HORN.COM AUSTIN, TEXAS 78759 10814 JOLLYVILLE ROAD, AVALLON IV, SUITE 200 Tel. No. Fax No. CERTIFICATE OF REGISTRATION #928 (512)418-1771 (512)418-1791 CITY PROJECT NO. 2021-13-CON 2ND SUBMITTAL TO CITY 07/06/2021 Page 27 of 1965 GE N E R A L N O T E S (S H E E T 1 O F 2 ) C-2 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON CITY OF GEORGETOWN NOTES: 1.THE CONSTRUCTION PORTION OF THESE PLANS WERE PREPARED, SEALED, SIGNED AND DATED BY A TEXAS LICENSED PROFESSIONAL ENGINEER. THEREFORE BASED ON THE ENGINEER'S CONCURRENCE OF COMPLIANCE, THE CONSTRUCTION PLANS FOR CONSTRUCTION OF THE PROPOSED PROJECT ARE HEREBY APPROVED SUBJECT TO THE STANDARD CONSTRUCTION SPECIFICATIONS AND DETAILS MANUAL AND ALL OTHER APPLICABLE CITY, STATE AND FEDERAL REQUIREMENTS AND CODES. 2.THIS PROJECT IS SUBJECT TO ALL CITY STANDARD SPECIFICATIONS AND DETAILS IN EFFECT AT THE TIME OF SUBMITTAL OF THE PROJECT TO THE CITY. 3.THE SITE CONSTRUCTION PLANS SHALL MEET ALL REQUIREMENTS OF THE APPROVED SITE PLAN. 4.WASTEWATER MAINS AND SERVICE LINES SHALL BE SDR 26 PVC. 5.WASTEWATER MAINS SHALL BE INSTALLED WITHOUT HORIZONTAL OR VERTICAL BENDS. 6.MAXIMUM DISTANCE BETWEEN WASTEWATER MANHOLES IS 500 FEET. 7.WASTEWATER MAINS SHALL BE LOW PRESSURE AIR TESTED AND MANDREL TESTED BY THE CONTRACTOR ACCORDING TO CITY OF GEORGETOWN AND TCEQ REQUIREMENTS. 8.WASTEWATER MANHOLES SHALL BE VACUUM TESTED AND COATED BY THE CONTRACTOR ACCORDING TO CITY OF GEORGETOWN AND TCEQ REQUIREMENTS. 9.WASTEWATER MAINS SHALL BE CAMERA TESTED BY THE CONTRACTOR AND SUBMITTED TO THE CITY ON DVD FORMAT PRIOR TO PAVING THE STREETS. 10.PRIVATE WATER SYSTEM FIRE LINES SHALL BE TESTED BY THE CONTRACTOR TO 200 PSI FOR 2 HOURS. 11.PRIVATE WATER SYSTEM FIRE LINES SHALL BE DUCTILE IRON PIPING FROM THE WATER MAIN TO THE BUILDING SPRINKLER SYSTEM, AND 200 PSI C900 PVC FOR ALL OTHERS. 12.PUBLIC WATER SYSTEM MAINS SHALL BE 150 PSI C900 PVC AND TESTED BY THE CONTRACTOR AT 150 PSI FOR 4 HOURS. 13.ALL BENDS AND CHANGES IN DIRECTION ON WATER MAINS SHALL BE RESTRAINED AND THRUST BLOCKED. 14.LONG FIRE HYDRANT LEADS SHALL BE RESTRAINED. 15.ALL WATER LINES ARE TO BE BACTERIA TESTED BY THE CONTRACTOR ACCORDING TO THE CITY STANDARDS AND SPECIFICATIONS. 16.WATER AND SEWER MAIN CROSSINGS SHALL MEET ALL REQUIREMENTS OF THE TCEQ AND THE CITY. 17.FLEXIBLE BASE MATERIAL FOR PUBLIC STREETS SHALL BE TXDOT TYPE A GRADE 1. 18.HOT MIX ASPHALTIC CONCRETE PAVEMENT SHALL BE TYPE D UNLESS OTHERWISE SPECIFIED AND SHALL BE A MINIMUM OF 2 INCHES THICK ON PUBLIC STREETS AND ROADWAYS. 19.ALL SIDEWALK RAMPS AND SIDEWALK ALONG PARKLAND, OPEN SPACE, OR OTHER NON-RESIDENTIAL LOTS ARE TO BE INSTALLED WITH THE PUBLIC INFRASTRUCTURE. 20.A MAINTENANCE BOND IS REQUIRED TO BE SUBMITTED TO THE CITY PRIOR TO ACCEPTANCE OF THE PUBLIC IMPROVEMENTS. THIS BOND SHALL BE ESTABLISHED FOR 1 YEAR IN THE AMOUNT OF 25% OF THE COST OF THE PUBLIC IMPROVEMENTS AND SHALL FOLLOW THE CITY FORMAT. 21.RECORD DRAWINGS OF THE PUBLIC IMPROVEMENTS SHALL BE SUBMITTED TO THE CITY BY THE DESIGN ENGINEER PRIOR TO ACCEPTANCE OF THE PROJECT. THESE DRAWINGS SHALL BE ON MYLAR OR ON TIFF OR PDF DISK (300DPI). IF A DISK IS SUBMITTED, A BOND SET SHALL BE INCLUDED WITH THE DISK. 22.IT IS THE RESPONSIBILITY OF THE PROPERTY OWNER, AND SUCCESSORS TO THE CURRENT PROPERTY OWNER, TO ENSURE THE SUBJECT PROPERTY AND ANY IMPROVEMENTS ARE MAINTAINED IN CONFORMANCE WITH THIS SITE DEVELOPMENT PLAN. 23.THE DEVELOPMENT SHALL COMPLY WITH ALL STANDARDS OF THE UNIFIED DEVELOPMENT CODE (UDC), THE CITY OF GEORGETOWN CONSTRUCTION STANDARDS AND SPECIFICATIONS MANUAL, THE DEVELOPMENT MANUAL AND ALL OTHER APPLICABLE CITY STANDARDS. 24.THE SITE DEVELOPMENT PLAN SHALL MEET THE UDC STORMWATER REQUIREMENTS. 25.ALL SIGNAGE REQUIRES A SEPARATE APPLICATION AND APPROVAL FROM THE INSPECTION SERVICES DEPARTMENT. NO SIGNAGE IS APPROVED WITH THE SITE DEVELOPMENT PLAN. 26.SIDEWALKS SHALL BE PROVIDED IN ACCORDANCE WITH THE UDC. 27.DRIVEWAYS WILL REQUIRE APPROVAL BY THE DEVELOPMENT ENGINEER OF THE CITY OF GEORGETOWN. 28.OUTDOOR LIGHTING SHALL COMPLY WITH SECTION 7.05 OF THE UDC. 29.SCREENING OF MECHANICAL EQUIPMENT, DUMPSTERS AND PARKING SHALL COMPLY WITH CHAPTER 8 OF THE UDC. THE SCREENING IS SHOWN ON THE LANDSCAPE AND ARCHITECTURAL PLANS, AS APPLICABLE. 30.THE COMPANION LANDSCAPE PLAN HAS BEEN DESIGNED AND PLANT MATERIALS SHALL BE INSTALLED TO MEET ALL REQUIREMENTS OF THE UDC. 31.ALL MAINTENANCE OF REQUIRED LANDSCAPE SHALL COMPLY WITH THE MAINTENANCE STANDARDS OF CHAPTER 8 OF THE UDC. 32.A SEPARATE IRRIGATION PLAN SHALL BE REQUIRED AT THE TIME OF BUILDING PERMIT APPLICATION. 33.FIRE FLOW REQUIREMENTS OF 1,500 GALLONS PER MINUTE ARE BEING MET BY THIS PLAN. 34.ANY HERITAGE TREE NOTED ON THIS SITE DEVELOPMENT PLAN IS SUBJECT, IN PERPETUITY, TO THE MAINTENANCE, CAR, PRUNING, AND REMOVAL REQUIREMENTS OF THE UDC. WATER AND SANITARY SEWER NOTES 1.ALL MATERIALS AND WORKMANSHIP TO CONFORM TO THE REQUIREMENTS SET FORTH IN THE CITY OF GEORGETOWN WATER AND WASTEWATER CONSTRUCTION STANDARDS AND DETAILS, LATEST EDITION. 2.WATER PIPE SHALL BE PVC C-900 DR 18, EXCEPT WHEN OTHERWISE NOTED. 3.SEWER PIPE SHALL BE MINIMUM SDR 35 PVC OR ULTRA RIB PVC SDR 26. 4.WATER MAINS SHALL HAVE THE FOLLOWING MINIMUM COVER BELOW STREET GRADES: SIZE COVER 6"3.5' 8"4.0' 10"4.0' 12"5.0' LARGER AS SHOWN ON PLANS 5.PLASTIC TAPE FOR UTILITY SERVICES SHALL BE ATTACHED TO THE ENDS OF ALL WATER AND SEWER SERVICE LINES AND EXTEND ABOVE GROUND LEVEL. THE TAPE SHALL MEET THE FOLLOWING SPECIFICATION: A. "GEORGETOWN MARKING TAPE" OR APPROVED EQUAL. B. ROLL MARKED CONTINUOUSLY, "CAUTION WATER LINE" OR "CAUTION SEWER LINE". C. SIX (6) INCHES IN WIDTH. D. RED TAPE FOR SEWER SERVICES. E. BLUE TAPE FOR WATER SERVICES. 6.IT IS THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY EXACT LOCATIONS OF EXISTING PUBLIC AND PRIVATE UTILITIES AND SERVICES PRIOR TO COMMENCING CONSTRUCTION. THE CONTRACTOR SHALL CALL 811 FOR FIELD LOCATION OF EXISTING UTILITIES. CALL AT LEAST 48 HOURS BEFORE LOCATIONS ARE NEEDED. NOTE THAT THE DIG TESS SERVICE DOES NOT LOCATE ALL UTILITIES, ONLY THOSE REGISTERED WITH THE SERVICE. 7.REFER TO SITE GRADING PLANS, PAVING PLANS, AND LANDSCAPE PLANS FOR FINAL GRADES FOR DETERMINING PROPOSED MANHOLE RIM ELEVATIONS. 8.LOCATIONS AND SIZES OF EXISTING PUBLIC AND PRIVATE UTILITIES SHOWN ON THESE PLANS ARE FROM CITY AND UTILITY COMPANY RECORDS ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR LOCATING ALL UTILITIES AND FOR DAMAGES RESULTING FROM FAILURE TO DO SO. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING "RECORD" PLANS TO THE ENGINEER SHOWING THE LOCATION OF WATER AND SEWER SERVICES AND ANY DEVIATIONS FROM PLANS MADE DURING CONSTRUCTION. 10.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN, COORDINATING THE HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITY SERVICES ENTERING THE BUILDING AND/OR CROSSING OTHER UTILITIES. 11.ALL WATER AND SANITARY SEWER SERVICES SHALL TERMINATE FIVE (5) FEET OUTSIDE THE BUILDING, UNLESS NOTED OTHERWISE. 12.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE UTILITIES. ALL PUBLIC PIPE, STRUCTURES, AND FITTINGS SHALL BE INSPECTED BY THE CITY INSPECTOR PRIOR TO BEING COVERED. THE INSPECTOR MUST ALSO BE PRESENT DURING DISINFECTION AND PRESSURE TESTING OF ALL MAINS. THE CONTRACTOR'S BID PRICE SHALL INCLUDE ALL INSPECTION FEES. 13.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SITE TRENCH SAFETY DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL SUBMIT A TRENCH EXCAVATION PROTECTION PLAN, SEALED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF TEXAS, FOR ALL TRENCHES DEEPER THAN FIVE (5) FEET. 14.THE CONTRACTOR SHALL PROVIDE CONSTRUCTION STAKING FOR ALL WATER AND SANITARY SEWER LINES AND OTHER UTILITIES. 15.REFER TO TCEQ DESIGN GUIDELINES (CHAPTER 290) FOR ALL UTILITY CROSSINGS. 16.CONTRACTOR TO SEQUENCE CONSTRUCTION AS TO AVOID INTERRUPTION OF WATER OR SANITARY SEWER SERVICE TO SURROUNDING AREAS. 17.EXISTING MANHOLE TOPS, VALVE BOXES, ETC. ARE TO BE ADJUSTED AS REQUIRED TO MATCH PROPOSED GRADES. 18.FIRE HYDRANTS SHALL BE LOCATED A MINIMUM OF TWO (2) FEET AND A MAXIMUM OF SIX (6) FEET BEHIND THE CURB LINE OF FIRE LANE AND STREET. 19.ANY WATER OR SANITARY SEWER SERVICE LOCATED OUTSIDE OF A STREET, ALLEY OR EASEMENT SHALL BE INSTALLED BY A PLUMBER AND BE INSPECTED BY CODE ENFORCEMENT. PAVING & STRIPING NOTES 1.ALL CONSTRUCTION SHALL BE IN GENERAL ACCORDANCE WITH THESE PLANS, CITY OF GEORGETOWN, TX STANDARD SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. 2.TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE NOMINATION OF THE TESTING LABORATORY AND THE PAVEMENT OF SUCH TESTING SERVICES SHALL BE MADE BY THE CONTRACTOR. THE OWNER SHALL APPROVE THE LABORATORY NOMINATED TO DO THE TESTING OF MATERIALS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES THAT THE WORK CONSTRUCTED DOES MEET THE REQUIREMENTS OF THE CITY'S SPECIFICATIONS AND THESE PLANS. 3.BARRIER FREE RAMPS SHALL BE CONSTRUCTED AT ALL DRIVEWAY APPROACHES PER CITY STANDARDS. 4.ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES". 5.CONTRACTOR SHALL FURNISH AND INSTALL ALL PAVEMENT MARKINGS FOR FIRE LANES, PARKING STALLS, HANDICAPPED PARKING SYMBOLS, AND MISCELLANEOUS STRIPING WITHIN PARKING LOT AND AROUND BUILDING AS SHOWN ON THE PLANS. ALL PAINT FOR PAVEMENT MARKINGS SHALL ADHERE TO CITY OF GEORGETOWN STANDARD DETAILS AND SPECIFICATIONS. 6.REFER TO GEOTECHNICAL REPORT FOR PAVING JOINT LAYOUT PLAN. 7.REFER TO GEOTECHNICAL REPORT FOR REINFORCEMENT STEEL. 8.REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION SPECIFICATION. 9.FIRE LANES SHALL BE DESIGNATED BY CONTINUOUS PAINTED LINES FOUR (4) INCHES IN WIDTH ON EACH SIDE OF THE FIRE LANE STARTING AT THE ENTRANCE FROM THE STREET AND TO BE CONTINUED TO THE EXIT. SUCH LINES SHALL BE BRIGHT RED IN COLOR. 10.FIRE LANES ADJACENT TO CURBS SHALL BE OUTLINED BY A FOUR (4) INCH WIDE STRIP PAINTED BRIGHT RED IN COLOR ALONG THE CURB'S GUTTER LINE. 11.THE WORDS "FIRE LANE" AND "NO PARKING" SHALL BE STENCILED IN FOUR (4) INCH HIGH WHITE LETTERS ALTERNATELY EVERY FIFTEEN (15) FEET ALONG THE RED FIRE LANE STRIPES. 12.ALL HANDICAP RAMPING, STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO THE AMERICANS WITH DISABILITIES ACT THAT IS MOST CURRENT. 13.REFERENCE CITY OF GEORGETOWN, TX STANDARD CONSTRUCTION DETAILS FOR HANDICAP RAMP AND OTHER PAVING DETAILS. 14.CONTRACTOR RESPONSIBLE FOR PREPARATION, SUBMITTAL, AND APPROVAL BY CITY OF GEORGETOWN, TX OF TRAFFIC CONTROL PLAN PRIOR TO START OF CONSTRUCTION. 15.SIDEWALKS ADJACENT TO CURB SHALL BE CONNECTED TO BACK OF CURB USING LONGITUDINAL BUTT JOINT. 16.UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER DIRECTIONAL SIGNS SHALL BE LOCATED OUT OF THE PEDESTRIAN AND AUTOMOBILE ROUTES AND SHALL BE LOCATED BETWEEN THREE TO FIVE FEET BEHIND THE NEAREST BACK OF CURB. SIGN HEIGHT, LOCATION, AND STRUCTURE SHALL BE SUCH THAT THE SIGNS POSE NO THREAT TO PUBLIC SAFETY. 17.UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER DIRECTIONAL SIGNS SHALL BE ORIENTED SO THEY ARE READILY VISIBLE TO THE ONCOMING TRAFFIC FOR WHICH THEY ARE INTENDED, FIELD ADJUSTMENTS OF LOCATION AND ORIENTATION OF THE SIGNS ARE TO BE MADE TO ACCOMPLISH THIS. 18.THE CONTRACTOR FOR THE PROJECT SHALL NOT PLACE ANY PERMANENT PAVEMENT UNTIL ALL SLEEVING FOR ELECTRIC, GAS, TELEPHONE, CABLE TV, SITE IRRIGATION, OR ANY OTHER UNDERGROUND UTILITY HAS BEEN INSTALLED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CONFIRM THAT ALL SLEEVING IS IN PLACE PRIOR TO PLACEMENT OF PERMANENT PAVEMENT. 19.BEFORE PLACING PAVEMENT, CONTRACTOR SHALL VERIFY THAT SUITABLE HANDICAPPED ROUTES (PER A.D.A. & T.A.S) EXIST TO AND FROM EVERY DOOR. IN NO CASE SHALL HANDICAP RAMP SLOPES EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE SHALL SIDEWALK CROSS SLOPES EXCEED 2.0 PERCENT. IN NO CASE SHALL LONGITUDINAL SIDEWALK SLOPES EXCEED 5.0 PERCENT. CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO PAVING IF ANY EXCESSIVE SLOPES ARE ENCOUNTERED. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR A.D.A. AND T.A.S. COMPLIANCE ISSUES. 20.STREETS, SIDEWALKS, DRIVEWAYS, AND STORM DRAINAGE FACILITIES IN THE PUBLIC RIGHT-OF-WAY SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE CITY OF GEORGETOWN INFRASTRUCTURE DESIGN & DEVELOPMENT STANDARDS MANUAL, LATEST EDITION. 21.FIRE LANES SHALL REMAIN OPEN/ACCESSIBLE AT ALL TIMES DURING CONSTRUCTION; FIRE LANE SHALL BE INSTALLED & ACCEPTED BY THE CITY PRIOR TO ANY CONSTRUCTION ABOVE THE FOUNDATION. STORM SEWER NOTES 1.THE CONTRACTOR SHALL FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION AND SHALL NOTIFY THE CONSTRUCTION MANAGER AND ENGINEER OF ANY CONFLICTS DISCOVERED. CONTRACTOR IS RESPONSIBLE FOR PROTECTING EXISTING UTILITIES (SHOWN OR NOT SHOWN) WITHIN SCOPE OF CONSTRUCTION. IF ANY EXISTING UTILITIES ARE DAMAGED, THE CONTRACTOR SHALL REPLACE THEM AT HIS OWN EXPENSE. 2.THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF CURB INLETS AND GRATE INLETS AND ALL UTILITIES CROSSING THE STORM SEWER. 3.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE STORM SEWER. 4.THE INSPECTOR SHALL INSPECT ALL "PUBLIC" CONSTRUCTION. THE CONTRACTOR'S BID PRICE SHALL INCLUDE ALL INSPECTION FEES. 5.ALL PVC TO RCP CONNECTIONS SHALL BE CONSTRUCTED WITH CONCRETE COLLARS. 6.ALL ONSITE STORM SEWER LINES SHALL BE HDPE, ALL PRIVATE STORM SHALL BE NOTED AS ON PLANS. CONTRACTOR TO CONTACT ENGINEER WITH QUESTIONS ABOUT PIPE MATERIAL PRIOR TO ORDERING. CONTRACTOR SHALL SUBMIT TECHNICAL DATA TO PROJECT ENGINEER AND CITY ENGINEER FOR APPROVAL PRIOR TO ORDERING MATERIAL. 7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION FOR NORTH CENTRAL TEXAS, LATEST EDITION, AND ANY SPECIAL PROVISION AS APPROVED BY THE CITY OF GEORGETOWN, TX. 8.THE CONTRACTOR SHALL PROVIDE CONSTRUCTION STAKING FOR ALL STORM SEWER LINES AND OTHER UTILITIES. 9.EMBEDMENT FOR ALL ONSITE SEWER LINES, PUBLIC OR PRIVATE, SHALL BE PER CITY OF GEORGETOWN, TX STANDARD DETAILS. 10.REFER TO TCEQ DESIGN GUIDELINES (CHAPTER 290) FOR ALL UTILITY CROSSINGS. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND IMPLEMENTING A TRENCH PROTECTION PLAN FOR ALL OPEN TRENCH EXCAVATION. 12.USE 4 FOOT JOINTS WITH BEVELED ENDS IF RADIUS OF STORM SEWER IS LESS THAN 100 FEET. 13.ALL PRIVATE LANDSCAPE AREA DRAINS SHALL BE OF MATERIAL APPROVED BY BOTH ENGINEER AND LANDSCAPE ARCHITECT. GENERAL NOTES 1.ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF GEORGETOWN "UNIFIED DEVELOPMENT CODE" AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING ALL MATERIAL AND LABOR TO CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE APPROPRIATE APPROVING AUTHORITIES, SPECIFICATIONS AND REQUIREMENTS. 3.CONTRACTOR SHALL CONTACT ALL FRANCHISE UTILITY COMPANIES TO HAVE THEM LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE THE EXACT LOCATION AND DEPTH OF ALL FRANCHISE UTILITY SERVICES AND ANY REQUIRED RELOCATION AND/OR EXTENSIONS. SERVICES SHOWN ON THE PLANS ARE CONCEPTUAL. 4.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING RELOCATION AND INSTALLATION OF FRANCHISE UTILITIES NECESSARY FOR ON AND OFF SITE CONSTRUCTION. 5.BRACING OF UTILITY POLES MAY BE REQUIRED BY UTILITY COMPANIES WHEN TRENCHING OR EXCAVATION IS IN CLOSE PROXIMITY TO THE POLES. THE COST OF BRACING POLES WILL BE BORNE BY THE CONTRACTOR. THERE IS NO SEPARATE PAY ITEM FOR THIS WORK. THE COST IS INCIDENTAL TO THE VARIOUS PAY ITEMS FOR INSTALLATION OF PIPE. 6.THE LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES SHOWN ON THE PLANS WERE OBTAINED FROM AVAILABLE UTILITY COMPANY RECORDS AND PLANS AND ARE CONSIDERED APPROXIMATE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LOCATIONS, ELEVATIONS, AND DIMENSIONS OF ADJACENT AND/OR CONFLICTING UTILITIES SUFFICIENTLY IN ADVANCE OF CONSTRUCTION IN ORDER THAT ADJUSTMENTS CAN BE MADE TO PROVIDE ADEQUATE CLEARANCES. THE CONTRACTOR SHALL PRESERVE AND PROTECT PUBLIC AND PRIVATE UTILITIES AT ALL TIMES DURING CONSTRUCTION. ANY DAMAGE TO UTILITIES RESULTING FROM CONTRACTOR'S OPERATIONS SHALL BE RESTORED AT THEIR EXPENSE. THE ENGINEER SHALL BE NOTIFIED WHEN PROPOSED FACILITY GRADES CONFLICT WITH EXISTING UTILITY GRADES. 7.CONTRACTOR SHALL USE ALL NECESSARY PRECAUTIONS TO AVOID CONTACT WITH OVERHEAD AND UNDERGROUND POWER LINES. 8.THE CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS SHOWN ON THE PLANS AND REVIEW ALL FIELD CONDITIONS, INCLUDING EXISTING GRADES AND UTILITY FLOW LINES, AND SHOULD DISCREPANCIES OCCUR, THE CONTRACTOR SHALL NOTIFY THE ENGINEER TO OBTAIN THE ENGINEER'S CLARIFICATION BEFORE COMMENCING WITH CONSTRUCTION. 9.THE CONTRACTOR SHALL IMMEDIATELY REPAIR OR REPLACE ANY PHYSICAL DAMAGE TO PRIVATE PROPERTY, INCLUDING, BUT NOT LIMITED TO FENCES, WALLS, PAVEMENT, GRASS, TREES, LAWN SPRINKLER AND IRRIGATION SYSTEMS AT NO COST TO THE OWNER. THIS WORK SHALL BE SUBSIDIARY TO THE CONTRACT (UNLESS OTHERWISE NOTED) AND IS NOT A SEPARATE PAY ITEM. 10.THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. 11.THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE APPROVED CONTRACT DOCUMENTS INCLUDING PLANS, SPECIFICATIONS, AND SPECIAL CONDITIONS, COPIES OF ANY REQUIRED CONSTRUCTION PERMITS, EROSION CONTROL PLANS, SWPPP AND INSPECTION REPORTS. 12.IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN NEAT AND ACCURATE CONSTRUCTION RECORD PLANS. 13.CONNECTIONS TO EXISTING FACILITIES SHALL BE ACCOMPLISHED IN A NEAT AND PROFESSIONAL MANNER. WHEN FIELD CONDITIONS INDICATE ANY VARIANCE FROM DETAILED METHODS, THE CONTRACTOR SHALL PROVIDE COMPREHENSIVE AND DETAILED DRAWINGS (FOR APPROVAL) OF METHODS PROPOSED. 14.ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND NOTIFICATION TO THE ENGINEER. NO CONSIDERATION WILL BE GIVEN TO CHANGE ORDERS FOR WHICH THE OWNER AND ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTED ITEM. 15.ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT TO THE OWNER AND DESIGN ENGINEER OF RECORD DIRECTLY FROM THE TESTING AGENCY. 16.ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES, JURISDICTIONAL AGENCIES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO THE FINAL CONNECTION OF SERVICES. 17.CONTRACTOR SHALL VERIFY BENCHMARKS AND DATUM PRIOR TO COMMENCING CONSTRUCTION OR STAKING OF IMPROVEMENTS. 18.ALL HORIZONTAL DIMENSIONS GIVEN ARE TO FACE OF CURB AND TO PIPE CENTERLINES, UNLESS OTHERWISE NOTED ON PLANS. 19.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION STAKING. CONSTRUCTION STAKING SHALL BE PERFORMED BY A REGISTERED PUBLIC SURVEYOR IN THE STATE OF TEXAS. 20.THE CONTRACTOR SHALL TOPSOIL, SEED AND FERTILIZE ALL AREAS DISTURBED BY CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE WHATEVER MEASURES ARE NEEDED INCLUDING TEMPORARY IRRIGATION TO ENSURE FULL COVERAGE OF GRASSING. UNLESS OTHERWISE NOTED, PRIVATE LAWN AREAS AND PARKWAYS IN FRONT OF PRIVATE LAWN AREAS DISTURBED BY CONSTRUCTION SHALL BE REPLACED WITH BLOCK SOD OF A SIMILAR GRASS TO THAT EXISTING. ALL SEEDED OR SODDED AREAS SHALL RECEIVE SIX(6) INCHES OF TOPSOIL. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 21.ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH. THE AREAS SHALL THEN BE SEEDED, IRRIGATED, AND STABILIZED AS SPECIFIED IN THE PLANS, AND MAINTAINED UNTIL SOIL IS STABILIZED IN ALL AREAS. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL EARTHEN AREAS WILL BE STABILIZED AND MULCHED AS SHOWN ON THE LANDSCAPE, GRADING, AND EROSION CONTROL PLANS. 22.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF DUST AND DIRT RISING AND SCATTERING IN THE AIR DURING CONSTRUCTION AND SHALL PROVIDE WATER SPRINKLING OR OTHER SUITABLE METHODS OF CONTROL. THE CONTRACTOR SHALL COMPLY WITH ALL GOVERNING REGULATIONS PERTAINING TO ENVIRONMENTAL PROTECTION. 23.SOD MUST BE INSTALLED AND MAINTAINED ON EXPOSED SLOPES WITHIN TO PREVENT EROSION, SEDIMENTATION OR TURBID DISCHARGES. 24.CONTRACTOR IS TO CONSTRUCT A STABILIZED CONSTRUCTION EXIT AT ALL PRIMARY POINTS OF ACCESS. THIS STABILIZED EXIT SHALL BE CONSTRUCTED PER CITY DETAILS. 25.CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP). THE CONTRACTOR MUST REVIEW AND MAINTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN WITH ALL CONDITIONS, ATTACHMENTS, EXHIBITS, AND PERMIT MODIFICATIONS IN GOOD CONDITION AT THE CONSTRUCTION SITE. THE COMPLETE SWPPP MUST BE MADE READILY AVAILABLE AT THE TIME OF AN ON-SITE INSPECTION TO: THE EXECUTIVE DIRECTOR; A FEDERAL, STATE, OR LOCAL AGENCY APPROVING SEDIMENT AND EROSION PLANS, GRADING PLANS, OR STORMWATER MANAGEMENT PLANS; LOCAL GOVERNMENT OFFICIALS; AND THE OPERATOR OF A MUNICIPAL SEPARATE STORM SEWER (MS4) RECEIVING DISCHARGES FROM THE SITE. 26.ANY ENTITY THAT MEETS THE DEFINITION OF A "PRIMARY OPERATOR" FOR A LARGE CONSTRUCTION ACTIVITY (FIVE OR MORE ACRES) SHALL BE RESPONSIBLE FOR COMPLETING AND SUBMITTING A NOTICE OF INTENT (NOI) AND A NOTICE OF TERMINATION (NOT) WITH THE TEXAS COMMISSION ON ENVIRONMENTAL QUALITY (TCEQ). 27.THE CONTRACTOR MUST CONSTRUCT AND MAINTAIN A PERMANENT STABLE PROTECTIVE COVER (GRASS) FOR EROSION AND SEDIMENT CONTROL ON ALL LAND SURFACES EXPOSED OR DISTURBED BY CONSTRUCTION OF THE PERMITTED PROJECT. THE PROTECTIVE COVER MUST BE INSTALLED WITHIN FOURTEEN DAYS AFTER FINAL GRADING OF THE AFFECTED LAND SURFACE. A PERMANENT STABLE COVER MUST BE ESTABLISHED WITHIN 60 DAYS OF IT'S INSTALLATION. 28.UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL PROVIDE AS-BUILT PLANS IDENTIFYING ALL DEVIATIONS OR VARIATIONS OF ORIGINAL PLANS. AS-BUILT PLANS ARE SUBSIDIARY TO ALL OTHER BID ITEMS AND SHALL NOT BE PAID FOR AS A SEPARATE LINE ITEM. 29.DURING CONSTRUCTION, ALL MATERIAL TESTING SHALL BE COORDINATED WITH THE CITY OF GEORGETOWN CONSTRUCTION INSPECTOR. THE CONTRACTOR WILL BE RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CITY STANDARD SPECIFICATIONS. ALL SOILS TESTING IS THE RESPONSIBILITY OF AND WILL BE PAID FOR BY THE CONTRACTOR. MATERIAL TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY. 30.ALL EXISTING TRAFFIC AND STREET SIGNS DISTURBED SHALL BE REINSTALLED WHERE APPLICABLE BY THE CONTRACTOR. 31.ALL EXISTING SHRUBS, TREES, PLANTING, AND OTHER VEGETATION, OUTSIDE OF PROPERTY LIMITS DISTURBED DURING CONSTRUCTION SHALL BE REPLACED WITH EQUIVALENT MATERIAL BY THE CONTRACTOR AT NO ADDITIONAL COST. 32.THE CONTRACTOR SHALL SALVAGE AND PROTECT ALL EXISTING POWER POLES, SIGNS, MANHOLES, TELEPHONE RISERS, WATER VALVES, ETC. DURING ALL CONSTRUCTION PHASES. 33.CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL SILT AND DEBRIS OFFSITE FROM THE EXISTING ROADWAYS AND PROJECT SITE THAT ARE A RESULT OF THE PROPOSED CONSTRUCTION AS REQUESTED BY THE CITY OF GEORGETOWN. AT A MINIMUM, THIS TASK SHOULD OCCUR ONCE A WEEK. 34.CONNECTIONS TO EXISTING FACILITIES SHALL BE ACCOMPLISHED IN A NEAT AND PROFESSIONAL MANNER. WHEN FIELD CONDITIONS INDICATE ANY VARIANCE FROM DETAILED METHODS, THE CONTRACTOR SHALL PROVIDE COMPREHENSIVE AND DETAILED DRAWINGS (FOR APPROVAL) OF METHODS PROPOSED. 35.WATER SHALL NOT BE PERMITTED IN OPEN TRENCHES DURING CONSTRUCTION. 36.CONTRACTOR SHALL CONTACT THE DESIGNATED CONSTRUCTION INSPECTOR ASSIGNED TO THIS PROJECT AT LEAST 48 HOURS PRIOR TO STARTING CONSTRUCTION. 37.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING A TRENCH SAFETY PLAN TO THE CITY OF GEORGETOWN PUBLIC WORKS DEPARTMENT AT THE TIME OF THE PRECONSTRUCTION MEETING, OR PRIOR TO BEGINNING CONSTRUCTION OF THESE IMPROVEMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH CITY STANDARDS, TEXAS STATE LAW, AND O.S.H.A. STANDARDS FOR ALL EXCAVATION IN EXCESS OF FIVE FEET IN DEPTH. NO OPEN TRENCHES WILL BE ALLOWED OVERNIGHT WITHOUT THE PRIOR SPECIFIC WRITTEN APPROVAL OF THE CITY OF GEORGETOWN PUBLIC WORKS DEPARTMENT, OR DESIGNATED REPRESENTATIVE. ONSITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 38.CONTRACTOR TO REVIEW DESIGN INTENT OF THESE PLANS AND SUBMIT REQUESTS-FOR-INFORMATION IN A TIMELY MANNER PRIOR TO COMMENCING THAT WORK. 39.ALL APPURTENANCES INSTALLED IN PAVEMENT AREAS SHALL BE ADJUSTED AS REQUIRED TO BE FLUSH WITH FINISHED PAVEMENT. 40.THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR COMPLETING AND IMPLEMENTING TRAFFIC CONTROL PLAN. GRADING NOTES 1.ALL CONSTRUCTION SHALL BE IN GENERAL ACCORDANCE WITH THESE PLANS, CITY OF GEORGETOWN, TX STANDARD SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT, AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. 2.UNLESS OTHERWISE NOTED, PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN IN PAVED AREAS REFLECT TOP OF PAVEMENT SURFACE. ADD .50' TO PAVING GRADE FOR TOP OF CURB GRADE. THE LIMITS OF EARTHWORK IN PAVED AREAS IS THE BOTTOM OF PAVEMENT. 3.THE CONTRACTOR SHALL MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL USE SILT FENCES (OR OTHER METHODS APPROVED BY THE ENGINEER AND CITY) AS REQUIRED TO PREVENT SILT AND CONSTRUCTION DEBRIS FROM FLOWING ONTO ADJACENT PROPERTIES. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, OR LOCAL EROSION, CONSERVATION, AND SILTATION REQUIREMENTS. CONTRACTOR SHALL REMOVE ALL TEMPORARY EROSION CONTROL DEVICES UPON COMPLETION OF PERMANENT DRAINAGE FACILITIES AND THE ESTABLISHMENT OF A STAND OF GRASS OR OTHER GROWTH TO PREVENT EROSION. CONTRACTOR IS RESPONSIBLE FOR FILING N.O.I. AND N.O.T. WITH THE TCEQ. CONTRACTOR SOLELY RESPONSIBLE FOR ALL MANDATED SWPPP RECORD KEEPING AND REPORTING. 4.ALL EXCAVATING IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED. UNUSABLE EXCAVATED MATERIAL AND ALL WASTE RESULTING FROM SITE CLEARING AND GRUBBING SHALL BE DISPOSED OF OFF SITE BY THE GRADING CONTRACTOR AT HIS EXPENSE. 5.BEFORE ANY EARTHWORK IS PERFORMED, THE CONTRACTOR SHALL STAKE OUT AND MARK THE LIMITS OF PAVEMENT AND OTHER ITEMS ESTABLISHED BY THE PLANS. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY ENGINEERING AND SURVEYING FOR LINE AND GRADE CONTROL POINTS RELATED TO EARTHWORK. 6.REFERENCE STRUCTURAL DRAWINGS AND SPECIFICATIONS AND GEOTECHNICAL REPORT FOR STRUCTURAL SCOPE AND PAVING SUBGRADE INFORMATION. 7.THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND MOISTURE CONDITION ALL FILL PER THE PROJECT GEOTECHNICAL ENGINEER'S SPECIFICATIONS. THE FILL MATERIAL TO BE USED SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. 8.GRADING CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANIES FOR ANY REQUIRED UTILITY ADJUSTMENTS AND/OR RELOCATIONS. 9.TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE NOMINATION OF THE TESTING LABORATORY AND THE PAYMENTS FOR SUCH TESTING SERVICES SHALL BE MADE BY THE CONTRACTOR. THE OWNER SHALL APPROVE THE LABORATORY NOMINATED TO DO THE TESTING OF MATERIALS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES THAT THE WORK CONSTRUCTED DOES MEET THE REQUIREMENTS OF THE CITY'S SPECIFICATIONS AND THESE PLANS. 10.PROPOSED CONTOURS ARE APPROXIMATE. PROPOSED SPOT ELEVATIONS AND DESIGNATED GRADIENT ARE TO BE USED IN CASE OF DISCREPANCY. 11.REFER TO SITE PLAN AND/OR DIMENSION CONTROL PLAN AND FINAL PLAT FOR HORIZONTAL DIMENSIONS. 12.REFER TO EROSION CONTROL PLAN FOR EROSION CONTROL DEVICES TO BE INSTALLED PRIOR TO COMMENCING CONSTRUCTION. 13.NO TREE SHALL BE REMOVED OR DAMAGED WITHOUT PRIOR AUTHORIZATION OF THE OWNER OR OWNER'S REPRESENTATIVE. EXISTING TREES SHALL BE PRESERVED WHENEVER POSSIBLE. 14.CONTRACTOR SHALL VERIFY HORIZONTAL AND VERTICAL CONTROL PRIOR TO COMMENCING CONSTRUCTION AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE CONSTRUCTION COMMENCES. 15.AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS FOR EVIDENCE OF PONDING. ALL AREAS SHALL ADEQUATELY DRAIN TOWARDS THE INTENDED STRUCTURE TO CONVEY STORM RUNOFF. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY DISCREPANCIES ARE DISCOVERED. TCEQ-0592 (Rev. July 15, 2015) Page 1 of 2 Texas Commission on Environmental Quality Water Pollution Abatement Plan General Construction Notes Edwards Aquifer Protection Program Construction Notes - Legal Disclaimer The following/listed “construction notes” are intended to be advisory in nature only and do not constitute an approval or conditional approval by the Executive Director (ED), nor do they constitute a comprehensive listing of rules or conditions to be followed during construction. Further actions may be required to achieve compliance with TCEQ regulations found in Title 30, Texas Administrative Code (TAC), Chapters 213 and 217, as well as local ordinances and regulations providing for the protection of water quality. Additionally, nothing contained in the following/listed “construction notes” restricts the powers of the ED, the commission or any other governmental entity to prevent, correct, or curtail activities that result or may result in pollution of the Edwards Aquifer or hydrologically connected surface waters. The holder of any Edwards Aquifer Protection Plan containing “construction notes” is still responsible for compliance with Title 30, TAC, Chapters 213 or any other applicable TCEQ regulation, as well as all conditions of an Edwards Aquifer Protection Plan through all phases of plan implementation. Failure to comply with any condition of the ED's approval, whether or not in contradiction of any “construction notes,” is a violation of TCEQ regulations and any violation is subject to administrative rules, orders, and penalties as provided under Title 30, TAC § 213.10 (relating to Enforcement). Such violations may also be subject to civil penalties and injunction. The following/listed “construction notes” in no way represent an approved exception by the ED to any part of Title 30 TAC, Chapters 213 and 217, or any other TCEQ applicable regulation 1.A written notice of construction must be submitted to the TCEQ regional office at least 48 hours prior to the start of any regulated activities. This notice must include: -the name of the approved project; -the activity start date; and -the contact information of the prime contractor. 2.All contractors conducting regulated activities associated with this project must be provided with complete copies of the approved Water Pollution Abatement Plan (WPAP) and the TCEQ letter indicating the specific conditions of its approval. During the course of these regulated activities, the contractors are required to keep on-site copies of the approved plan and approval letter. 3.If any sensitive feature(s) (caves, solution cavity, sink hole, etc.) is discovered during construction, all regulated activities near the sensitive feature must be suspended immediately. The appropriate TCEQ regional office must be immediately notified of any sensitive features encountered during construction. Construction activities may not be resumed until the TCEQ has reviewed and approved the appropriate protective measures in order to protect any sensitive feature and the Edwards Aquifer from potentially adverse impacts to water quality. 4.No temporary or permanent hazardous substance storage tank shall be installed within 150 feet of a water supply source, distribution system, well, or sensitive feature. 5.Prior to beginning any construction activity, all temporary erosion and sedimentation (E&S) control measures must be properly installed and maintained in accordance with the approved plans and manufacturers specifications. If inspections indicate a control has been used inappropriately, or incorrectly, the applicant must replace or modify the control for site situations. These controls must remain in place until the disturbed areas have been permanently stabilized. 6.Any sediment that escapes the construction site must be collected and properly disposed of before the next rain event to ensure it is not washed into surface streams, sensitive features, etc. 7.Sediment must be removed from the sediment traps or sedimentation basins not later than when it occupies 50% of the basin's design capacity. 8.Litter, construction debris, and construction chemicals exposed to stormwater shall be prevented from being discharged offsite. 9.All spoils (excavated material) generated from the project site must be stored on-site with proper E&S controls. For storage or disposal of spoils at another site on the Edwards Aquifer Recharge Zone, the owner of the site must receive approval of a water pollution abatement plan for the placement of fill material or mass grading prior to the placement of spoils at the other site. 10.If portions of the site will have a temporary or permanent cease in construction activity lasting longer than 14 days, soil stabilization in those areas shall be initiated as soon as possible prior to the 14th day of inactivity. If activity will resume prior to the 21st day, stabilization measures are not required. If drought conditions or inclement weather prevent action by the 14th day, stabilization measures shall be initiated as soon as possible. 11.The following records shall be maintained and made available to the TCEQ upon request: -the dates when major grading activities occur; -the dates when construction activities temporarily or permanently cease on a portion of the site; and -the dates when stabilization measures are initiated. 12.The holder of any approved Edward Aquifer protection plan must notify the appropriate regional office in writing and obtain approval from the executive director prior to initiating any of the following: A.any physical or operational modification of any water pollution abatement structure(s), including but not limited to ponds, dams, berms, sewage treatment plants, and diversionary structures; B.any change in the nature or character of the regulated activity from that which was originally approved or a change which would significantly impact the ability of the plan to prevent pollution of the Edwards Aquifer; C.any development of land previously identified as undeveloped in the original water pollution abatement plan. CITY OF GEORGETOWN NOTES: 1.THE CONSTRUCTION PORTION OF THESE PLANS WERE PREPARED, SEALED, SIGNED AND DATED BY A TEXAS LICENSED PROFESSIONAL ENGINEER. THEREFORE BASED ON THE ENGINEER'S CONCURRENCE OF COMPLIANCE, THE CONSTRUCTION PLANS FOR CONSTRUCTION OF THE PROPOSED PROJECT ARE HEREBY APPROVED SUBJECT TO THE STANDARD CONSTRUCTION SPECIFICATIONS AND DETAILS MANUAL AND ALL OTHER APPLICABLE CITY, STATE AND FEDERAL REQUIREMENTS AND CODES. 2.THIS PROJECT IS SUBJECT TO ALL CITY STANDARD SPECIFICATIONS AND DETAILS IN EFFECT AT THE TIME OF SUBMITTAL OF THE PROJECT TO THE CITY. 3.THE SITE CONSTRUCTION PLANS SHALL MEET ALL REQUIREMENTS OF THE APPROVED SITE PLAN. 4.WASTEWATER MAINS AND SERVICE LINES SHALL BE SDR 26 PVC. 5.WASTEWATER MAINS SHALL BE INSTALLED WITHOUT HORIZONTAL OR VERTICAL BENDS. 6.MAXIMUM DISTANCE BETWEEN WASTEWATER MANHOLES IS 500 FEET. 7.WASTEWATER MAINS SHALL BE LOW PRESSURE AIR TESTED AND MANDREL TESTED BY THE CONTRACTOR ACCORDING TO CITY OF GEORGETOWN AND TCEQ REQUIREMENTS. 8.WASTEWATER MANHOLES SHALL BE VACUUM TESTED AND COATED BY THE CONTRACTOR ACCORDING TO CITY OF GEORGETOWN AND TCEQ REQUIREMENTS. 9.WASTEWATER MAINS SHALL BE CAMERA TESTED BY THE CONTRACTOR AND SUBMITTED TO THE CITY ON DVD FORMAT PRIOR TO PAVING THE STREETS. 10.PRIVATE WATER SYSTEM FIRE LINES SHALL BE TESTED BY THE CONTRACTOR TO 200 PSI FOR 2 HOURS. 11.PRIVATE WATER SYSTEM FIRE LINES SHALL BE DUCTILE IRON PIPING FROM THE WATER MAIN TO THE BUILDING SPRINKLER SYSTEM, AND 200 PSI C900 PVC FOR ALL OTHERS. 12.PUBLIC WATER SYSTEM MAINS SHALL BE 150 PSI C900 PVC AND TESTED BY THE CONTRACTOR AT 150 PSI FOR 4 HOURS. 13.ALL BENDS AND CHANGES IN DIRECTION ON WATER MAINS SHALL BE RESTRAINED AND THRUST BLOCKED. 14.LONG FIRE HYDRANT LEADS SHALL BE RESTRAINED. 15.ALL WATER LINES ARE TO BE BACTERIA TESTED BY THE CONTRACTOR ACCORDING TO THE CITY STANDARDS AND SPECIFICATIONS. 16.WATER AND SEWER MAIN CROSSINGS SHALL MEET ALL REQUIREMENTS OF THE TCEQ AND THE CITY. 17.FLEXIBLE BASE MATERIAL FOR PUBLIC STREETS SHALL BE TXDOT TYPE A GRADE 1. 18.HOT MIX ASPHALTIC CONCRETE PAVEMENT SHALL BE TYPE D UNLESS OTHERWISE SPECIFIED AND SHALL BE A MINIMUM OF 2 INCHES THICK ON PUBLIC STREETS AND ROADWAYS. 19.ALL SIDEWALK RAMPS AND SIDEWALK ALONG PARKLAND, OPEN SPACE, OR OTHER NON-RESIDENTIAL LOTS ARE TO BE INSTALLED WITH THE PUBLIC INFRASTRUCTURE. 20.A MAINTENANCE BOND IS REQUIRED TO BE SUBMITTED TO THE CITY PRIOR TO ACCEPTANCE OF THE PUBLIC IMPROVEMENTS. THIS BOND SHALL BE ESTABLISHED FOR 1 YEAR IN THE AMOUNT OF 25% OF THE COST OF THE PUBLIC IMPROVEMENTS AND SHALL FOLLOW THE CITY FORMAT. 21.RECORD DRAWINGS OF THE PUBLIC IMPROVEMENTS SHALL BE SUBMITTED TO THE CITY BY THE DESIGN ENGINEER PRIOR TO ACCEPTANCE OF THE PROJECT. THESE DRAWINGS SHALL BE ON MYLAR OR ON TIFF OR PDF DISK (300DPI). IF A DISK IS SUBMITTED, A BOND SET SHALL BE INCLUDED WITH THE DISK. 22.IT IS THE RESPONSIBILITY OF THE PROPERTY OWNER, AND SUCCESSORS TO THE CURRENT PROPERTY OWNER, TO ENSURE THE SUBJECT PROPERTY AND ANY IMPROVEMENTS ARE MAINTAINED IN CONFORMANCE WITH THIS SITE DEVELOPMENT PLAN. 23.THE DEVELOPMENT SHALL COMPLY WITH ALL STANDARDS OF THE UNIFIED DEVELOPMENT CODE (UDC), THE CITY OF GEORGETOWN CONSTRUCTION STANDARDS AND SPECIFICATIONS MANUAL, THE DEVELOPMENT MANUAL AND ALL OTHER APPLICABLE CITY STANDARDS. 24.THE SITE DEVELOPMENT PLAN SHALL MEET THE UDC STORMWATER REQUIREMENTS. 25.ALL SIGNAGE REQUIRES A SEPARATE APPLICATION AND APPROVAL FROM THE INSPECTION SERVICES DEPARTMENT. NO SIGNAGE IS APPROVED WITH THE SITE DEVELOPMENT PLAN. 26.SIDEWALKS SHALL BE PROVIDED IN ACCORDANCE WITH THE UDC. 27.DRIVEWAYS WILL REQUIRE APPROVAL BY THE DEVELOPMENT ENGINEER OF THE CITY OF GEORGETOWN. 28.OUTDOOR LIGHTING SHALL COMPLY WITH SECTION 7.05 OF THE UDC. 29.SCREENING OF MECHANICAL EQUIPMENT, DUMPSTERS AND PARKING SHALL COMPLY WITH CHAPTER 8 OF THE UDC. THE SCREENING IS SHOWN ON THE LANDSCAPE AND ARCHITECTURAL PLANS, AS APPLICABLE. 30.THE COMPANION LANDSCAPE PLAN HAS BEEN DESIGNED AND PLANT MATERIALS SHALL BE INSTALLED TO MEET ALL REQUIREMENTS OF THE UDC. 31.ALL MAINTENANCE OF REQUIRED LANDSCAPE SHALL COMPLY WITH THE MAINTENANCE STANDARDS OF CHAPTER 8 OF THE UDC. 32.A SEPARATE IRRIGATION PLAN SHALL BE REQUIRED AT THE TIME OF BUILDING PERMIT APPLICATION. 33.FIRE FLOW REQUIREMENTS OF 1,500 GALLONS PER MINUTE ARE BEING MET BY THIS PLAN. 34.ANY HERITAGE TREE NOTED ON THIS SITE DEVELOPMENT PLAN IS SUBJECT, IN PERPETUITY, TO THE MAINTENANCE, CAR, PRUNING, AND REMOVAL REQUIREMENTS OF THE UDC. WATER AND SANITARY SEWER NOTES 1.ALL MATERIALS AND WORKMANSHIP TO CONFORM TO THE REQUIREMENTS SET FORTH IN THE CITY OF GEORGETOWN WATER AND WASTEWATER CONSTRUCTION STANDARDS AND DETAILS, LATEST EDITION. 2.WATER PIPE SHALL BE PVC C-900 DR 18, EXCEPT WHEN OTHERWISE NOTED. 3.SEWER PIPE SHALL BE MINIMUM SDR 35 PVC OR ULTRA RIB PVC SDR 26. 4.WATER MAINS SHALL HAVE THE FOLLOWING MINIMUM COVER BELOW STREET GRADES: SIZE COVER 6"3.5' 8"4.0' 10"4.0' 12"5.0' LARGER AS SHOWN ON PLANS 5.PLASTIC TAPE FOR UTILITY SERVICES SHALL BE ATTACHED TO THE ENDS OF ALL WATER AND SEWER SERVICE LINES AND EXTEND ABOVE GROUND LEVEL. THE TAPE SHALL MEET THE FOLLOWING SPECIFICATION: A. "GEORGETOWN MARKING TAPE" OR APPROVED EQUAL. B. ROLL MARKED CONTINUOUSLY, "CAUTION WATER LINE" OR "CAUTION SEWER LINE". C. SIX (6) INCHES IN WIDTH. D. RED TAPE FOR SEWER SERVICES. E. BLUE TAPE FOR WATER SERVICES. 6.IT IS THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY EXACT LOCATIONS OF EXISTING PUBLIC AND PRIVATE UTILITIES AND SERVICES PRIOR TO COMMENCING CONSTRUCTION. THE CONTRACTOR SHALL CALL 811 FOR FIELD LOCATION OF EXISTING UTILITIES. CALL AT LEAST 48 HOURS BEFORE LOCATIONS ARE NEEDED. NOTE THAT THE DIG TESS SERVICE DOES NOT LOCATE ALL UTILITIES, ONLY THOSE REGISTERED WITH THE SERVICE. 7.REFER TO SITE GRADING PLANS, PAVING PLANS, AND LANDSCAPE PLANS FOR FINAL GRADES FOR DETERMINING PROPOSED MANHOLE RIM ELEVATIONS. 8.LOCATIONS AND SIZES OF EXISTING PUBLIC AND PRIVATE UTILITIES SHOWN ON THESE PLANS ARE FROM CITY AND UTILITY COMPANY RECORDS ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR LOCATING ALL UTILITIES AND FOR DAMAGES RESULTING FROM FAILURE TO DO SO. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING "RECORD" PLANS TO THE ENGINEER SHOWING THE LOCATION OF WATER AND SEWER SERVICES AND ANY DEVIATIONS FROM PLANS MADE DURING CONSTRUCTION. 10.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN, COORDINATING THE HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITY SERVICES ENTERING THE BUILDING AND/OR CROSSING OTHER UTILITIES. 11.ALL WATER AND SANITARY SEWER SERVICES SHALL TERMINATE FIVE (5) FEET OUTSIDE THE BUILDING, UNLESS NOTED OTHERWISE. 12.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE UTILITIES. ALL PUBLIC PIPE, STRUCTURES, AND FITTINGS SHALL BE INSPECTED BY THE CITY INSPECTOR PRIOR TO BEING COVERED. THE INSPECTOR MUST ALSO BE PRESENT DURING DISINFECTION AND PRESSURE TESTING OF ALL MAINS. THE CONTRACTOR'S BID PRICE SHALL INCLUDE ALL INSPECTION FEES. 13.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SITE TRENCH SAFETY DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL SUBMIT A TRENCH EXCAVATION PROTECTION PLAN, SEALED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF TEXAS, FOR ALL TRENCHES DEEPER THAN FIVE (5) FEET. 14.THE CONTRACTOR SHALL PROVIDE CONSTRUCTION STAKING FOR ALL WATER AND SANITARY SEWER LINES AND OTHER UTILITIES. 15.REFER TO TCEQ DESIGN GUIDELINES (CHAPTER 290) FOR ALL UTILITY CROSSINGS. 16.CONTRACTOR TO SEQUENCE CONSTRUCTION AS TO AVOID INTERRUPTION OF WATER OR SANITARY SEWER SERVICE TO SURROUNDING AREAS. 17.EXISTING MANHOLE TOPS, VALVE BOXES, ETC. ARE TO BE ADJUSTED AS REQUIRED TO MATCH PROPOSED GRADES. 18.FIRE HYDRANTS SHALL BE LOCATED A MINIMUM OF TWO (2) FEET AND A MAXIMUM OF SIX (6) FEET BEHIND THE CURB LINE OF FIRE LANE AND STREET. 19.ANY WATER OR SANITARY SEWER SERVICE LOCATED OUTSIDE OF A STREET, ALLEY OR EASEMENT SHALL BE INSTALLED BY A PLUMBER AND BE INSPECTED BY CODE ENFORCEMENT. PAVING & STRIPING NOTES 1.ALL CONSTRUCTION SHALL BE IN GENERAL ACCORDANCE WITH THESE PLANS, CITY OF GEORGETOWN, TX STANDARD SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. 2.TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE NOMINATION OF THE TESTING LABORATORY AND THE PAVEMENT OF SUCH TESTING SERVICES SHALL BE MADE BY THE CONTRACTOR. THE OWNER SHALL APPROVE THE LABORATORY NOMINATED TO DO THE TESTING OF MATERIALS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES THAT THE WORK CONSTRUCTED DOES MEET THE REQUIREMENTS OF THE CITY'S SPECIFICATIONS AND THESE PLANS. 3.BARRIER FREE RAMPS SHALL BE CONSTRUCTED AT ALL DRIVEWAY APPROACHES PER CITY STANDARDS. 4.ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES". 5.CONTRACTOR SHALL FURNISH AND INSTALL ALL PAVEMENT MARKINGS FOR FIRE LANES, PARKING STALLS, HANDICAPPED PARKING SYMBOLS, AND MISCELLANEOUS STRIPING WITHIN PARKING LOT AND AROUND BUILDING AS SHOWN ON THE PLANS. ALL PAINT FOR PAVEMENT MARKINGS SHALL ADHERE TO CITY OF GEORGETOWN STANDARD DETAILS AND SPECIFICATIONS. 6.REFER TO GEOTECHNICAL REPORT FOR PAVING JOINT LAYOUT PLAN. 7.REFER TO GEOTECHNICAL REPORT FOR REINFORCEMENT STEEL. 8.REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION SPECIFICATION. 9.FIRE LANES SHALL BE DESIGNATED BY CONTINUOUS PAINTED LINES FOUR (4) INCHES IN WIDTH ON EACH SIDE OF THE FIRE LANE STARTING AT THE ENTRANCE FROM THE STREET AND TO BE CONTINUED TO THE EXIT. SUCH LINES SHALL BE BRIGHT RED IN COLOR. 10.FIRE LANES ADJACENT TO CURBS SHALL BE OUTLINED BY A FOUR (4) INCH WIDE STRIP PAINTED BRIGHT RED IN COLOR ALONG THE CURB'S GUTTER LINE. 11.THE WORDS "FIRE LANE" AND "NO PARKING" SHALL BE STENCILED IN FOUR (4) INCH HIGH WHITE LETTERS ALTERNATELY EVERY FIFTEEN (15) FEET ALONG THE RED FIRE LANE STRIPES. 12.ALL HANDICAP RAMPING, STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO THE AMERICANS WITH DISABILITIES ACT THAT IS MOST CURRENT. 13.REFERENCE CITY OF GEORGETOWN, TX STANDARD CONSTRUCTION DETAILS FOR HANDICAP RAMP AND OTHER PAVING DETAILS. 14.CONTRACTOR RESPONSIBLE FOR PREPARATION, SUBMITTAL, AND APPROVAL BY CITY OF GEORGETOWN, TX OF TRAFFIC CONTROL PLAN PRIOR TO START OF CONSTRUCTION. 15.SIDEWALKS ADJACENT TO CURB SHALL BE CONNECTED TO BACK OF CURB USING LONGITUDINAL BUTT JOINT. 16.UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER DIRECTIONAL SIGNS SHALL BE LOCATED OUT OF THE PEDESTRIAN AND AUTOMOBILE ROUTES AND SHALL BE LOCATED BETWEEN THREE TO FIVE FEET BEHIND THE NEAREST BACK OF CURB. SIGN HEIGHT, LOCATION, AND STRUCTURE SHALL BE SUCH THAT THE SIGNS POSE NO THREAT TO PUBLIC SAFETY. 17.UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER DIRECTIONAL SIGNS SHALL BE ORIENTED SO THEY ARE READILY VISIBLE TO THE ONCOMING TRAFFIC FOR WHICH THEY ARE INTENDED, FIELD ADJUSTMENTS OF LOCATION AND ORIENTATION OF THE SIGNS ARE TO BE MADE TO ACCOMPLISH THIS. 18.THE CONTRACTOR FOR THE PROJECT SHALL NOT PLACE ANY PERMANENT PAVEMENT UNTIL ALL SLEEVING FOR ELECTRIC, GAS, TELEPHONE, CABLE TV, SITE IRRIGATION, OR ANY OTHER UNDERGROUND UTILITY HAS BEEN INSTALLED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CONFIRM THAT ALL SLEEVING IS IN PLACE PRIOR TO PLACEMENT OF PERMANENT PAVEMENT. 19.BEFORE PLACING PAVEMENT, CONTRACTOR SHALL VERIFY THAT SUITABLE HANDICAPPED ROUTES (PER A.D.A. & T.A.S) EXIST TO AND FROM EVERY DOOR. IN NO CASE SHALL HANDICAP RAMP SLOPES EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE SHALL SIDEWALK CROSS SLOPES EXCEED 2.0 PERCENT. IN NO CASE SHALL LONGITUDINAL SIDEWALK SLOPES EXCEED 5.0 PERCENT. CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO PAVING IF ANY EXCESSIVE SLOPES ARE ENCOUNTERED. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR A.D.A. AND T.A.S. COMPLIANCE ISSUES. 20.STREETS, SIDEWALKS, DRIVEWAYS, AND STORM DRAINAGE FACILITIES IN THE PUBLIC RIGHT-OF-WAY SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE CITY OF GEORGETOWN INFRASTRUCTURE DESIGN & DEVELOPMENT STANDARDS MANUAL, LATEST EDITION. 21.FIRE LANES SHALL REMAIN OPEN/ACCESSIBLE AT ALL TIMES DURING CONSTRUCTION; FIRE LANE SHALL BE INSTALLED & ACCEPTED BY THE CITY PRIOR TO ANY CONSTRUCTION ABOVE THE FOUNDATION. STORM SEWER NOTES 1.THE CONTRACTOR SHALL FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION AND SHALL NOTIFY THE CONSTRUCTION MANAGER AND ENGINEER OF ANY CONFLICTS DISCOVERED. CONTRACTOR IS RESPONSIBLE FOR PROTECTING EXISTING UTILITIES (SHOWN OR NOT SHOWN) WITHIN SCOPE OF CONSTRUCTION. IF ANY EXISTING UTILITIES ARE DAMAGED, THE CONTRACTOR SHALL REPLACE THEM AT HIS OWN EXPENSE. 2.THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF CURB INLETS AND GRATE INLETS AND ALL UTILITIES CROSSING THE STORM SEWER. 3.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE STORM SEWER. 4.THE INSPECTOR SHALL INSPECT ALL "PUBLIC" CONSTRUCTION. THE CONTRACTOR'S BID PRICE SHALL INCLUDE ALL INSPECTION FEES. 5.ALL PVC TO RCP CONNECTIONS SHALL BE CONSTRUCTED WITH CONCRETE COLLARS. 6.ALL ONSITE STORM SEWER LINES SHALL BE HDPE, ALL PRIVATE STORM SHALL BE NOTED AS ON PLANS. CONTRACTOR TO CONTACT ENGINEER WITH QUESTIONS ABOUT PIPE MATERIAL PRIOR TO ORDERING. CONTRACTOR SHALL SUBMIT TECHNICAL DATA TO PROJECT ENGINEER AND CITY ENGINEER FOR APPROVAL PRIOR TO ORDERING MATERIAL. 7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION FOR NORTH CENTRAL TEXAS, LATEST EDITION, AND ANY SPECIAL PROVISION AS APPROVED BY THE CITY OF GEORGETOWN, TX. 8.THE CONTRACTOR SHALL PROVIDE CONSTRUCTION STAKING FOR ALL STORM SEWER LINES AND OTHER UTILITIES. 9.EMBEDMENT FOR ALL ONSITE SEWER LINES, PUBLIC OR PRIVATE, SHALL BE PER CITY OF GEORGETOWN, TX STANDARD DETAILS. 10.REFER TO TCEQ DESIGN GUIDELINES (CHAPTER 290) FOR ALL UTILITY CROSSINGS. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND IMPLEMENTING A TRENCH PROTECTION PLAN FOR ALL OPEN TRENCH EXCAVATION. 12.USE 4 FOOT JOINTS WITH BEVELED ENDS IF RADIUS OF STORM SEWER IS LESS THAN 100 FEET. 13.ALL PRIVATE LANDSCAPE AREA DRAINS SHALL BE OF MATERIAL APPROVED BY BOTH ENGINEER AND LANDSCAPE ARCHITECT. GENERAL NOTES 1.ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF GEORGETOWN "UNIFIED DEVELOPMENT CODE" AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING ALL MATERIAL AND LABOR TO CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE APPROPRIATE APPROVING AUTHORITIES, SPECIFICATIONS AND REQUIREMENTS. 3.CONTRACTOR SHALL CONTACT ALL FRANCHISE UTILITY COMPANIES TO HAVE THEM LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE THE EXACT LOCATION AND DEPTH OF ALL FRANCHISE UTILITY SERVICES AND ANY REQUIRED RELOCATION AND/OR EXTENSIONS. SERVICES SHOWN ON THE PLANS ARE CONCEPTUAL. 4.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING RELOCATION AND INSTALLATION OF FRANCHISE UTILITIES NECESSARY FOR ON AND OFF SITE CONSTRUCTION. 5.BRACING OF UTILITY POLES MAY BE REQUIRED BY UTILITY COMPANIES WHEN TRENCHING OR EXCAVATION IS IN CLOSE PROXIMITY TO THE POLES. THE COST OF BRACING POLES WILL BE BORNE BY THE CONTRACTOR. THERE IS NO SEPARATE PAY ITEM FOR THIS WORK. THE COST IS INCIDENTAL TO THE VARIOUS PAY ITEMS FOR INSTALLATION OF PIPE. 6.THE LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES SHOWN ON THE PLANS WERE OBTAINED FROM AVAILABLE UTILITY COMPANY RECORDS AND PLANS AND ARE CONSIDERED APPROXIMATE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LOCATIONS, ELEVATIONS, AND DIMENSIONS OF ADJACENT AND/OR CONFLICTING UTILITIES SUFFICIENTLY IN ADVANCE OF CONSTRUCTION IN ORDER THAT ADJUSTMENTS CAN BE MADE TO PROVIDE ADEQUATE CLEARANCES. THE CONTRACTOR SHALL PRESERVE AND PROTECT PUBLIC AND PRIVATE UTILITIES AT ALL TIMES DURING CONSTRUCTION. ANY DAMAGE TO UTILITIES RESULTING FROM CONTRACTOR'S OPERATIONS SHALL BE RESTORED AT THEIR EXPENSE. THE ENGINEER SHALL BE NOTIFIED WHEN PROPOSED FACILITY GRADES CONFLICT WITH EXISTING UTILITY GRADES. 7.CONTRACTOR SHALL USE ALL NECESSARY PRECAUTIONS TO AVOID CONTACT WITH OVERHEAD AND UNDERGROUND POWER LINES. 8.THE CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS SHOWN ON THE PLANS AND REVIEW ALL FIELD CONDITIONS, INCLUDING EXISTING GRADES AND UTILITY FLOW LINES, AND SHOULD DISCREPANCIES OCCUR, THE CONTRACTOR SHALL NOTIFY THE ENGINEER TO OBTAIN THE ENGINEER'S CLARIFICATION BEFORE COMMENCING WITH CONSTRUCTION. 9.THE CONTRACTOR SHALL IMMEDIATELY REPAIR OR REPLACE ANY PHYSICAL DAMAGE TO PRIVATE PROPERTY, INCLUDING, BUT NOT LIMITED TO FENCES, WALLS, PAVEMENT, GRASS, TREES, LAWN SPRINKLER AND IRRIGATION SYSTEMS AT NO COST TO THE OWNER. THIS WORK SHALL BE SUBSIDIARY TO THE CONTRACT (UNLESS OTHERWISE NOTED) AND IS NOT A SEPARATE PAY ITEM. 10.THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. 11.THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE APPROVED CONTRACT DOCUMENTS INCLUDING PLANS, SPECIFICATIONS, AND SPECIAL CONDITIONS, COPIES OF ANY REQUIRED CONSTRUCTION PERMITS, EROSION CONTROL PLANS, SWPPP AND INSPECTION REPORTS. 12.IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN NEAT AND ACCURATE CONSTRUCTION RECORD PLANS. 13.CONNECTIONS TO EXISTING FACILITIES SHALL BE ACCOMPLISHED IN A NEAT AND PROFESSIONAL MANNER. WHEN FIELD CONDITIONS INDICATE ANY VARIANCE FROM DETAILED METHODS, THE CONTRACTOR SHALL PROVIDE COMPREHENSIVE AND DETAILED DRAWINGS (FOR APPROVAL) OF METHODS PROPOSED. 14.ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND NOTIFICATION TO THE ENGINEER. NO CONSIDERATION WILL BE GIVEN TO CHANGE ORDERS FOR WHICH THE OWNER AND ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTED ITEM. 15.ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT TO THE OWNER AND DESIGN ENGINEER OF RECORD DIRECTLY FROM THE TESTING AGENCY. 16.ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES, JURISDICTIONAL AGENCIES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO THE FINAL CONNECTION OF SERVICES. 17.CONTRACTOR SHALL VERIFY BENCHMARKS AND DATUM PRIOR TO COMMENCING CONSTRUCTION OR STAKING OF IMPROVEMENTS. 18.ALL HORIZONTAL DIMENSIONS GIVEN ARE TO FACE OF CURB AND TO PIPE CENTERLINES, UNLESS OTHERWISE NOTED ON PLANS. 19.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION STAKING. CONSTRUCTION STAKING SHALL BE PERFORMED BY A REGISTERED PUBLIC SURVEYOR IN THE STATE OF TEXAS. 20.THE CONTRACTOR SHALL TOPSOIL, SEED AND FERTILIZE ALL AREAS DISTURBED BY CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE WHATEVER MEASURES ARE NEEDED INCLUDING TEMPORARY IRRIGATION TO ENSURE FULL COVERAGE OF GRASSING. UNLESS OTHERWISE NOTED, PRIVATE LAWN AREAS AND PARKWAYS IN FRONT OF PRIVATE LAWN AREAS DISTURBED BY CONSTRUCTION SHALL BE REPLACED WITH BLOCK SOD OF A SIMILAR GRASS TO THAT EXISTING. ALL SEEDED OR SODDED AREAS SHALL RECEIVE SIX(6) INCHES OF TOPSOIL. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 21.ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH. THE AREAS SHALL THEN BE SEEDED, IRRIGATED, AND STABILIZED AS SPECIFIED IN THE PLANS, AND MAINTAINED UNTIL SOIL IS STABILIZED IN ALL AREAS. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL EARTHEN AREAS WILL BE STABILIZED AND MULCHED AS SHOWN ON THE LANDSCAPE, GRADING, AND EROSION CONTROL PLANS. 22.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF DUST AND DIRT RISING AND SCATTERING IN THE AIR DURING CONSTRUCTION AND SHALL PROVIDE WATER SPRINKLING OR OTHER SUITABLE METHODS OF CONTROL. THE CONTRACTOR SHALL COMPLY WITH ALL GOVERNING REGULATIONS PERTAINING TO ENVIRONMENTAL PROTECTION. 23.SOD MUST BE INSTALLED AND MAINTAINED ON EXPOSED SLOPES WITHIN TO PREVENT EROSION, SEDIMENTATION OR TURBID DISCHARGES. 24.CONTRACTOR IS TO CONSTRUCT A STABILIZED CONSTRUCTION EXIT AT ALL PRIMARY POINTS OF ACCESS. THIS STABILIZED EXIT SHALL BE CONSTRUCTED PER CITY DETAILS. 25.CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP). THE CONTRACTOR MUST REVIEW AND MAINTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN WITH ALL CONDITIONS, ATTACHMENTS, EXHIBITS, AND PERMIT MODIFICATIONS IN GOOD CONDITION AT THE CONSTRUCTION SITE. THE COMPLETE SWPPP MUST BE MADE READILY AVAILABLE AT THE TIME OF AN ON-SITE INSPECTION TO: THE EXECUTIVE DIRECTOR; A FEDERAL, STATE, OR LOCAL AGENCY APPROVING SEDIMENT AND EROSION PLANS, GRADING PLANS, OR STORMWATER MANAGEMENT PLANS; LOCAL GOVERNMENT OFFICIALS; AND THE OPERATOR OF A MUNICIPAL SEPARATE STORM SEWER (MS4) RECEIVING DISCHARGES FROM THE SITE. 26.ANY ENTITY THAT MEETS THE DEFINITION OF A "PRIMARY OPERATOR" FOR A LARGE CONSTRUCTION ACTIVITY (FIVE OR MORE ACRES) SHALL BE RESPONSIBLE FOR COMPLETING AND SUBMITTING A NOTICE OF INTENT (NOI) AND A NOTICE OF TERMINATION (NOT) WITH THE TEXAS COMMISSION ON ENVIRONMENTAL QUALITY (TCEQ). 27.THE CONTRACTOR MUST CONSTRUCT AND MAINTAIN A PERMANENT STABLE PROTECTIVE COVER (GRASS) FOR EROSION AND SEDIMENT CONTROL ON ALL LAND SURFACES EXPOSED OR DISTURBED BY CONSTRUCTION OF THE PERMITTED PROJECT. THE PROTECTIVE COVER MUST BE INSTALLED WITHIN FOURTEEN DAYS AFTER FINAL GRADING OF THE AFFECTED LAND SURFACE. A PERMANENT STABLE COVER MUST BE ESTABLISHED WITHIN 60 DAYS OF IT'S INSTALLATION. 28.UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL PROVIDE AS-BUILT PLANS IDENTIFYING ALL DEVIATIONS OR VARIATIONS OF ORIGINAL PLANS. AS-BUILT PLANS ARE SUBSIDIARY TO ALL OTHER BID ITEMS AND SHALL NOT BE PAID FOR AS A SEPARATE LINE ITEM. 29.DURING CONSTRUCTION, ALL MATERIAL TESTING SHALL BE COORDINATED WITH THE CITY OF GEORGETOWN CONSTRUCTION INSPECTOR. THE CONTRACTOR WILL BE RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CITY STANDARD SPECIFICATIONS. ALL SOILS TESTING IS THE RESPONSIBILITY OF AND WILL BE PAID FOR BY THE CONTRACTOR. MATERIAL TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY. 30.ALL EXISTING TRAFFIC AND STREET SIGNS DISTURBED SHALL BE REINSTALLED WHERE APPLICABLE BY THE CONTRACTOR. 31.ALL EXISTING SHRUBS, TREES, PLANTING, AND OTHER VEGETATION, OUTSIDE OF PROPERTY LIMITS DISTURBED DURING CONSTRUCTION SHALL BE REPLACED WITH EQUIVALENT MATERIAL BY THE CONTRACTOR AT NO ADDITIONAL COST. 32.THE CONTRACTOR SHALL SALVAGE AND PROTECT ALL EXISTING POWER POLES, SIGNS, MANHOLES, TELEPHONE RISERS, WATER VALVES, ETC. DURING ALL CONSTRUCTION PHASES. 33.CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL SILT AND DEBRIS OFFSITE FROM THE EXISTING ROADWAYS AND PROJECT SITE THAT ARE A RESULT OF THE PROPOSED CONSTRUCTION AS REQUESTED BY THE CITY OF GEORGETOWN. AT A MINIMUM, THIS TASK SHOULD OCCUR ONCE A WEEK. 34.CONNECTIONS TO EXISTING FACILITIES SHALL BE ACCOMPLISHED IN A NEAT AND PROFESSIONAL MANNER. WHEN FIELD CONDITIONS INDICATE ANY VARIANCE FROM DETAILED METHODS, THE CONTRACTOR SHALL PROVIDE COMPREHENSIVE AND DETAILED DRAWINGS (FOR APPROVAL) OF METHODS PROPOSED. 35.WATER SHALL NOT BE PERMITTED IN OPEN TRENCHES DURING CONSTRUCTION. 36.CONTRACTOR SHALL CONTACT THE DESIGNATED CONSTRUCTION INSPECTOR ASSIGNED TO THIS PROJECT AT LEAST 48 HOURS PRIOR TO STARTING CONSTRUCTION. 37.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING A TRENCH SAFETY PLAN TO THE CITY OF GEORGETOWN PUBLIC WORKS DEPARTMENT AT THE TIME OF THE PRECONSTRUCTION MEETING, OR PRIOR TO BEGINNING CONSTRUCTION OF THESE IMPROVEMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH CITY STANDARDS, TEXAS STATE LAW, AND O.S.H.A. STANDARDS FOR ALL EXCAVATION IN EXCESS OF FIVE FEET IN DEPTH. NO OPEN TRENCHES WILL BE ALLOWED OVERNIGHT WITHOUT THE PRIOR SPECIFIC WRITTEN APPROVAL OF THE CITY OF GEORGETOWN PUBLIC WORKS DEPARTMENT, OR DESIGNATED REPRESENTATIVE. ONSITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 38.CONTRACTOR TO REVIEW DESIGN INTENT OF THESE PLANS AND SUBMIT REQUESTS-FOR-INFORMATION IN A TIMELY MANNER PRIOR TO COMMENCING THAT WORK. 39.ALL APPURTENANCES INSTALLED IN PAVEMENT AREAS SHALL BE ADJUSTED AS REQUIRED TO BE FLUSH WITH FINISHED PAVEMENT. 40.THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR COMPLETING AND IMPLEMENTING TRAFFIC CONTROL PLAN. GRADING NOTES 1.ALL CONSTRUCTION SHALL BE IN GENERAL ACCORDANCE WITH THESE PLANS, CITY OF GEORGETOWN, TX STANDARD SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT, AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. 2.UNLESS OTHERWISE NOTED, PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN IN PAVED AREAS REFLECT TOP OF PAVEMENT SURFACE. ADD .50' TO PAVING GRADE FOR TOP OF CURB GRADE. THE LIMITS OF EARTHWORK IN PAVED AREAS IS THE BOTTOM OF PAVEMENT. 3.THE CONTRACTOR SHALL MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL USE SILT FENCES (OR OTHER METHODS APPROVED BY THE ENGINEER AND CITY) AS REQUIRED TO PREVENT SILT AND CONSTRUCTION DEBRIS FROM FLOWING ONTO ADJACENT PROPERTIES. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, OR LOCAL EROSION, CONSERVATION, AND SILTATION REQUIREMENTS. CONTRACTOR SHALL REMOVE ALL TEMPORARY EROSION CONTROL DEVICES UPON COMPLETION OF PERMANENT DRAINAGE FACILITIES AND THE ESTABLISHMENT OF A STAND OF GRASS OR OTHER GROWTH TO PREVENT EROSION. CONTRACTOR IS RESPONSIBLE FOR FILING N.O.I. AND N.O.T. WITH THE TCEQ. CONTRACTOR SOLELY RESPONSIBLE FOR ALL MANDATED SWPPP RECORD KEEPING AND REPORTING. 4.ALL EXCAVATING IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED. UNUSABLE EXCAVATED MATERIAL AND ALL WASTE RESULTING FROM SITE CLEARING AND GRUBBING SHALL BE DISPOSED OF OFF SITE BY THE GRADING CONTRACTOR AT HIS EXPENSE. 5.BEFORE ANY EARTHWORK IS PERFORMED, THE CONTRACTOR SHALL STAKE OUT AND MARK THE LIMITS OF PAVEMENT AND OTHER ITEMS ESTABLISHED BY THE PLANS. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY ENGINEERING AND SURVEYING FOR LINE AND GRADE CONTROL POINTS RELATED TO EARTHWORK. 6.REFERENCE STRUCTURAL DRAWINGS AND SPECIFICATIONS AND GEOTECHNICAL REPORT FOR STRUCTURAL SCOPE AND PAVING SUBGRADE INFORMATION. 7.THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND MOISTURE CONDITION ALL FILL PER THE PROJECT GEOTECHNICAL ENGINEER'S SPECIFICATIONS. THE FILL MATERIAL TO BE USED SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. 8.GRADING CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANIES FOR ANY REQUIRED UTILITY ADJUSTMENTS AND/OR RELOCATIONS. 9.TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE NOMINATION OF THE TESTING LABORATORY AND THE PAYMENTS FOR SUCH TESTING SERVICES SHALL BE MADE BY THE CONTRACTOR. THE OWNER SHALL APPROVE THE LABORATORY NOMINATED TO DO THE TESTING OF MATERIALS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES THAT THE WORK CONSTRUCTED DOES MEET THE REQUIREMENTS OF THE CITY'S SPECIFICATIONS AND THESE PLANS. 10.PROPOSED CONTOURS ARE APPROXIMATE. PROPOSED SPOT ELEVATIONS AND DESIGNATED GRADIENT ARE TO BE USED IN CASE OF DISCREPANCY. 11.REFER TO SITE PLAN AND/OR DIMENSION CONTROL PLAN AND FINAL PLAT FOR HORIZONTAL DIMENSIONS. 12.REFER TO EROSION CONTROL PLAN FOR EROSION CONTROL DEVICES TO BE INSTALLED PRIOR TO COMMENCING CONSTRUCTION. 13.NO TREE SHALL BE REMOVED OR DAMAGED WITHOUT PRIOR AUTHORIZATION OF THE OWNER OR OWNER'S REPRESENTATIVE. EXISTING TREES SHALL BE PRESERVED WHENEVER POSSIBLE. 14.CONTRACTOR SHALL VERIFY HORIZONTAL AND VERTICAL CONTROL PRIOR TO COMMENCING CONSTRUCTION AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE CONSTRUCTION COMMENCES. 15.AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS FOR EVIDENCE OF PONDING. ALL AREAS SHALL ADEQUATELY DRAIN TOWARDS THE INTENDED STRUCTURE TO CONVEY STORM RUNOFF. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY DISCREPANCIES ARE DISCOVERED. TCEQ-0592 (Rev. July 15, 2015) Page 1 of 2 Texas Commission on Environmental Quality Water Pollution Abatement Plan General Construction Notes Edwards Aquifer Protection Program Construction Notes - Legal Disclaimer The following/listed “construction notes” are intended to be advisory in nature only and do not constitute an approval or conditional approval by the Executive Director (ED), nor do they constitute a comprehensive listing of rules or conditions to be followed during construction. Further actions may be required to achieve compliance with TCEQ regulations found in Title 30, Texas Administrative Code (TAC), Chapters 213 and 217, as well as local ordinances and regulations providing for the protection of water quality. Additionally, nothing contained in the following/listed “construction notes” restricts the powers of the ED, the commission or any other governmental entity to prevent, correct, or curtail activities that result or may result in pollution of the Edwards Aquifer or hydrologically connected surface waters. The holder of any Edwards Aquifer Protection Plan containing “construction notes” is still responsible for compliance with Title 30, TAC, Chapters 213 or any other applicable TCEQ regulation, as well as all conditions of an Edwards Aquifer Protection Plan through all phases of plan implementation. Failure to comply with any condition of the ED's approval, whether or not in contradiction of any “construction notes,” is a violation of TCEQ regulations and any violation is subject to administrative rules, orders, and penalties as provided under Title 30, TAC § 213.10 (relating to Enforcement). Such violations may also be subject to civil penalties and injunction. The following/listed “construction notes” in no way represent an approved exception by the ED to any part of Title 30 TAC, Chapters 213 and 217, or any other TCEQ applicable regulation 1.A written notice of construction must be submitted to the TCEQ regional office at least 48 hours prior to the start of any regulated activities. This notice must include: -the name of the approved project; -the activity start date; and -the contact information of the prime contractor. 2.All contractors conducting regulated activities associated with this project must be provided with complete copies of the approved Water Pollution Abatement Plan (WPAP) and the TCEQ letter indicating the specific conditions of its approval. During the course of these regulated activities, the contractors are required to keep on-site copies of the approved plan and approval letter. 3.If any sensitive feature(s) (caves, solution cavity, sink hole, etc.) is discovered during construction, all regulated activities near the sensitive feature must be suspended immediately. The appropriate TCEQ regional office must be immediately notified of any sensitive features encountered during construction. Construction activities may not be resumed until the TCEQ has reviewed and approved the appropriate protective measures in order to protect any sensitive feature and the Edwards Aquifer from potentially adverse impacts to water quality. 4.No temporary or permanent hazardous substance storage tank shall be installed within 150 feet of a water supply source, distribution system, well, or sensitive feature. 5.Prior to beginning any construction activity, all temporary erosion and sedimentation (E&S) control measures must be properly installed and maintained in accordance with the approved plans and manufacturers specifications. If inspections indicate a control has been used inappropriately, or incorrectly, the applicant must replace or modify the control for site situations. These controls must remain in place until the disturbed areas have been permanently stabilized. 6.Any sediment that escapes the construction site must be collected and properly disposed of before the next rain event to ensure it is not washed into surface streams, sensitive features, etc. 7.Sediment must be removed from the sediment traps or sedimentation basins not later than when it occupies 50% of the basin's design capacity. 8.Litter, construction debris, and construction chemicals exposed to stormwater shall be prevented from being discharged offsite. 9.All spoils (excavated material) generated from the project site must be stored on-site with proper E&S controls. For storage or disposal of spoils at another site on the Edwards Aquifer Recharge Zone, the owner of the site must receive approval of a water pollution abatement plan for the placement of fill material or mass grading prior to the placement of spoils at the other site. 10.If portions of the site will have a temporary or permanent cease in construction activity lasting longer than 14 days, soil stabilization in those areas shall be initiated as soon as possible prior to the 14th day of inactivity. If activity will resume prior to the 21st day, stabilization measures are not required. If drought conditions or inclement weather prevent action by the 14th day, stabilization measures shall be initiated as soon as possible. 11.The following records shall be maintained and made available to the TCEQ upon request: -the dates when major grading activities occur; -the dates when construction activities temporarily or permanently cease on a portion of the site; and -the dates when stabilization measures are initiated. 12.The holder of any approved Edward Aquifer protection plan must notify the appropriate regional office in writing and obtain approval from the executive director prior to initiating any of the following: A.any physical or operational modification of any water pollution abatement structure(s), including but not limited to ponds, dams, berms, sewage treatment plants, and diversionary structures; B.any change in the nature or character of the regulated activity from that which was originally approved or a change which would significantly impact the ability of the plan to prevent pollution of the Edwards Aquifer; C.any development of land previously identified as undeveloped in the original water pollution abatement plan. Page 28 of 1965 GE N E R A L N O T E S (S H E E T 2 O F 2 ) C-3 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON UTILITY CONTACTS: 1.CHARTER COMMUNICATIONS, ALFREDO GARZA, (737) 255-4847, AG7489@ATT.COM 2.ONCOR ELECTRIC DELIVERY, BRIENNA FIELDS, (888) 313-6862, BRIENNA.FIELDS@ONCOR.COM 3.JONAH SPECIAL UTILITY DISTRICT, KIMBER MATOCHA, (512) 759-1286, KMATOCHA@JONAHWATER.COM 4.GEORGETOWN UTILITY SYSTEMS (WASTEWATER), ADREINA DAVILA-QUINTERO, (512) 931-7686, ADREINA.DAVILA@GEORGETOWN.ORG THESE PLAN AND GENERAL NOTES REFER TO: GEOTECHNICAL ENGINEERING REPORT (FIRM)MLA Geotechnical (PROJ./REPORT # 21101100.007) (DATE) 03/05/2021 INCLUDING ALL REVISIONS AND ADDENDA TO THIS REPORT THAT MAY HAVE BEEN RELEASED AFTER THE NOTED DATE. KH GENERAL NOTES OVERALL: 1.ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THESE PLANS, CITY (OR TOWN) STANDARD DETAILS AND SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT AND ALL ISSUED ADDENDA, AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. THE CITY SPECIFICATIONS SHALL GOVERN WHERE OTHER SPECIFICATIONS DO NOT EXIST. IN CASE OF CONFLICTING SPECIFICATIONS OR DETAILS, THE MORE RESTRICTIVE SPECIFICATION AND DETAIL SHALL BE FOLLOWED. 2.THE CONTRACTOR SHALL COMPLY WITH CITY (OR TOWN) “GENERAL NOTES” FOR CONSTRUCTION, IF EXISTING AND REQUIRED BY THE CITY. FOR INSTANCES WHERE THEY CONFLICT WITH THESE KH GENERAL NOTES, THEN THE MORE RESTRICTIVE SHALL APPLY. 3.THE CONTRACTOR SHALL FURNISH ALL MATERIAL AND LABOR TO CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE APPROPRIATE AUTHORITIES' SPECIFICATIONS AND REQUIREMENTS. 4.THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING TO DETERMINE EXISTING CONDITIONS. 5.THE EXISTING CONDITIONS SHOWN ON THESE PLANS WERE PROVIDED BY THE TOPOGRAPHIC SURVEY PREPARED BY THE PROJECT SURVEYOR, AND ARE BASED ON THE BENCHMARKS SHOWN. THE CONTRACTOR SHALL REFERENCE THE SAME BENCHMARKS. 6.THE CONTRACTOR SHALL REVIEW AND VERIFY THE EXISTING TOPOGRAPHIC SURVEY SHOWN ON THE PLANS REPRESENTS EXISTING FIELD CONDITIONS PRIOR TO CONSTRUCTION, AND SHALL REPORT ANY DISCREPANCIES FOUND TO THE OWNER AND ENGINEER IMMEDIATELY. 7.IF THE CONTRACTOR DOES NOT ACCEPT THE EXISTING TOPOGRAPHIC SURVEY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, THEN THE CONTRACTOR SHALL SUPPLY AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED PROFESSIONAL LAND SURVEYOR TO THE OWNER AND ENGINEER FOR REVIEW. 8.CONTRACTOR SHALL PROVIDE ALL CONSTRUCTION SURVEYING AND STAKING. 9.CONTRACTOR SHALL VERIFY HORIZONTAL AND VERTICAL CONTROL, INCLUDING BENCHMARKS PRIOR TO COMMENCING CONSTRUCTION OR STAKING OF IMPROVEMENTS. PROPERTY LINES AND CORNERS SHALL BE HELD AS THE HORIZONTAL CONTROL. 10.THE CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS, ELEVATIONS, AND FIELD CONDITIONS THAT MAY AFFECT CONSTRUCTION. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE ARCHITECT, ENGINEER, AND IF APPLICABLE THE CITY AND OWNER. NO CONSIDERATION WILL BE GIVEN TO CHANGE ORDERS FOR WHICH THE CITY, ENGINEER, AND OWNER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTED ITEM. 11.CONTRACTOR SHALL THOROUGHLY CHECK COORDINATION OF CIVIL, LANDSCAPE, MEP, ARCHITECTURAL, AND OTHER PLANS PRIOR TO COMMENCING CONSTRUCTION. OWNER/ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY PRIOR TO COMMENCING WITH CONSTRUCTION. 12.IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE VARIOUS UTILITY COMPANIES WHICH MAY HAVE BURIED OR AERIAL UTILITIES WITHIN OR NEAR THE CONSTRUCTION AREA BEFORE COMMENCING WORK TO HAVE THEM LOCATE THEIR EXISTING UTILITIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE AN ADEQUATE MINIMUM NOTICE TO ALL UTILITY COMPANIES PRIOR TO BEGINNING CONSTRUCTION. 13.CONTRACTOR SHALL CALL TEXAS 811 AN ADEQUATE AMOUNT OF TIME PRIOR TO COMMENCING CONSTRUCTION OR ANY EXCAVATION. 14.CONTRACTOR SHALL USE EXTREME CAUTION AS THE SITE CONTAINS VARIOUS KNOWN AND UNKNOWN PUBLIC AND PRIVATE UTILITIES. 15.THE LOCATIONS, ELEVATIONS, DEPTH, AND DIMENSIONS OF EXISTING UTILITIES SHOWN ON THE PLANS WERE OBTAINED FROM AVAILABLE UTILITY COMPANY MAPS AND PLANS, AND ARE CONSIDERED APPROXIMATE AND INCOMPLETE. IT SHALL BE THE CONTRACTORS' RESPONSIBILITY TO VERIFY THE PRESENCE, LOCATION, ELEVATION, DEPTH, AND DIMENSION OF EXISTING UTILITIES SUFFICIENTLY IN ADVANCE OF CONSTRUCTION SO THAT ADJUSTMENTS CAN BE MADE TO PROVIDE ADEQUATE CLEARANCES. THE ENGINEER SHALL BE NOTIFIED WHEN A PROPOSED IMPROVEMENT CONFLICTS WITH AN EXISTING UTILITY. 16.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ANY ADJUSTMENTS AND RELOCATIONS OF EXISTING UTILITIES THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS, INCLUDING BUT NOT LIMITED TO, ADJUSTING EXISTING MANHOLES TO MATCH PROPOSED GRADE, RELOCATING EXISTING POLES AND GUY WIRES THAT ARE LOCATED IN PROPOSED DRIVEWAYS, ADJUSTING THE HORIZONTAL OR VERTICAL ALIGNMENT OF EXISTING UNDERGROUND UTILITIES TO ACCOMMODATE PROPOSED GRADE OR CROSSING WITH A PROPOSED UTILITY, AND ANY OTHERS THAT MAY BE ENCOUNTERED THAT ARE UNKNOWN AT THIS TIME AND NOT SHOWN ON THESE PLANS. 17.CONTRACTOR SHALL ARRANGE FOR OR PROVIDE, AT ITS EXPENSE, ALL GAS, TELECOMMUNICATIONS, CABLE, OVERHEAD AND UNDERGROUND POWER LINE, AND UTILITY POLE ADJUSTMENTS NEEDED. 18.CONTRACTOR IS RESPONSIBLE FOR COORDINATING INSTALLATION OF FRANCHISE UTILITIES THAT ARE NECESSARY FOR ON-SITE AND OFF-SITE CONSTRUCTION, AND SERVICE TO THE PROPOSED DEVELOPMENT. 19.THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ALL DAMAGES DUE TO THE CONTRACTORS' FAILURE TO EXACTLY LOCATE AND PRESERVE ALL UTILITIES. THE OWNER OR ENGINEER WILL ASSUME NO LIABILITY FOR ANY DAMAGES SUSTAINED OR COST INCURRED BECAUSE OF THE OPERATIONS IN THE VICINITY OF EXISTING UTILITIES OR STRUCTURES. IF IT IS NECESSARY TO SHORE, BRACE, SWING OR RELOCATE A UTILITY, THE UTILITY COMPANY OR DEPARTMENT AFFECTED SHALL BE CONTACTED BY THE CONTRACTOR AND THEIR PERMISSION OBTAINED REGARDING THE METHOD TO USE FOR SUCH WORK. 20.BRACING OF UTILITY POLES MAY BE REQUIRED BY THE UTILITY COMPANIES WHEN TRENCHING OR EXCAVATING IN CLOSE PROXIMITY TO THE POLES. THE COST OF BRACING POLES WILL BE BORNE BY THE CONTRACTOR, WITH NO SEPARATE PAY ITEM FOR THIS WORK. THE COST IS INCIDENTAL TO THE PAY ITEM. 21.CONTRACTOR SHALL USE ALL NECESSARY SAFETY PRECAUTIONS TO AVOID CONTACT WITH OVERHEAD AND UNDERGROUND POWER LINES. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE LOCAL, STATE, FEDERAL AND UTILITY OWNER REGULATIONS PERTAINING TO WORK SETBACKS FROM POWER LINES. 22.THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL REQUIRED CONSTRUCTION PERMITS, APPROVALS, AND BONDS PRIOR TO CONSTRUCTION. 23.THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES A COPY OF THE CONTRACT DOCUMENTS INCLUDING PLANS, GEOTECHNICAL REPORT AND ADDENDA, PROJECT AND CITY SPECIFICATIONS, AND SPECIAL CONDITIONS, COPIES OF ANY REQUIRED CONSTRUCTION PERMITS, EROSION CONTROL PLANS, SWPPP AND INSPECTION REPORTS. 24.ALL SHOP DRAWINGS AND OTHER DOCUMENTS THAT REQUIRE ENGINEER REVIEW SHALL BE SUBMITTED BY THE CONTRACTOR SUFFICIENTLY IN ADVANCE OF CONSTRUCTION OF THAT ITEM, SO THAT NO LESS THAN 10 BUSINESS DAYS FOR REVIEW AND RESPONSE IS AVAILABLE. 25.ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES, JURISDICTIONAL AGENCIES, AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO USE OF THE FACILITY AND THE FINAL CONNECTION OF SERVICES. 26.CONTRACTOR SHALL ARRANGE FOR REQUIRED CITY INSPECTIONS. 27.CONTRACTOR'S BID PRICE SHALL INCLUDE ALL INSPECTION FEES. 28.ALL SYMBOLS SHOWN ON THESE PLANS (E.G. FIRE HYDRANT, METERS, VALVES, INLETS, ETC.…) ARE FOR PRESENTATION PURPOSES ONLY AND ARE NOT TO SCALE. CONTRACTOR SHALL COORDINATE FINAL SIZES AND LOCATIONS WITH APPROPRIATE CITY INSPECTOR. 29.THE SCOPE OF WORK FOR THE CIVIL IMPROVEMENTS SHOWN ON THESE PLANS TERMINATES 5-FEET FROM THE BUILDING. REFERENCE THE BUILDING PLANS (E.G. ARCHITECTURAL, STRUCTURAL, MEP) FOR AREAS WITHIN 5-FEET OF THE BUILDING AND WITHIN THE BUILDING FOOTPRINT. 30.REFER TO ARCHITECTURAL AND STRUCTURAL PLANS FOR ALL FINAL BUILDING DIMENSIONS. 31.THE PROPOSED BUILDING FOOTPRINT(S) SHOWN IN THESE PLANS WAS PROVIDED TO KIMLEY-HORN AND ASSOCIATES, INC. (KH) BY THE PROJECT ARCHITECT AT THE TIME THESE PLANS WERE PREPARED. IT MAY NOT BE THE FINAL CORRECT VERSION BECAUSE THE BUILDING DESIGN WAS ONGOING. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONFIRMING THE FINAL CORRECT VERSION OF THE BUILDING FOOTPRINT WITH THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO LAYOUT. DIMENSIONS AND/OR COORDINATES SHOWN ON THESE PLANS WERE BASED ON THE ABOVE STATED ARCHITECTURAL FOOTPRINT, AND ARE THEREFORE A PRELIMINARY LOCATION OF THE BUILDING. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY WHAT PART OF THE BUILDING THE ARCHITECT'S FOOTPRINT REPRESENTS (E.G. SLAB, OUTSIDE WALL, MASONRY LEDGE, ETC.….) AND TO CONFIRM ITS FINAL POSITION ON THE SITE BASED ON THE FINAL ARCHITECTURAL FOOTPRINT, CIVIL DIMENSION CONTROL PLAN, SURVEY BOUNDARY AND/OR PLAT. ANY DIFFERENCES FOUND SHALL BE REPORTED TO KH IMMEDIATELY. 32.ALL CONSTRUCTION SHALL COMPLY WITH THE PROJECT'S FINAL GEOTECHNICAL REPORT (OR LATEST EDITION), INCLUDING SUBSEQUENT ADDENDA. 33.CONTRACTOR IS RESPONSIBLE FOR ALL MATERIALS TESTING AND CERTIFICATION, UNLESS SPECIFIED OTHERWISE BY OWNER. ALL MATERIALS TESTING SHALL BE COORDINATED WITH THE APPROPRIATE CITY INSPECTOR AND COMPLY WITH CITY STANDARD SPECIFICATIONS AND GEOTECHNICAL REPORT. TESTING SHALL BE PERFORMED BY AN APPROVED INDEPENDENT AGENCY FOR TESTING MATERIALS. OWNER SHALL APPROVE THE AGENCY NOMINATED BY THE CONTRACTOR FOR MATERIALS TESTING. 34.ALL COPIES OF MATERIALS TEST RESULTS SHALL BE SENT TO THE OWNER, ENGINEER AND ARCHITECT DIRECTLY FROM THE TESTING AGENCY. 35.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO SHOW, BY THE STANDARD TESTING PROCEDURES OF THE MATERIALS, THAT THE WORK CONSTRUCTED MEETS THE PROJECT REQUIREMENTS AND CITY SPECIFICATIONS. 36.DUE TO THE POTENTIAL FOR DIFFERENTIAL SOIL MOVEMENT ADJACENT TO THE BUILDING, THE CONTRACTOR SHALL ADHERE TO GEOTECHNICAL REPORT'S RECOMMENDATION FOR SUBGRADE PREPARATION SPECIFIC TO FLATWORK ADJACENT TO THE PROPOSED BUILDING. THE OWNER AND CONTRACTOR ARE ADVISED TO OBTAIN A GEOTECHNICAL ENGINEER RECOMMENDATION SPECIFIC TO FLATWORK ADJACENT TO THE BUILDING, IF NONE IS CURRENTLY EXISTING. 37.ALL CONTRACTORS MUST CONFINE THEIR ACTIVITIES TO THE WORK AREA. NO ENCROACHMENTS OUTSIDE OF THE WORK AREA WILL BE ALLOWED. ANY DAMAGE RESULTING THEREFROM SHALL BE CONTRACTOR'S SOLE RESPONSIBILITY TO REPAIR. 38.THE CONTRACTOR SHALL PROTECT ALL EXISTING STRUCTURES, UTILITIES, MANHOLES, POLES, GUY WIRES, VALVE COVERS, VAULT LIDS, FIRE HYDRANTS, COMMUNICATION BOXES/PEDESTALS, AND OTHER FACILITIES TO REMAIN AND SHALL REPAIR ANY DAMAGES AT NO COST TO THE OWNER. 39.THE CONTRACTOR SHALL IMMEDIATELY REPAIR OR REPLACE ANY PHYSICAL DAMAGE TO PRIVATE PROPERTY OR PUBLIC IMPROVEMENTS, INCLUDING BUT NOT LIMITED TO: FENCES, WALLS, SIGNS, PAVEMENT, CURBS, UTILITIES, SIDEWALKS, GRASS, TREES, LANDSCAPING, AND IRRIGATION SYSTEMS, ETC.… TO ORIGINAL CONDITION OR BETTER AT NO COST TO THE OWNER. 40.ALL AREAS IN EXISTING RIGHT-OF-WAY DISTURBED BY SITE CONSTRUCTION SHALL BE REPAIRED TO ORIGINAL CONDITION OR BETTER, INCLUDING AS NECESSARY GRADING, LANDSCAPING, CULVERTS, AND PAVEMENT. 41.THE CONTRACTOR SHALL SALVAGE ALL EXISTING POWER POLES, SIGNS, WATER VALVES, FIRE HYDRANTS, METERS, ETC... THAT ARE TO BE RELOCATED DURING CONSTRUCTION. 42.CONTRACTOR SHALL MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES OF CONSTRUCTION, INCLUDING MAINTAINING EXISTING DITCHES OR CULVERTS FREE OF OBSTRUCTIONS AT ALL TIMES. 43.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND SUBMITTING A TRENCH SAFETY PLAN, PREPARED BY A PROFESSIONAL ENGINEER IN THE STATE OF TEXAS, TO THE CITY PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH CITY, STATE, AND FEDERAL REQUIREMENTS, INCLUDING OSHA FOR ALL TRENCHES. NO OPEN TRENCHES SHALL BE ALLOWED OVERNIGHT WITHOUT PRIOR WRITTEN APPROVAL OF THE CITY. 44.THE CONTRACTOR SHALL KEEP TRENCHES FREE FROM WATER. 45.SITE SAFETY IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. 46.THESE PLANS DO NOT EXTEND TO OR INCLUDE DESIGNS OR SYSTEMS PERTAINING TO THE SAFETY OF THE CONTRACTOR OR ITS EMPLOYEES, AGENTS OR REPRESENTATIVES IN THE PERFORMANCE OF THE WORK. THE ENGINEER'S SEAL HEREON DOES NOT EXTEND TO ANY SUCH SAFETY SYSTEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTATION OF ALL REQUIRED SAFETY PROCEDURES AND PROGRAMS. 47.SIGNS RELATED TO SITE OPERATION OR SAFETY ARE NOT INCLUDED IN THESE PLANS. 48.CONTRACTOR OFFICE AND STAGING AREA SHALL BE AGREED ON BY THE OWNER AND CONTRACTOR PRIOR TO BEGINNING OF CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL PERMITTING REQUIREMENTS FOR THE CONSTRUCTION OFFICE, TRAILER, STORAGE, AND STAGING OPERATIONS AND LOCATIONS. 49.LIGHT POLES, SIGNS, AND OTHER OBSTRUCTIONS SHALL NOT BE PLACED IN ACCESSIBLE ROUTES. 50.ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES". 51.TOP RIM ELEVATIONS OF ALL EXISTING AND PROPOSED MANHOLES SHALL BE COORDINATED WITH TOP OF PAVEMENT OR FINISHED GRADE AND SHALL BE ADJUSTED TO BE FLUSH WITH THE ACTUAL FINISHED GRADE AT THE TIME OF PAVING. 52.CONTRACTOR SHALL ADJUST ALL EXISTING AND PROPOSED VALVES, FIRE HYDRANTS, AND OTHER UTILITY APPURTENANCES TO MATCH ACTUAL FINISHED GRADES AT THE TIME OF PAVING. 53.THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION SEQUENCING AND PHASING, AND SHALL CONTACT THE APPROPRIATE CITY OFFICIALS, INCLUDING BUILDING OFFICIAL, ENGINEERING INSPECTOR, AND FIRE MARSHALL TO LEARN OF ANY REQUIREMENTS. 54.CONTRACTOR IS RESPONSIBLE FOR PREPARATION, SUBMITTAL, AND APPROVAL BY THE CITY OF A TRAFFIC CONTROL PLAN PRIOR TO THE START OF CONSTRUCTION, AND THEN THE IMPLEMENTATION OF THE PLAN. 55.CONTRACTOR SHALL KEEP A NEAT AND ACCURATE RECORD OF CONSTRUCTION, INCLUDING ANY DEVIATIONS OR VARIANCES FROM THE PLANS. 56.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AS-BUILT PLANS TO THE ENGINEER AND CITY IDENTIFYING ALL DEVIATIONS AND VARIATIONS FROM THESE PLANS MADE DURING CONSTRUCTION. EROSION CONTROL: 1.THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL EROSION CONTROL AND WATER QUALITY REQUIREMENTS, LAWS, AND ORDINANCES THAT APPLY TO THE CONSTRUCTION SITE LAND DISTURBANCE. 2.CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE “TCEQ GENERAL PERMIT TO DISCHARGE UNDER THE TEXAS POLLUTANT DISCHARGE ELIMINATION SYSTEM TXR 150000”. 3.EROSION CONTROL DEVICES SHOWN ON THE EROSION CONTROL PLAN FOR THE PROJECT SHALL BE INSTALLED PRIOR TO THE START OF LAND DISTURBANCE. 4.ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS FOR THE PROJECT. 5.CONTRACTOR IS SOLELY RESPONSIBLE FOR INSTALLATION, IMPLEMENTATION, MAINTENANCE, AND EFFECTIVENESS OF ALL EROSION CONTROL DEVICES, BEST MANAGEMENT PRACTICES (BMPS), AND FOR UPDATING THE EROSION CONTROL PLAN DURING CONSTRUCTION AS FIELD CONDITIONS CHANGE. 6.CONTRACTOR SHALL DOCUMENT THE DATES OF INSTALLATION, MAINTENANCE OR MODIFICATION, AND REMOVAL FOR EACH BMP EMPLOYED IN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IF APPLICABLE. 7.AS STORM SEWER INLETS ARE INSTALLED ON-SITE, TEMPORARY EROSION CONTROL DEVICES SHALL BE INSTALLED AT EACH INLET PER APPROVED DETAILS. 8.THE EROSION CONTROL DEVICES SHALL REMAIN IN PLACE UNTIL THE AREA IT PROTECTS HAS BEEN PERMANENTLY STABILIZED. 9.CONTRACTOR SHALL PROVIDE ADEQUATE EROSION CONTROL DEVICES NEEDED DUE TO PROJECT PHASING. 10.CONTRACTOR SHALL OBSERVE THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES AND MAKE FIELD ADJUSTMENTS AND MODIFICATIONS AS NEEDED TO PREVENT SEDIMENT FROM LEAVING THE SITE. IF THE EROSION CONTROL DEVICES DO NOT EFFECTIVELY CONTROL EROSION AND PREVENT SEDIMENTATION FROM WASHING OFF THE SITE, THEN THE CONTRACTOR SHALL NOTIFY THE ENGINEER. 11.OFF-SITE SOIL BORROW, SPOIL, AND STORAGE AREAS (IF APPLICABLE) ARE CONSIDERED AS PART OF THE PROJECT SITE AND MUST ALSO COMPLY WITH THE EROSION CONTROL REQUIREMENTS FOR THIS PROJECT. THIS INCLUDES THE INSTALLATION OF BMP'S TO CONTROL EROSION AND SEDIMENTATION AND THE ESTABLISHMENT OF PERMANENT GROUND COVER ON DISTURBED AREAS PRIOR TO FINAL APPROVAL OF THE PROJECT. CONTRACTOR IS RESPONSIBLE FOR MODIFYING THE SWPPP AND EROSION CONTROL PLAN TO INCLUDE BMPS FOR ANY OFF-SITE THAT ARE NOT ANTICIPATED OR SHOWN ON THE EROSION CONTROL PLAN. 12.ALL STAGING, STOCKPILES, SPOIL, AND STORAGE SHALL BE LOCATED SUCH THAT THEY WILL NOT ADVERSELY AFFECT STORM WATER QUALITY. PROTECTIVE MEASURES SHALL BE PROVIDED IF NEEDED TO ACCOMPLISH THIS REQUIREMENT, SUCH AS COVERING OR ENCIRCLING THE AREA WITH AN APPROPRIATE BARRIER. 13.CONTRACTORS SHALL INSPECT ALL EROSION CONTROL DEVICES, BMPS, DISTURBED AREAS, AND VEHICLE ENTRY AND EXIT AREAS WEEKLY AND WITHIN 24 HOURS OF ALL RAINFALL EVENTS OF 0.5 INCHES OR GREATER, AND KEEP A RECORD OF THIS INSPECTION IN THE SWPPP BOOKLET IF APPLICABLE, TO VERIFY THAT THE DEVICES AND EROSION CONTROL PLAN ARE FUNCTIONING PROPERLY. 14.CONTRACTOR SHALL CONSTRUCT A STABILIZED CONSTRUCTION ENTRANCE AT ALL PRIMARY POINTS OF ACCESS IN ACCORDANCE WITH CITY SPECIFICATIONS. CONTRACTOR SHALL ENSURE THAT ALL CONSTRUCTION TRAFFIC USES THE STABILIZED ENTRANCE AT ALL TIMES FOR ALL INGRESS/EGRESS. 15.SITE ENTRY AND EXITS SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT THE TRACKING AND FLOWING OF SEDIMENT AND DIRT ONTO OFF-SITE ROADWAYS. ALL SEDIMENT AND DIRT FROM THE SITE THAT IS DEPOSITED ONTO AN OFF-SITE ROADWAY SHALL BE REMOVED IMMEDIATELY. 16.THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL SILT AND DEBRIS FROM THE AFFECTED OFF-SITE ROADWAYS THAT ARE A RESULT OF THE CONSTRUCTION, AS REQUESTED BY OWNER AND CITY. AT A MINIMUM, THIS SHOULD OCCUR ONCE PER DAY FOR THE OFF-SITE ROADWAYS. 17.WHEN WASHING OF VEHICLES IS REQUIRED TO REMOVE SEDIMENT PRIOR TO EXITING THE SITE, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP BMP. 18.CONTRACTOR SHALL INSTALL A TEMPORARY SEDIMENT BASIN FOR ANY ON-SITE DRAINAGE AREAS THAT ARE GREATER THAN 10 ACRES, PER TCEQ AND CITY STANDARDS. IF NO ENGINEERING DESIGN HAS BEEN PROVIDED FOR A SEDIMENTATION BASIN ON THESE PLANS, THEN THE CONTRACTOR SHALL ARRANGE FOR AN APPROPRIATE DESIGN TO BE PROVIDED. 19.ALL FINES IMPOSED FOR SEDIMENT OR DIRT DISCHARGED FROM THE SITE SHALL BE PAID BY THE RESPONSIBLE CONTRACTOR. 20.WHEN SEDIMENT OR DIRT HAS CLOGGED THE CONSTRUCTION ENTRANCE VOID SPACES BETWEEN STONES OR DIRT IS BEING TRACKED ONTO A ROADWAY, THE AGGREGATE PAD MUST BE WASHED DOWN OR REPLACED. RUNOFF FROM THE WASH-DOWN OPERATION SHALL NOT BE ALLOWED TO DRAIN DIRECTLY OFF SITE WITHOUT FIRST FLOWING THROUGH ANOTHER BMP TO CONTROL SEDIMENTATION. PERIODIC RE-GRADING OR NEW STONE MAY BE REQUIRED TO MAINTAIN THE EFFECTIVENESS OF THE CONSTRUCTION ENTRANCE. 21.TEMPORARY SEEDING OR OTHER APPROVED STABILIZATION SHALL BE INITIATED WITHIN 14 DAYS OF THE LAST DISTURBANCE OF ANY AREA, UNLESS ADDITIONAL CONSTRUCTION IN THE AREA IS EXPECTED WITHIN 21 DAYS OF THE LAST DISTURBANCE. 22.CONTRACTOR SHALL FOLLOW GOOD HOUSEKEEPING PRACTICES DURING CONSTRUCTION, ALWAYS CLEANING UP DIRT, LOOSE MATERIAL, AND TRASH AS CONSTRUCTION PROGRESSES. 23.UPON COMPLETION OF FINE GRADING, ALL SURFACES OF DISTURBED AREAS SHALL BE PERMANENTLY STABILIZED. STABILIZATION IS ACHIEVED WHEN THE AREA IS EITHER COVERED BY PERMANENT IMPERVIOUS STRUCTURES, SUCH AS BUILDINGS, SIDEWALK, PAVEMENT, OR A UNIFORM PERENNIAL VEGETATIVE COVER. 24.AT THE CONCLUSION OF THE PROJECT, ALL INLETS, DRAIN PIPE, CHANNELS, DRAINAGEWAYS AND BORROW DITCHES AFFECTED BY THE CONSTRUCTION SHALL BE DREDGED, AND THE SEDIMENT GENERATED BY THE PROJECT SHALL BE REMOVED AND DISPOSED IN ACCORDANCE WITH APPLICABLE REGULATIONS. STORM WATER DISCHARGE AUTHORIZATION: 1.CONTRACTOR SHALL COMPLY WITH ALL TCEQ AND EPA STORM WATER POLLUTION PREVENTION REQUIREMENTS. 2.CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE TCEQ GENERAL PERMIT TO DISCHARGE UNDER THE TEXAS POLLUTANT DISCHARGE ELIMINATION SYSTEM TXR 150000. 3.THE CONTRACTOR SHALL ENSURE THAT ALL PRIMARY OPERATORS SUBMIT A NOI TO TCEQ AT LEAST SEVEN DAYS PRIOR TO COMMENCING CONSTRUCTION (IF APPLICABLE), OR IF UTILIZING ELECTRONIC SUBMITTAL, PRIOR TO COMMENCING CONSTRUCTION. ALL PRIMARY OPERATORS SHALL PROVIDE A COPY OF THE SIGNED NOI TO THE OPERATOR OF ANY MS4 (TYPICALLY THE CITY) RECEIVING DISCHARGE FROM THE SITE. 4.CONTRACTOR SHALL BE RESPONSIBLE FOR THE IMPLEMENTATION OF THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IF APPLICABLE, INCLUDING POSTING SITE NOTICE, INSPECTIONS, DOCUMENTATION, AND SUBMISSION OF ANY INFORMATION REQUIRED BY THE TCEQ AND EPA (E.G. NOI). 5.ALL CONTRACTORS AND SUBCONTRACTORS PROVIDING SERVICES RELATED TO THE SWPPP SHALL SIGN THE REQUIRED CONTRACTOR CERTIFICATION STATEMENT ACKNOWLEDGING THEIR RESPONSIBILITIES AS SPECIFIED IN THE SWPPP. 6.A COPY OF THE SWPPP, INCLUDING NOI, SITE NOTICE, CONTRACTOR CERTIFICATIONS, AND ANY REVISIONS, SHALL BE SUBMITTED TO THE CITY BY THE CONTRACTOR AND SHALL BE RETAINED ON-SITE DURING CONSTRUCTION. 7.A NOTICE OF TERMINATION (NOT) SHALL BE SUBMITTED TO TCEQ BY ANY PRIMARY OPERATOR WITHIN 30 DAYS AFTER ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED AND A UNIFORM VEGETATIVE COVER HAS BEEN ESTABLISHED ON ALL UNPAVED AREAS AND AREAS NOT COVERED BY STRUCTURES, A TRANSFER OF OPERATIONAL CONTROL HAS OCCURRED, OR THE OPERATOR HAS OBTAINED ALTERNATIVE AUTHORIZATION UNDER A DIFFERENT PERMIT. A COPY OF THE NOT SHALL BE PROVIDED TO THE OPERATOR OF ANY MS4 RECEIVING DISCHARGE FROM THE SITE. DEMOLITION: 1.KH IS NOT RESPONSIBLE FOR THE MEANS AND METHODS EMPLOYED BY THE CONTRACTOR TO IMPLEMENT THIS DEMOLITION PLAN. THIS PRELIMINARY DEMOLITION PLAN SIMPLY INDICATES THE KNOWN OBJECTS ON THE SUBJECT TRACT THAT ARE TO BE DEMOLISHED AND REMOVED FROM THE SITE. 2.KH DOES NOT WARRANT OR REPRESENT THAT THE PLAN, WHICH WAS PREPARED BASED ON SURVEY AND UTILITY INFORMATION PROVIDED BY OTHERS, SHOWS ALL IMPROVEMENTS AND UTILITIES, THAT THE IMPROVEMENTS AND UTILITIES ARE SHOWN ACCURATELY, OR THAT THE UTILITIES SHOWN CAN BE REMOVED. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING ITS OWN SITE RECONNAISSANCE TO SCOPE ITS WORK AND TO CONFIRM WITH THE OWNERS OF IMPROVEMENTS AND UTILITIES THE ABILITY AND PROCESS FOR THE REMOVAL OF THEIR FACILITIES. 3.THIS PLAN IS INTENDED TO GIVE A GENERAL GUIDE TO THE CONTRACTOR, NOTHING MORE. THE GOAL OF THE DEMOLITION IS TO LEAVE THE SITE IN A STATE SUITABLE FOR THE CONSTRUCTION OF THE PROPOSED DEVELOPMENT. REMOVAL OR PRESERVATION OF IMPROVEMENTS, UTILITIES, ETC. TO ACCOMPLISH THIS GOAL ARE THE RESPONSIBILITY OF THE CONTRACTOR. 4.CONTRACTOR IS STRONGLY CAUTIONED TO REVIEW THE FOLLOWING REPORTS DESCRIBING SITE CONDITIONS PRIOR TO BIDDING AND IMPLEMENTING THE DEMOLITION PLAN: a.ENVIRONMENTAL SITE ASSESSMENT PROVIDED BY THE OWNER, b.ASBESTOS BUILDING INSPECTION REPORT(S) PROVIDED BY THE OWNER, c.GEOTECHNICAL REPORT PROVIDED BY THE OWNER. d.OTHER REPORTS THAT ARE APPLICABLE AND AVAILABLE. 5.CONTRACTOR SHALL CONTACT THE OWNER TO VERIFY WHETHER ADDITIONAL REPORTS OR AMENDMENTS TO THE ABOVE CITED REPORTS HAVE BEEN PREPARED AND TO OBTAIN/REVIEW/AND COMPLY WITH THE RECOMMENDATION OF SUCH STUDIES PRIOR TO STARTING ANY WORK ON THE SITE. 6.CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS REGARDING THE DEMOLITION OF OBJECTS ON THE SITE AND THE DISPOSAL OF THE DEMOLISHED MATERIALS OFF-SITE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO REVIEW THE SITE, DETERMINE THE APPLICABLE REGULATIONS, RECEIVE THE REQUIRED PERMITS AND AUTHORIZATIONS, AND COMPLY. 7.KH DOES NOT REPRESENT THAT THE REPORTS AND SURVEYS REFERENCED ABOVE ARE ACCURATE, COMPLETE, OR COMPREHENSIVE SHOWING ALL ITEMS THAT WILL NEED TO BE DEMOLISHED AND REMOVED. 8.SURFACE PAVEMENT INDICATED MAY OVERLAY OTHER HIDDEN STRUCTURES, SUCH AS ADDITIONAL LAYERS OF PAVEMENT, FOUNDATIONS OR WALLS, THAT ARE ALSO TO BE REMOVED. GRADING: 1.THE CONTRACTOR AND GRADING SUBCONTRACTOR SHALL VERIFY THE SUITABILITY OF EXISTING AND PROPOSED SITE CONDITIONS INCLUDING GRADES AND DIMENSIONS BEFORE START OF CONSTRUCTION. THE CIVIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES. 2.CONTRACTOR SHALL OBTAIN ANY REQUIRED GRADING PERMITS FROM THE CITY. 3.UNLESS OTHERWISE NOTED, PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN IN PAVED AREA REFLECT TOP OF PAVEMENT SURFACE. IN LOCATIONS ALONG A CURB LINE, ADD 6-INCHES (OR THE HEIGHT OF THE CURB) TO THE PAVING GRADE FOR TOP OF CURB ELEVATION. 4.PROPOSED SPOT ELEVATIONS AND CONTOURS OUTSIDE THE PAVEMENT ARE TO TOP OF FINISHED GRADE. 5.PROPOSED CONTOURS ARE APPROXIMATE. PROPOSED SPOT ELEVATIONS AND DESIGNATED GRADIENT ARE TO BE USED IN CASE OF DISCREPANCY. 6.ALL FINISHED GRADES SHALL TRANSITION UNIFORMLY BETWEEN THE FINISHED ELEVATIONS SHOWN. 7.CONTOURS AND SPOT GRADES SHOWN ARE ELEVATIONS OF TOP OF THE FINISHED SURFACE. WHEN PERFORMING THE GRADING OPERATIONS, THE CONTRACTOR SHALL PROVIDE AN APPROPRIATE ELEVATION HOLD-DOWN ALLOWANCE FOR THE THICKNESS OF PAVEMENT, SIDEWALK, TOPSOIL, MULCH, STONE, LANDSCAPING, RIP-RAP AND ALL OTHER SURFACE MATERIALS THAT WILL CONTRIBUTE TO THE TOP OF FINISHED GRADE. FOR EXAMPLE, THE LIMITS OF EARTHWORK IN PAVED AREAS IS THE BOTTOM OF THE PAVEMENT SECTION. 8.NO REPRESENTATIONS OF EARTHWORK QUANTITIES OR SITE BALANCE ARE MADE BY THESE PLANS. THE CONTRACTOR SHALL PROVIDE THEIR OWN EARTHWORK CALCULATION TO DETERMINE THEIR CONTRACT QUANTITIES AND COST. ANY SIGNIFICANT VARIANCE FROM A BALANCED SITE SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CIVIL ENGINEER. 9.ALL GRADING AND EARTHWORK SHALL COMPLY WITH THE PROJECT'S FINAL GEOTECHNICAL REPORT (OR LATEST EDITION), INCLUDING SUBSEQUENT ADDENDA. 10.ALL EXCAVATION IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED. UNUSABLE EXCAVATED MATERIAL AND ALL WASTE RESULTING FROM SITE CLEARING AND GRUBBING SHALL BE REMOVED FROM THE SITE AND APPROPRIATELY DISPOSED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE. 11.EROSION CONTROL DEVICES SHOWN ON THE EROSION CONTROL PLAN FOR THE PROJECT SHALL BE INSTALLED PRIOR TO THE START OF GRADING. REFERENCE EROSION CONTROL PLAN, DETAILS, GENERAL NOTES, AND SWPPP FOR ADDITIONAL INFORMATION AND REQUIREMENTS. 12.BEFORE ANY EARTHWORK IS PERFORMED, THE CONTRACTOR SHALL STAKE OUT AND MARK THE LIMITS OF THE PROJECT'S PROPERTY LINE AND SITE IMPROVEMENTS. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY ENGINEERING AND SURVEYING FOR LINE AND GRADE CONTROL POINTS RELATED TO EARTHWORK. 13.CONTRACTOR TO DISPOSE OF ALL EXCESS EXCAVATION MATERIALS IN A MANNER THAT ADHERES TO LOCAL, STATE AND FEDERAL LAWS AND REGULATIONS. THE CONTRACTOR SHALL KEEP A RECORD OF WHERE EXCESS EXCAVATION WAS DISPOSED, ALONG WITH THE RECEIVING LANDOWNER'S APPROVAL TO DO SO. 14.CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF TOPSOIL AT THE COMPLETION OF FINE GRADING. CONTRACTOR SHALL REFER TO LANDSCAPE ARCHITECTURE PLANS FOR SPECIFICATIONS AND REQUIREMENTS FOR TOPSOIL. 15.CONTRACTOR SHALL MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES OF CONSTRUCTION, INCLUDING MAINTAINING EXISTING DITCHES OR CULVERTS FREE OF OBSTRUCTIONS AT ALL TIMES. 16.NO EARTHWORK FILL SHALL BE PLACED IN ANY EXISTING DRAINAGE WAY, SWALE, CHANNEL, DITCH, CREEK, OR FLOODPLAIN FOR ANY REASON OR ANY LENGTH OF TIME, UNLESS THESE PLANS SPECIFICALLY INDICATE THIS IS REQUIRED. 17.TEMPORARY CULVERTS MAY BE REQUIRED IN SOME LOCATIONS TO CONVEY RUN-OFF. 18.REFER TO DIMENSION CONTROL PLAN, AND PLAT FOR HORIZONTAL DIMENSIONS. 19.THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND CONDITION FILL PER THE PROJECT GEOTECHNICAL ENGINEER'S SPECIFICATIONS. THE FILL MATERIAL TO BE USED SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. 20.CONTRACTOR IS RESPONSIBLE FOR ALL SOILS TESTING AND CERTIFICATION, UNLESS SPECIFIED OTHERWISE BY OWNER. ALL SOILS TESTING SHALL BE COORDINATED WITH THE APPROPRIATE CITY INSPECTOR AND SHALL COMPLY WITH CITY STANDARD SPECIFICATIONS AND THE GEOTECHNICAL REPORT. SOILS TESTING SHALL BE PERFORMED BY AN APPROVED INDEPENDENT AGENCY FOR TESTING SOILS. THE OWNER SHALL APPROVE THE AGENCY NOMINATED BY THE CONTRACTOR FOR SOILS TESTING. 21.ALL COPIES OF SOILS TEST RESULTS SHALL BE SENT TO THE OWNER, ENGINEER AND ARCHITECT DIRECTLY FROM THE TESTING AGENCY. 22.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO SHOW, BY THE STANDARD TESTING PROCEDURES OF THE SOILS, THAT THE WORK CONSTRUCTED MEETS THE PROJECT REQUIREMENTS AND CITY SPECIFICATIONS. 23.THE SCOPE OF WORK FOR CIVIL IMPROVEMENT SHOWN ON THESE PLANS TERMINATES 5-FEET FROM THE BUILDING. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT AND STRUCTURAL PLANS AND SPECIFICATIONS FILL, CONDITIONING, AND PREPARATION IN THE BUILDING PAD. 24.DUE TO THE POTENTIAL FOR DIFFERENTIAL SOIL MOVEMENT ADJACENT TO THE BUILDING, THE CONTRACTOR SHALL ADHERE TO GEOTECHNICAL REPORT'S RECOMMENDATION FOR SUBGRADE PREPARATION SPECIFIC TO FLATWORK ADJACENT TO THE PROPOSED BUILDING. THE OWNER AND CONTRACTOR ARE ADVISED TO OBTAIN A GEOTECHNICAL ENGINEER RECOMMENDATION SPECIFIC TO FLATWORK ADJACENT TO THE BUILDING, IF NONE IS CURRENTLY EXISTING. 25.CONTRACTOR SHALL ENSURE THAT SUFFICIENT POSITIVE SLOPE AWAY FROM THE BUILDING PAD IS ACHIEVED FOR ENTIRE PERIMETER OF THE PROPOSED BUILDING(S) DURING GRADING OPERATIONS AND IN THE FINAL CONDITION. IF THE CONTRACTOR OBSERVES THAT THIS WILL NOT BE ACHIEVED, THE CONTRACTOR SHALL CONTACT THE ENGINEER TO REVIEW THE LOCATION. 26.THE CONTRACTOR SHALL TAKE ALL AVAILABLE PRECAUTIONS TO CONTROL DUST. CONTRACTOR SHALL CONTROL DUST BY SPRINKLING WATER, OR BY OTHER MEANS APPROVED BY THE CITY, AT NO ADDITIONAL COST TO THE OWNER. 27.CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANIES FOR ANY REQUIRED UTILITY ADJUSTMENTS AND/OR RELOCATIONS NEEDED FOR GRADING OPERATIONS AND TO ACCOMMODATE PROPOSED GRADE, INCLUDING THE UNKNOWN UTILITIES NOT SHOWN ON THESE PLANS. CONTRACTOR SHALL REFER TO THE GENERAL NOTES “OVERALL” SECTION THESE PLANS FOR ADDITIONAL INFORMATION. 28.EXISTING TREE LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE. CONTRACTOR SHALL REPORT ANY DISCREPANCIES FOUND IN THE FIELD THAT AFFECT THE GRADING PLAN TO THE CIVIL ENGINEER. 29.CONTRACTOR SHALL FIELD VERIFY ALL PROTECTED TREE LOCATIONS, INDIVIDUAL PROTECTED TREE CRITICAL ROOT ZONES, AND PROPOSED SITE GRADING, AND NOTIFY THE CIVIL ENGINEER AND LANDSCAPE ARCHITECT OF ANY CONFLICTS WITH THE TREE PRESERVATION PLAN BY THE LANDSCAPE ARCHITECT PRIOR TO COMMENCING THE WORK. 30.TREE PROTECTION MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY STANDARD TREE PROTECTION DETAILS AND THE APPROVED TREE PRESERVATION PLANS BY THE LANDSCAPE ARCHITECT. 31.CONTRACTOR SHALL REFER TO THE LANDSCAPING AND TREE PRESERVATIONS PLANS FOR ALL INFORMATION AND DETAILS REGARDING EXISTING TREES TO BE REMOVED AND PRESERVED. 32.NO TREE SHALL BE REMOVED UNLESS A TREE REMOVAL PERMIT HAS BEEN ISSUED BY THE CITY, OR CITY HAS OTHERWISE CONFIRMED IN WRITING THAT ONE IS NOT NEEDED FOR THE TREE(S). 33.NO TREE SHALL BE REMOVED OR DAMAGED WITHOUT PRIOR AUTHORIZATION OF THE OWNER OR OWNER'S REPRESENTATIVE. EXISTING TREES SHALL BE PRESERVED WHENEVER POSSIBLE AND GRADING IMPACT TO THEM HELD TO A MINIMUM. 34.AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS FOR EVIDENCE OF PONDING AND INADEQUATE SLOPE FOR DRAINAGE. ALL AREAS SHALL ADEQUATELY DRAIN TOWARDS THE INTENDED STRUCTURE TO CONVEY STORMWATER RUNOFF. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY AREAS OF POOR DRAINAGE ARE DISCOVERED. 35.CONTRACTOR FIELD ADJUSTMENT OF PROPOSED SPOT GRADES IS ALLOWED, IF THE APPROVAL OF THE CIVIL ENGINEER IS OBTAINED. RETAINING WALLS: 1.RETAINING WALLS SHOWN ARE FOR SITE GRADING PURPOSES ONLY, AND INCLUDE ONLY LOCATION AND SURFACE SPOT ELEVATIONS AT THE TOP AND BOTTOM OF THE WALL. 2.RETAINING WALL TYPE OR SYSTEM SHALL BE SELECTED BY THE OWNER. 3.RETAINING WALL DESIGN SHALL BE PROVIDED BY OTHERS AND SHALL FIT IN THE WALL ZONE OR LOCATION SHOWN ON THESE PLANS. STRUCTURAL DESIGN AND PERMITTING OF RETAINING WALLS, RAILINGS, AND OTHER WALL SAFETY DEVICES SHALL BE PERFORMED BY A LICENSED ENGINEER AND ARE NOT PART OF THIS PLAN SET. 4.RETAINING WALL DESIGN SHALL MEET THE INTENT OF THE GRADING PLAN AND SHALL ACCOUNT FOR ANY INFLUENCE ON ADJACENT BUILDING FOUNDATIONS, UTILITIES, PROPERTY LINES AND OTHER CONSTRUCTABILITY NOTES. 5.RETAINING WALL ENGINEER SHALL CONSULT THESE PLANS AND THE GEOTECHNICAL REPORT FOR POTENTIAL CONFLICTS. PAVING: 1.ALL PAVING MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY STANDARD DETAILS AND SPECIFICATIONS, THE FINAL GEOTECHNICAL REPORT AND ALL ISSUED ADDENDA, AND COMMONLY ACCEPTED CONSTRUCTION STANDARDS. THE CITY SPECIFICATIONS SHALL GOVERN WHERE OTHER SPECIFICATIONS DO NOT EXIST. IN CASE OF CONFLICTING SPECIFICATIONS OR DETAILS, THE MORE RESTRICTIVE SPECIFICATION/DETAIL SHALL BE FOLLOWED. 2.ALL PRIVATE ON-SITE PAVING AND PAVING SUBGRADE SHALL COMPLY WITH THE PROJECT'S FINAL GEOTECHNICAL REPORT (OR LATEST EDITION), INCLUDING ALL ADDENDA. 3.ALL FIRELANE PAVING AND PAVING SUBGRADE SHALL COMPLY WITH CITY STANDARDS AND DETAILS. IF THESE ARE DIFFERENT THAN THOSE IN THE GEOTECHNICAL REPORT, THEN THE MORE RESTRICTIVE SHALL BE FOLLOWED. 4.ALL PUBLIC PAVING AND PAVING SUBGRADE SHALL COMPLY WITH CITY STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS. 5.CONTRACTOR IS RESPONSIBLE FOR ALL PAVING AND PAVING SUBGRADE TESTING AND CERTIFICATION, UNLESS SPECIFIED OTHERWISE BY OWNER. ALL PAVING AND PAVING SUBGRADE TESTING SHALL BE COORDINATED WITH THE APPROPRIATE CITY INSPECTOR. TESTING SHALL BE PERFORMED BY AN APPROVED INDEPENDENT AGENCY FOR TESTING PAVING AND SUBGRADE. OWNER SHALL APPROVE THE AGENCY NOMINATED BY THE CONTRACTOR FOR PAVING AND PAVING SUBGRADE TESTING. 6.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO SHOW, BY THE STANDARD TESTING PROCEDURES OF THE PAVING AND PAVING SUBGRADE, THAT THE WORK CONSTRUCTED MEETS THE PROJECT REQUIREMENTS AND CITY SPECIFICATIONS. 7.DUE TO THE POTENTIAL FOR DIFFERENTIAL SOIL MOVEMENT ADJACENT TO THE BUILDING, THE CONTRACTOR SHALL ADHERE TO GEOTECHNICAL REPORT'S RECOMMENDATION FOR SUBGRADE PREPARATION SPECIFIC TO FLATWORK ADJACENT TO THE PROPOSED BUILDING. THE OWNER AND CONTRACTOR ARE ADVISED TO OBTAIN A GEOTECHNICAL ENGINEER RECOMMENDATION SPECIFIC TO FLATWORK ADJACENT TO THE BUILDING, IF NONE IS CURRENTLY EXISTING. 8.CURB RAMPS ALONG PUBLIC STREETS AND IN THE PUBLIC RIGHT-OF-WAY SHALL BE CONSTRUCTED BASED ON THE CITY STANDARD CONSTRUCTION DETAIL AND SPECIFICATIONS. 9.PRIVATE CURB RAMPS ON THE SITE (I.E. OUTSIDE PUBLIC STREET RIGHT-OF-WAY) SHALL CONFORM TO ADA AND TAS STANDARDS AND SHALL HAVE A DETECTABLE WARNING SURFACE THAT IS FULL WIDTH AND FULL DEPTH OF THE CURB RAMP, NOT INCLUDING FLARES. 10.ALL ACCESSIBLE RAMPS, CURB RAMPS, STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO ADA AND TAS STANDARDS, LATEST EDITION. 11.ANY COMPONENTS OF THE PROJECT SUBJECT TO RESIDENTIAL USE SHALL ALSO CONFORM TO THE FAIR HOUSING ACT, AND COMPLY WITH THE FAIR HOUSING ACT DESIGN MANUAL BY THE US DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT. 12.CONTRACTOR SHALL CONSTRUCT PROPOSED PAVEMENT TO MATCH EXISTING PAVEMENT WITH A SMOOTH, FLUSH, CONNECTION. 13.CONTRACTOR SHALL FURNISH AND INSTALL ALL PAVEMENT MARKINGS FOR FIRE LANES, PARKING STALLS, HANDICAPPED PARKING SYMBOLS, AND MISCELLANEOUS STRIPING WITHIN PARKING LOT AND AROUND BUILDING AS SHOWN ON THE PLANS. ALL PAINT AND PAVEMENT MARKINGS SHALL ADHERE TO CITY AND OWNER STANDARDS. 14.REFER TO GEOTECHNICAL REPORT FOR PAVING JOINT LAYOUT PLAN REQUIREMENTS FOR PRIVATE PAVEMENT. 15.REFER TO CITY STANDARD DETAILS AND SPECIFICATIONS FOR JOINT LAYOUT PLAN REQUIREMENTS FOR PUBLIC PAVEMENT. 16.ALL REINFORCING STEEL SHALL CONFORM TO THE GEOTECHNICAL REPORT, CITY STANDARDS, AND ASTM A-615, GRADE 60, AND SHALL BE SUPPORTED BY BAR CHAIRS. CONTRACTOR SHALL USE THE MORE STRINGENT OF THE CITY AND GEOTECHNICAL STANDARDS. 17.ALL JOINTS SHALL EXTEND THROUGH THE CURB. 18.THE MINIMUM LENGTH OF OFFSET JOINTS AT RADIUS POINTS SHALL BE 2 FEET. 19.CONTRACTOR SHALL SUBMIT A JOINTING PLAN TO THE ENGINEER AND OWNER PRIOR TO BEGINNING ANY OF THE PAVING WORK. 20.ALL SAWCUTS SHALL BE FULL DEPTH FOR PAVEMENT REMOVAL AND CONNECTION TO EXISTING PAVEMENT. 21.FIRE LANES SHALL BE MARKED AND LABELED AS A FIRELANE PER CITY STANDARDS. 22.UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER DIRECTIONAL SIGNS SHALL BE ORIENTED SO THEY ARE READILY VISIBLE TO THE ONCOMING TRAFFIC FOR WHICH THEY ARE INTENDED. 23.CONTRACTOR IS RESPONSIBLE FOR INSTALLING NECESSARY CONDUIT FOR LIGHTING, IRRIGATION, ETC. PRIOR TO PLACEMENT OF PAVEMENT. ALL CONSTRUCTION DOCUMENTS (CIVIL, MEP, LANDSCAPE, IRRIGATION, AND ARCHITECT) SHALL BE CONSULTED. 24.BEFORE PLACING PAVEMENT, CONTRACTOR SHALL VERIFY THAT SUITABLE ACCESSIBLE PEDESTRIAN ROUTES (PER ADA, TAS, AND FHA) EXIST TO AND FROM EVERY DOOR AND ALONG SIDEWALKS, ACCESSIBLE PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES. IN NO CASE SHALL AN ACCESSIBLE RAMP SLOPE EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE SHALL SIDEWALK CROSS SLOPE EXCEED 2.0 PERCENT. IN NO CASE SHALL LONGITUDINAL SIDEWALK SLOPE EXCEED 5.0 PERCENT. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT EXCEED 2.0 PERCENT SLOPE IN ANY DIRECTION. 25.CONTRACTOR SHALL TAKE FIELD SLOPE MEASUREMENTS ON FINISHED SUBGRADE AND FORM BOARDS PRIOR TO PLACING PAVEMENT TO VERIFY THAT ADA/TAS SLOPE REQUIREMENTS ARE PROVIDED. CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO PAVING IF ANY EXCESSIVE SLOPES ARE ENCOUNTERED. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR ADA AND TAS SLOPE COMPLIANCE ISSUES. STORM DRAINAGE: 1.ALL STORM SEWER MATERIALS AND CONSTRUCTION SHALL COMPLY WITH CITY STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS. 2.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE STORM SEWER. 3.THE CONTRACTOR SHALL FIELD VERIFY THE SIZE, CONDITION, HORIZONTAL, AND VERTICAL LOCATIONS OF ALL EXISTING STORM SEWER FACILITIES THAT ARE TO BE CONNECTED TO, PRIOR TO START OF CONSTRUCTION OF ANY STORM SEWER, AND SHALL NOTIFY THE ENGINEER OF ANY CONFLICTS DISCOVERED. 4.THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF CURB INLETS AND GRATE INLETS AND ALL UTILITIES CROSSING THE STORM SEWER. 5.FLOW LINE, TOP-OF-CURB, RIM, THROAT, AND GRATE ELEVATIONS OF PROPOSED INLETS SHALL BE VERIFIED WITH THE GRADING PLAN AND FIELD CONDITIONS PRIOR TO THEIR INSTALLATION. 6.ALL PUBLIC STORM SEWER CONSTRUCTION, PIPE, STRUCTURES, AND FITTINGS SHALL ADHERE TO CITY PUBLIC WORKS STANDARD DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL ARRANGE FOR REQUIRED CITY INSPECTIONS. 7.ALL PRIVATE STORM SEWER CONSTRUCTION, PIPE, STRUCTURES, AND FITTINGS SHALL ADHERE TO THE APPLICABLE PLUMBING CODE. CONTRACTOR SHALL ARRANGE FOR REQUIRED CITY INSPECTIONS. 8.ALL PVC TO RCP CONNECTIONS AND ALL STORM PIPE CONNECTIONS ENTERING STRUCTURES OR OTHER STORM PIPES SHALL HAVE A CONCRETE COLLAR AND BE GROUTED TO ASSURE THE CONNECTION IS WATERTIGHT. 9.ALL PUBLIC STORM SEWER LINES SHALL BE MINIMUM CLASS III RCP. PRIVATE STORM SEWER LINES 18-INCHES AND GREATER SHALL BE CLASS III RCP OR OTHER APPROVED MATERIAL. 10.WHERE COVER EXCEEDS 20-FEET OR IS LESS THAN 2-FEET, CLASS IV RCP SHALL BE USED. 11.IF CONTRACTOR PROPOSES TO USE HDPE OR PVC IN LIEU OF RCP FOR PRIVATE STORM SEWER, CONTRACTOR SHALL SUBMIT TECHNICAL DATA TO THE OWNER, ENGINEER AND CITY ENGINEER/INSPECTOR FOR APPROVAL PRIOR TO ORDERING THE MATERIAL. ANY PROPOSED HDPE AND PVC SHALL BE WATERTIGHT. 12.THE CONTRACTOR SHALL PROVIDE CONSTRUCTION SURVEYING FOR ALL STORM SEWER LINES. 13.EMBEDMENT FOR ALL STORM SEWER LINES, PUBLIC OR PRIVATE, SHALL BE PER CITY STANDARD DETAILS. 14.ALL WYE CONNECTIONS AND PIPE BENDS ARE TO BE PREFABRICATED AND INSTALLED PER MANUFACTURERS SPECIFICATIONS. 15.USE 4 FOOT JOINTS WITH BEVELED ENDS IF RADIUS OF STORM SEWER IS LESS THAN 100 FEET. 16.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND SUBMITTING A TRENCH SAFETY PLAN, PREPARED BY A PROFESSIONAL ENGINEER IN THE STATE OF TEXAS, TO THE CITY PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH CITY, STATE, AND FEDERAL REQUIREMENTS, INCLUDING OSHA FOR ALL TRENCHES. NO OPEN TRENCHES SHALL BE ALLOWED OVERNIGHT WITHOUT PRIOR WRITTEN APPROVAL OF THE CITY. 17.THE CONTRACTOR SHALL KEEP TRENCHES FREE FROM WATER. POND NOTES: 1.ANY PONDS THAT ARE INTENDED TO HOLD WATER INDEFINITELY SHALL BE CONSTRUCTED WATERTIGHT. 2.FOR ANY PONDS INTENDED TO HOLD WATER INDEFINITELY: THE CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT FOR POND LINER SPECIFICATIONS. 3.A GEOTECHNICAL ENGINEER SHALL REVIEW AND APPROVE ALL POND LINER MATERIAL, PLACEMENT PROCEDURES, AND PROVIDE TESTING TO ENSURE THE POND LINER MATERIAL PLACED IS WATERTIGHT. 4.STORM SEWER PIPES AND HEADWALLS THAT CONNECT TO A POND INTENDED TO HOLD WATER INDEFINITELY SHALL BE INSTALLED WITH WATERTIGHT JOINTS TO AT LEAST 1-FOOT ABOVE THE NORMAL POOL WATER SURFACE ELEVATION. 5.ANY GRAVEL OR OTHER PERVIOUS EMBEDMENT AROUND PIPES OR OUTFALL STRUCTURES NEAR THE POND SHALL BE ELIMINATED FOR AT LEAST 20-FEET FROM THE POND SO NO ROUTE FOR WATER TO LEAK THROUGH THE EMBEDMENT MATERIAL IS PROVIDED. BACKFILL IN THESE AREAS SHALL BE OF IMPERVIOUS MATERIAL. 6.FOR ANY PONDS INTENDED TO HOLD WATER INDEFINITELY: THE WATER LEVEL FOLLOWING COMPLETION AND FILLING OF THE POND SHALL BE MONITORED BY THE CONTRACTOR FOR AT LEAST 60 DAYS TO OBSERVE WATER INFLOW, OUTFLOW, AND CALCULATE EVAPORATION TO VERIFY THAT THE POND IS WATERTIGHT. 7.FOR ANY PONDS INTENDED TO HOLD WATER INDEFINITELY: THE POND WATER LEVEL SHALL ALSO BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION SO THAT IT REMAINS FULL TO ITS DESIGN WATER LEVEL, AND IS NOT LOWERED, AS THIS MAY DRY-OUT THE POND LINER AND RISK ITS WATERTIGHT PROPERTIES. WATER AND WASTEWATER: 1.ALL WATER AND WASTEWATER MATERIALS AND CONSTRUCTION SHALL COMPLY WITH CITY STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS. 2.CONTRACTOR SHALL FIELD VERIFY THE SIZE, CONDITION, HORIZONTAL, AND VERTICAL LOCATIONS OF ALL EXISTING WATER AND WASTEWATER FACILITIES THAT ARE TO BE CONNECTED TO, PRIOR TO START OF CONSTRUCTION OF ANY WATER OR WASTEWATER CONSTRUCTION, AND SHALL NOTIFY THE ENGINEER OF ANY CONFLICTS DISCOVERED. 3.CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITY SERVICES ENTERING THE BUILDING. 4.THE CONTRACTOR SHALL FIELD VERIFY THE ELEVATION OF ALL UTILITY CROSSINGS PRIOR TO THE INSTALLATION OF ANY PIPE. 5.THE SITE UTILITY CONTRACTOR SHALL PROVIDE ALL MATERIALS AND APPURTENANCES NECESSARY FOR COMPLETE INSTALLATION OF THE WATER AND WASTEWATER IMPROVEMENTS. 6.ALL PUBLIC WATER AND WASTEWATER CONSTRUCTION, PIPE, STRUCTURES, AND FITTINGS SHALL ADHERE TO CITY PUBLIC WORKS STANDARD DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL ARRANGE FOR REQUIRED CITY INSPECTIONS. 7.ALL PRIVATE WATER AND WASTEWATER CONSTRUCTION, PIPE, STRUCTURES, AND FITTINGS SHALL ADHERE TO THE APPLICABLE PLUMBING CODE. CONTRACTOR SHALL ARRANGE FOR REQUIRED CITY INSPECTIONS. 8.FIRE SPRINKLER LINES SHALL BE DESIGNED AND INSTALLED BY A LICENSED FIRE SPRINKLER CONTRACTOR, AND COMPLY TO THE APPLICABLE CODES AND INSPECTIONS REQUIRED. THESE PLANS WERE PREPARED WITHOUT THE BENEFIT OF THE FIRE SPRINKLER DESIGN. CONTRACTOR SHALL NOTIFY THE ENGINEER IF ANY DISCREPANCIES. 9.EMBEDMENT FOR ALL WATER AND WASTEWATER LINES, PUBLIC OR PRIVATE, SHALL BE PER CITY STANDARD DETAILS. 10.CONTRACTOR SHALL TAKE REQUIRED SANITARY PRECAUTIONS, FOLLOWING ANY CITY, TCEQ, AND AWWA STANDARDS, TO KEEP WATER PIPE AND FITTINGS CLEAN AND CAPPED AT TIMES WHEN INSTALLATION IS NOT IN PROGRESS. 11.CONTRACTOR SHALL PROVIDE CONSTRUCTION SURVEYING FOR ALL WATER AND WASTEWATER LINES. 12.ALL WATER AND WASTEWATER SERVICES SHALL TERMINATE 5-FEET OUTSIDE THE BUILDING, UNLESS NOTED OTHERWISE. 13.CONTRACTOR SHALL COMPLY WITH CITY REQUIREMENTS FOR WATER AND WASTEWATER SERVICE DISRUPTIONS AND THE AMOUNT OF PRIOR NOTICE THAT IS REQUIRED, AND SHALL COORDINATE DIRECTLY WITH THE APPROPRIATE CITY DEPARTMENT. 14.CONTRACTOR SHALL SEQUENCE WATER AND WASTEWATER CONSTRUCTION TO AVOID INTERRUPTION OF SERVICE TO SURROUNDING PROPERTIES. 15.CONTRACTOR SHALL MAINTAIN WATER SERVICE AND WASTEWATER SERVICE TO ALL CUSTOMERS THROUGHOUT CONSTRUCTION (IF NECESSARY, BY USE OF TEMPORARY METHODS APPROVED BY THE CITY AND OWNER). THIS WORK SHALL BE CONSIDERED SUBSIDIARY TO THE PROJECT AND NO ADDITIONAL COMPENSATION SHALL BE ALLOWED. 16.THE CONTRACTOR IS RESPONSIBLE TO PROTECT ALL WATER AND WASTEWATER LINES CROSSING THE PROJECT. THE CONTRACTOR SHALL REPAIR ALL DAMAGED LINES IMMEDIATELY. ALL REPAIRS OF EXISTING WATER MAINS, WATER SERVICES, SEWER MAINS, AND SANITARY SEWER SERVICES ARE SUBSIDIARY TO THE WORK, AND NO ADDITIONAL COMPENSATION SHALL BE ALLOWED. 17.VALVE ADJUSTMENTS SHALL BE CONSTRUCTED SUCH THAT THE COVERS ARE AT FINISHED SURFACE GRADE OF THE PROPOSED PAVEMENT. 18.THE ENDS OF ALL EXISTING WATER MAINS THAT ARE CUT, BUT NOT REMOVED, SHALL BE PLUGGED AND ABANDONED IN PLACE. THIS WORK SHALL BE CONSIDERED AS A SUBSIDIARY COST TO THE PROJECT AND NO ADDITIONAL COMPENSATION SHALL BE ALLOWED. 19.ALL FIRE HYDRANTS, VALVES, TEES, BENDS, WYES, REDUCERS, FITTINGS, AND ENDS SHALL BE MECHANICALLY RESTRAINED AND/OR THRUST BLOCKED TO CITY STANDARDS. 20.CONTRACTOR SHALL INSTALL A FULL SEGMENT OF WATER OR WASTEWATER PIPE CENTERED AT ALL UTILITY CROSSINGS SO THAT THE JOINTS ARE GREATER THAN 9-FEET FROM THE CROSSING. 21.ALL CROSSINGS AND LOCATIONS WHERE WASTEWATER IS LESS THAN 9-FEET FROM WATER, WASTEWATER CONSTRUCTION AND MATERIALS SHALL COMPLY WITH TCEQ CHAPTER 217.53. 22.ALL CROSSING AND LOCATIONS WHERE WATER IS LESS THAN 9-FEET FROM WASTEWATER, WATER CONSTRUCTION AND MATERIALS SHALL COMPLY WITH TCEQ CHAPTER 290.44. 23.ALL WATER AND WASTEWATER SHALL BE TESTED IN ACCORDANCE WITH THE CITY, AWWA, AND TCEQ STANDARDS AND SPECIFICATIONS. AT A MINIMUM, THIS SHALL CONSIST OF THE FOLLOWING: a.ALL WATERLINES SHALL BE HYDROSTATICALLY TESTED AND CHLORINATED BEFORE BEING PLACED INTO SERVICE. CONTRACTOR SHALL COORDINATE WITH THE CITY FOR THEIR REQUIRED PROCEDURES AND SHALL ALSO COMPLY WITH TCEQ REGULATIONS. b.WASTEWATER LINES AND MANHOLES SHALL BE PRESSURE TESTED. CONTRACTOR SHALL COORDINATE WITH THE CITY FOR THEIR REQUIRED PROCEDURES AND SHALL ALSO COMPLY WITH TCEQ REGULATIONS. AFTER COMPLETION OF THESE TESTS, A TELEVISION INSPECTION SHALL BE PERFORMED AND PROVIDED TO THE CITY AND OWNER ON A DVD. 24.CONTRACTOR SHALL INSTALL DETECTABLE WIRING OR MARKING TAPE A MINIMUM OF 12” ABOVE WATER AND WASTEWATER LINES. MARKER DECALS SHALL BE LABELED “CAUTION - WATER LINE”, OR “CAUTION - SEWER LINE”. DETECTABLE WIRING AND MARKING TAPE SHALL COMPLY WITH CITY STANDARDS, AND SHALL BE INCLUDED IN THE COST OF THE WATER AND WASTEWATER PIPE. 25.DUCTILE IRON PIPE SHALL BE PROTECTED FROM CORROSION BY A LOW-DENSITY POLYETHYLENE LINER WRAP THAT IS AT LEAST A SINGLE LAYER OF 8-MIL. ALL DUCTILE IRON JOINTS SHALL BE BONDED. 26.WATERLINES SHALL BE INSTALLED AT NO LESS THAN THE MINIMUM COVER REQUIRED BY THE CITY. 27.CONTRACTOR SHALL PROVIDE CLEAN-OUTS FOR PRIVATE SANITARY SEWER LINES AT ALL CHANGES IN DIRECTION AND 100-FOOT INTERVALS, OR AS REQUIRED BY THE APPLICABLE PLUMBING CODE. CLEAN-OUTS REQUIRED IN PAVEMENT OR SIDEWALKS SHALL HAVE CAST IRON COVERS FLUSH WITH FINISHED GRADE. 28.CONTRACTOR SHALL PROVIDE BACKWATER VALVES FOR PLUMBING FIXTURES AS REQUIRED BY THE APPLICABLE PLUMBING CODE (E.G. FLOOR ELEVATION OF FIXTURE UNIT IS BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER). CONTRACTOR SHALL REVIEW BOTH MEP AND CIVIL PLANS TO CONFIRM WHERE THESE ARE REQUIRED. 29.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND SUBMITTING A TRENCH SAFETY PLAN, PREPARED BY A PROFESSIONAL ENGINEER IN THE STATE OF TEXAS, TO THE CITY PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH CITY, STATE, AND FEDERAL REQUIREMENTS, INCLUDING OSHA FOR ALL TRENCHES. NO OPEN TRENCHES SHALL BE ALLOWED OVERNIGHT WITHOUT PRIOR WRITTEN APPROVAL OF THE CITY. 30.THE CONTRACTOR SHALL KEEP TRENCHES FREE FROM WATER. ABBREVIATIONS AND DEFINITIONS: A AREA ADA AMERICANS WITH DISABILITIES ACT AWWA AMERICAN WATER WORKS ASSOCIATION B-B BACK TO BACK BC BEGIN CURVE BC BACK OF CURB BCR BEGIN CURB RETURN BMP BEST MANAGEMENT PRACTICE BOC BACK OF CURB BVCE BEGIN VERTICAL CURVE ELEVATION BVCS BEGIN VERTICAL CURVE STATION BW BOTTOM OF WALL CFS CUBIC FEET PER SECOND CITY CITY, TOWN, OR OTHER APPLICABLE LOCAL GOVERNMENT JURISDICTION C/L CENTERLINE CL CENTERLINE CONC CONCRETE CY CUBIC YARD DEMO DEMOLITION DG DECOMPOSED GRANITE DTL DETAIL EA EACH EC END CURVE ECR END CURB RETURN EG EXISTING GROUND EL ELEVATION ELEC ELECTRICAL / ELECTRICITY ELEV ELEVATION EPA UNITES STATES ENVIRONMENTAL PROTECTION AGENCY ESMT EASEMENT EVCE END VERTICAL CURVE ELEVATION EVCS END VERTICAL CURVE STATION EX.EXISTING F-F FACE TO FACE FG FINISHED GROUND FH FIRE HYDRANT FL FLOW LINE FOC FACE OF CURB FT FEET HGL HYDRAULIC GRADE LINE KH KIMLEY-HORN AND ASSOCIATES, INC. KHA KIMLEY-HORN AND ASSOCIATES, INC. LAT LATERAL LF LINEAR FEET LT LEFT MAX MAXIMUM ME MATCH EXISTING ELEVATION MH MANHOLE MIN MINUTE / MINIMUM NO NUMBER NOI NOTICE OF INTENT, REF. TCEQ GENERAL PERMIT NOT NOTICE OF TERMINATION, REF. TCEQ GENERAL PERMIT NTS NOT TO SCALE OC ON CENTER OFF OFFSET OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION PC POINT OF CURVATURE PCC PORTLAND CEMENT CONCRETE / POINT OF COMPOUND CURVATURE PGL PROPOSED GRADE LINE PI POINT OF INFLECTION PROP PROPOSED PRC POINT OF REVERSE CURVATURE PSI POUNDS PER SQUARE INCH PT POINT OF TANGENCY PVC POLYVINYL CHLORIDE PVI POINT OF VERTICAL INFLECTION PVMT PAVEMENT RCP REINFORCED CONCRETE PIPE ROW RIGHT OF WAY RT RIGHT SF SQUARE FEET SS SANITARY SEWER SSMH SANITARY SEWER MANHOLE STA STATION STD STANDARD SY SQUARE YARD TAS ARCHITECTURAL BARRIERS TEXAS ACCESSIBILITY STANDARDS TC TOP OF CURB TCEQ TEXAS COMMISSION OF ENVIRONMENTAL QUALITY TEMP TEMPORARY TXDOT TEXAS DEPARTMENT OF TRANSPORTATION TXMUTCD TEXAS MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES TW TOP OF WALL TYP TYPICAL VC VERTICAL CURVE WTR WATER WW WASTEWATER ©COPYRIGHT 2021 KIMLEY-HORN AND ASSOCIATES, INC., ALL RIGHTS RESERVED Page 29 of 1965 01 02 04 05 06 07 08 09 10 11 12 14 15 16 3322 17 23 19 18 20 21 28 27 25 26 24 31 29 30 32 35 36 12 . 0 ' 5.0' 5.0' 5.0' 34 37 GL E N N S P A S S A G E 13 12.8' 23 . 7 ' 9.3' 51.7' 52.7' 51.7' 25 . 1 ' 8' x 8' ANTENNA TOWER FOUNDATION. SEE NOTE 11, THIS SHEET SECURITY FENCE SEE DETAILS F-1 & F-2, SHEET C-8 8' INSIDE DIA. WET WELL, SEE MATERIAL LIST ITEM 21, SHEET C-7 10' X 8' X 7' VALVE VAULT 6" BYPASS PUMP QUICK CONNECT SEE DETAIL 4, SHEET C-8 1" RPZ WITH INSULATED STAINLESS STEEL ENCLOSURE PROPOSED 2" WATER SERVICE LINE (WITH PHASE 1, NOT PART OF THIS CONTRACT) MOW STRIP AND RIBBON CURB, SEE DETAIL 5,SHEET C-8 PROPOSED 10" WW GRAVITY MAIN (WITH PHASE 1, NOT PART OF THIS CONTRACT) EDGE OF RIBBON CURB (TYP.) SEE DETAIL 2, SHEET C-8 FOR ACCESS ROAD CROSS SECTION 16' DOUBLE SWING GATE SEE DETAIL 1, SHEET C-8 MOW STRIP AND RIBBON CURB SEE DETAIL 5, SHEET C-8 NOTE 12 EMERGENCY GENERATOR, SEE ELECTRICAL SHEETS ELECTRICAL SLAB, SEE SHEET S-1 FOR DETAILS ELECTRICAL EQUIPMENT PAD AND SHELTER, REFER TO ELECTRICAL SHEETS 6" REMOVABLE BOLLARD, SEE DETAIL 6, SHEET C-8 TYPE II DRIVEWAY GENERATOR SLAB, SEE SHEET S-1 FOR DETAILS PROPOSED 6" WW FORCE MAIN (WITH PHASE 1, NOT PART OF THIS CONTRACT) 4' WW MH TEMPORARY WASTEWATER & ACCESS EASEMENT 4' REINFORCED CONCRETE MH (WITH PHASE 1, NOT PART OF THIS CONTRACT) PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY EXISTING FLOODWAY PER KIMLEY-HORN FLOODPLAIN ACCESS DRIVE, SEE DETAIL 2, SHEET C-8 PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY 17 . 3 ' POINT TABLE POINT NO. 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 NORTHING 10194041.05 10194023.62 10194028.88 10194067.24 10194088.06 10194084.04 10194078.20 10194072.23 10194066.27 10194077.77 10194072.73 10194050.81 10194079.92 10194064.73 10194052.50 10194046.04 10194032.95 10194041.20 10194032.28 10194036.54 EASTING 3148254.93 3148210.52 3148198.48 3148183.43 3148236.49 3148226.25 3148211.35 3148204.02 3148200.10 3148233.54 3148233.01 3148242.86 3148231.45 3148212.62 3148208.83 3148215.64 3148215.14 3148232.86 3148221.77 3148235.22 DESCRIPTION FENCE CORNER FENCE CORNER FENCE CORNER FENCE CORNER FENCE CORNER GATE FENCE CORNER GATE FENCE CORNER END DI/BEGIN PVC FORCEMAIN BYPASS CONNECTION RPZ SLAB RPZ SLAB HOSE BIB 1" WATER METER INSIDE CORNER OF VAULT INSIDE CORNER OF VAULT CENTER OF WET WELL CENTER OF ANTENNA FOUNDATION CORNER OF CONCRETE PAD CORNER OF CONCRETE PAD CORNER OF CONCRETE PAD POINT TABLE POINT NO. 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 NORTHING 10194049.46 10194027.77 10194038.14 10194043.94 10194045.38 10194043.55 10194047.21 10194049.42 10194098.10 10194088.06 10194087.73 10194083.81 10194055.89 10194090.61 10194080.26 10194074.69 10194040.00 EASTING 3148246.26 3148212.88 3148217.40 3148225.33 3148232.81 3148228.16 3148237.47 3148239.30 3148227.17 3148201.58 3148222.65 3148211.30 3148201.05 3148227.25 3148200.86 3148186.68 3148200.29 DESCRIPTION CORNER OF CONCRETE PAD CORNER OF CONCRETE PAD CORNER OF CONCRETE PAD END ACCESS ROAD REMOVABLE BOLLARD REMOVABLE BOLLARD REMOVABLE BOLLARD END ACCESS ROAD BEGIN ACCESS ROAD BEGIN ACCESS ROAD CURB PC CURB PC AREA LIGHT BEGIN PROPOSED 1" WATER SERVICE THIS CONTRACT BEGIN PROPOSED 6" WW FM THIS CONTRACT BEGIN PROPOSED 8" WW THIS CONTRACT 4' WW MH LI F T S T A T I O N S I T E P L A N C-4 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 BENCHMARKS TBM #52 - G&R CONTROL POINT RED CAP X = 10192917.08; Y = 3145830.04 ELEVATION = 779.03 FEET 2021-13-CON 00 10'20' GRAPHIC SCALE 10' SITE PLAN NOTES 1. ALL MECHANICAL JOINTS SHALL HAVE MEGA LUG THRUST RESTRAINTS. 2. THE CONTRACTOR SHALL MAINTAIN ADEQUATE DRAINAGE AT ALL TIMES AND PROVIDE AND MAINTAIN EROSION PROTECTION IN AND ADJACENT TO THE CONSTRUCTION LIMITS. 3. ALL STRUCTURES SHALL HAVE 6" OF CLEARANCE BETWEEN TOP OF SLAB AND PROPOSED NATURAL GROUND. 4. CONTRACTOR SHALL GRADE THE SITE TO PROVIDE POSITIVE DRAINAGE AROUND ALL STRUCTURES AND SLABS. 5. FOR ALL ELECTRICAL WORK REFER TO ELECTRICAL SHEETS. 6. BURIED DUCTILE IRON VALVES AND FITTINGS SHALL BE ENCASED WITH POLYETHYLENE WRAP 8 MILS THICK. 7. SITE SHALL BE GRADED TO POSITIVELY DRAIN TO DETENTION POND. 8. NATURAL GROUND SHALL BE 6-INCHES BELOW ALL STRUCTURE SLABS. DRIVEWAY SHALL BE AT THE SAME ELEVATION AS NATURAL GROUND AND TIE TO PROPOSED DRIVEWAY. SEE CIVIL SHEETS. 9. CONTRACTOR SHALL INCLUDE IDENTIFICATION SIGN WITH LIFT STATION NAME AND EMERGENCY CONTACT INFORMATION. THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF MANOR FOR INFORMATION AND SUBMIT SHOP DRAWING FOR THE SIGN DETAILS FOR APPROVAL. 10. ANTENNA TOWER FOUNDATION SHALL BE DESIGNED TO SUPPORT A ROHN RSL TOWER THAT IS TO BE AT A HEIGHT SPECIFIED BY DATA FLOW SYSTEMS BASED ON THE RADIO PATH STUDY FOR THE SITE. THE FOUNDATION SHALL BE DESIGNED FOR THE EQUIPMENT AS SPECIFIED IN THE ELECTRICAL PLANS AND BY DATA FLOW SYSTEMS ONCE THE RADIO PATH STUDY IS COMPLETE. THE DESIGN OF THE TOWER FOUNDATION SHALL BE INCLUDED IN CONTRACTOR BID AND SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED TO DO WORK IN THE STATE OF TEXAS. 11.MINIMUM SLOPE SHALL NOT BE LESS THAN 1.00% IN ANY DIRECTION ALONG THE ASPHALT ACCESS ROAD. PROPERTY LINE PROPOSED WASTEWATER LINE (NOT PART OF THIS CONTRACT) PROPOSED WASTEWATER LINE PROPOSED WASTEWATER FORCEMAIN PROPOSED WATER LINE PROPOSED WASTEWATER MANHOLE PROPOSED SECURITY FENCE WITH MOW STRIP PROPOSED CONTOURS EXISTING CONTOURS PROPOSED ACCESS ROAD, SEE SHEET C-8, DETAIL 2 PROPOSED CONCRETE STRUCTURE PROPOSED LIFT STATION GROUND SURFACE, SEE SHEET C-8, DETAIL 3 LEGEND WW Page 30 of 1965 1917 19201919 1923 1924 1925 1926 1907 1908 1918 1921 1922 1935 1934 1929 1930 1906 1933 1932 1931 1912 1901 1902 1903 1904 1905 COUN T Y R O A D 1 1 0 (ASP H A L T ) ( R . O . W . V A R I E S ) N68°3 1 ' 5 4 " E 1 0 2 6 . 7 9 ' N 2 3 ° 5 4 ' 4 2 " W 1 0 0 . 9 3 ' N 2 1 ° 2 8 ' 2 3 " W 2 9 9 . 9 4 ' S 2 1 ° 4 0 ' 4 0 " E 8 3 0 . 9 3 ' S2 1 ° 2 4 ' 0 9 " W 13 0 . 1 4 ' S37°5 5 ' 1 0 " W 119.6 0 ' S08°1 2 ' 4 8 " E 15.57 ' S 0 8 ° 0 8 ' 2 1 " E 2 2 4 . 5 5 ' S16°5 2 ' 1 4 " E 78.15 ' S70°58 ' 2 4 " W 6 1 0 . 6 6 ' S51 ° 4 5 ' 5 2 " W 155 . 4 6 ' S 2 3 ° 5 8 ' 1 4 " E 1 6 8 . 6 5 ' S 2 3 ° 5 6 ' 1 6 " E 2 0 5 . 7 0 ' S67°2 5 ' 2 4 " W 1 5 9 5 . 8 7 ' S71°01 ' 1 2 " W 2 3 1 . 0 8 ' S70°59 ' 5 6 " W 2 7 2 . 0 3 ' 104.1 7 8 A C . 7.00 A C . IVA E L I Z A B E T H PATT E R S O N VOL. 1 9 0 2 , P G . 4 6 2 7.00 A C . SAMU E L G L E N N P A T T E R S O N VOL. 1 9 0 2 , P G . 4 5 9 REMA I N D E R O F 1 5 . 1 2 6 A C . JOHN V A L E N T A , E T U X VOL. 2 2 2 5 , P G . 4 3 2 3.00 A C . JIMM Y C . W E B B DOC. N O . 2 0 1 9 0 6 0 6 5 0 30.32 A C . CW-P A T T E R S O N , L L C DOC. N O . 2 0 2 1 0 1 3 2 1 7 30.33 A C . CW-P A T T E R S O N , L L C DOC. N O . 2 0 2 1 0 1 3 2 0 1 NO. 20 2 1 0 1 3 2 2 2 WILLIA M A D D I S O N S U R V E Y ABS. 2 1 COUN T Y R O A D 1 1 1 / W E S T I N G H O U S E ROAD R I G H T O F W A Y D E E D DOCU M E N T N O . 2 0 2 0 0 4 3 6 1 8 COUN T Y R O A D 1 1 1 / W E S T I N G H O U S E ROAD R I G H T O F W A Y D E E D DOCU M E N T N O . 2 0 2 0 0 0 3 8 5 1 COUN T Y R O A D 1 1 1 / W E S T I N G H O U S E ROAD R I G H T O F W A Y D E E D DOCU M E N T N O . 2 0 2 0 0 4 3 6 2 8 0.289 A C DRAIN A G E EASEM E N T DOCU M E N T NO. 20 2 0 0 4 3 6 3 0 2.116 A C . WILLIA M S O N C O U N T Y , T E X A S DOC. N O . 2 0 2 0 0 4 3 6 2 8 S67°2 5 ' 2 4 " W 9 4 1 . 2 6 ' CH. S 5 5 ° 1 7 ' 5 9 " W 5 2 4 . 1 5 ' ARC 5 2 9 . 5 6 ' RAD . 1 0 6 8 . 0 0 ' 60' GA S E A S E M E N T LONE S T A R G A S C O M P A N Y V O L 131 P A G E 6 0 5 OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE O H E O H E OHE OHE OHE OHE OHE OHE OHE O H E O H E R R K S S I KAYS P A T H E L I Z A B E T H S P L A C E G L E N N S P A S S A G E GL E N N S P A S S A G E KAYS PATH E L I Z A B E T H S P L A C E PROPO S E D 1 5 ' WATER W A T E R EASEM E N T PROP O S E D T E M P O R A R Y ACCES S & P U B L I C UTILIT Y E A S E M E N T IP IP IP IP IP IP IP IP IP IP RB RB RB SF SF SF SF IP RB RB RB RB PHASE 2 SILT FENCE STABALIZED CONSTRUCTION ENTRANCE 20.00 AC. JIMMY WEBB, ET UX DOC. NO. 9718233 PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY EXISTING FLOODWAY PER KIMLEY-HORN FLOODPLAIN FUTU R E PATTE R S O N R A N C H (FOR R E F E R E N C E O N L Y ) DEDICATED LIFT STATION STABALIZED CONSTRUCTION ENTRANCE PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY EXISTING FLOODWAY PER KIMLEY-HORN FLOODPLAIN FUTU R E PATTE R S O N R A N C H (FOR R E F E R E N C E O N L Y ) FUTU R E PATTE R S O N R A N C H (FOR R E F E R E N C E O N L Y ) SILT FENCE PER PATTESON PHASE 1 CONSTRUCTION PLANS LOC PER PATTESON PHASE 1 CONSTRUCTION PLANS SEE DETAIL THIS SHEET 55 EVERGREEN SHRUBS TO BE SPACED 4' ON CENTER AND STAGGERED 2.5' EXTERIOR TO FENCING PER CITY REQUIREMENTS. PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 BENCHMARKS TBM #52 - G&R CONTROL POINT RED CAP X = 10192917.08; Y = 3145830.04 ELEVATION = 779.03 FEET 2021-13-CON LI F T S T A T I O N E R O S I O N CO N T R O L P L A N C-5 CE SILT FENCE STABALIZED CONSTRUCTION ENTRANCE/EXIT SF IP INLET PROTECTION RB ROCK BERM PROPOSED CONTOUR EXISTING CONTOUR EROSION CONTROL LEGEND PROPERTY LINE LIMITS OF CONSTRUCTION TREE TO BE REMOVED LOC 00 100'200' GRAPHIC SCALE 100' EROSION CONTROL NOTES 1.CONTRACTOR IS SOLELY RESPONSIBLE FOR IMPLEMENTATION, MAINTENANCE, AND EFFECTIVENESS OF ALL SWPPP CONTROLS - CONTROLS SHOWN ON THIS SITE MAP ARE SUGGESTED CONTROLS ONLY. 2.CONTRACTOR SHALL RECORD INSTALLATION, MAINTENANCE OR MODIFICATION, AND REMOVAL DATES FOR EACH BMP EMPLOYED (WHETHER CALLED OUT ON ORIGINAL SWPPP OR NOT) DIRECTLY ON THE SITE MAP. 3.THE ENVIRONMENTAL INSPECTOR HAS THE AUTHORITY TO ADD AND/OR MODIFY EROSION/SEDIMENTATION CONTROLS ON SITE TO KEEP PROJECT IN COMPLIANCE WITH THE CITY OF GEORGETOWN RULES AND REGULATIONS. 4.CONTRACTOR SHALL UTILIZE DUST CONTROL MEASURE DURING SITE CONSTRUCTION SUCH AS IRRIGATION TRUCKS AND MULCHING AS PER CITY OF AUSTIN ECM 1.4.5(D) OR AS DIRECTED BY THE ENVIRONMENTAL INSPECTOR. 5.TEMPORARY AND PERMANENT STABILIZATION PRACTICES AND BMP'S SHALL BE INSTALLED AT THE EARLIEST POSSIBLE TIME DURING THE CONSTRUCTION SEQUENCE. AS AN EXAMPLE, PERIMETER SILT FENCE SHALL BE INSTALLED BEFORE COMMENCEMENT OF ANY GRADING ACTIVITIES. OTHER BMP'S SHALL BE INSTALLED AS SOON AS PRACTICABLE AND SHALL BE MAINTAINED UNTIL FINAL SITE STABILIZATION IS ATTAINED. CONTRACTOR SHALL ALSO REFERENCE CIVIL AND LANDSCAPE PLANS SINCE PERMANENT STABILIZATION IS PROVIDED BY LANDSCAPING, THE BUILDING(S), AND SITE PAVING. 6.BMP'S HAVE BEEN LOCATED AS INDICATED ON THIS PLAN IN ACCORDANCE WITH GENERALLY ACCEPTED ENGINEERING PRACTICES IN ORDER TO MINIMIZE SEDIMENT TRANSFER. 7.ADDITIONAL EROSION AND SEDIMENTATION CONTROLS MAY BE REQUIRED BY THE CITY DURING CONSTRUCTION. 8.REFERENCE EROSION CONTROL DETAILS ON SHEET C-9. 9.USE J-HOOKS WHERE SILT FENCE CANNOT BE INSTALLED PARALLEL TO THE EXISTING CONTOURS. CONTRACTOR TO MAINTAIN AND UPDATE AS NECESSARY PER TCEQ & CITY REQUIREMENTS. 10.CONTRACTOR SHALL INSTALL, MAINTAIN, AND UPDATE PROPOSED SILT FENCE AS NECESSARY PER TCEQ & CITY REQUIREMENTS. 11.ALL SILT FENCE IS REQUIRED TO BE FABRIC PRODUCT AND NOT WOVEN MATERIAL. OSHA APPROVED IMPALEMENTS CAPS ARE REQUIRED FOR ALL REBAR AND STAKING. 12.PHASE 2 SILT FENCE IS TO BE INSTALLED IMMEDIATELY AFTER LOT GRADING HAS BEEN COMPLETED TO KEEP THE DISTURBANCE FROM RUNNING INTO THE ROW. IT IS THE RESPONSIBILITY OF THE DEVELOPER/SUBDIVISION CONTRACTOR TO INSTALL AS WELL AS MAINTAIN THE PHASE 2 SILT FENCE. LIMITS OF CONSTRUCTION (PHASE 1, NOT THIS CONTRACT)LOC SILT FENCE (PHASE 1, NOT THIS CONTRACT) SF PERMANENT EROSION CONTROL NOTES CITY OF AUSTIN STANDARD SPECIFICATIONS). SPOTS LARGER THAN 16 SQUARE FEET EXIST (SEE ITEM 604.7 OF THE LEAST 1-1/2" HIGH WITH 95% COVERAGE, PROVIDED THAT NO BARE G. RESTORATION SHALL BE ACCEPTABLE WHEN THE GRASS HAS GROWN AT APPLIED AT A RATE OF 2500 POUNDS PER ACRE. AT A RATE OF 2000 POUNDS PER ACRE, OR WOOD FIBER MULCH F. MULCH TYPE USED SHALL BE EITHER CELLULOSE FIBER MULCH APPLIED WATERING SCHEDULE ONE WEEK. OCCURRENCES OF 1/2 INCH OR GREATER SHALL POSTPONE THE AT TEN DAY INTERVALS DURING THE FIRST TWO MONTHS. RAINFALL THE SOIL TO A DEPTH OF SIX INCHES. THE IRRIGATION SHALL OCCUR THAT WILL NOT ERODE THE TOPSOIL, BUT WILL SUFFICIENTLY SOAK E. THE PLANTED AREA MUST BE IRRIGATED USING A PERMANENT OR APPLIED AT THE RATE OF 653 POUNDS PER ACRE. D. FERTILIZER SHALL HAVE AN ANALYSIS OF 15-15-15 AND SHALL BE 85% GERMINATION. POUND PER 1000 SQUARE FEET WITH A PURITY OF 95% WITH HULLED BERMUDA GRASS (CYNODEN DACTOLYN) AT A RATE OF 1 II. FROM MARCH 2 TO SEPTEMBER 14, SEEDING SHALL BE WITH 90% GERMINATION. WINTER RYE PER 1000 SQUARE FEET WITH A PURITY OF 95% WITH COMBINATION OF 1 POUND OF UNHULLED BERMUDA AND 7 POUNDS OF I. FROM SEPTEMBER 15 TO MARCH 1, SEEDING SHALL BE WITH A DISTURBED BY CONSTRUCTION AS FOLLOWS: C. THE SEEDING FOR EROSION CONTROL SHALL BE APPLIED OVER AREAS MADE IN SOLID ROCK. FILLS UPON COMPLETION OF CONSTRUCTION, EXCEPT WHERE CUTS ARE B. THE CONTRACTOR SHALL HYDROMULCH OR SOD ALL EXPOSED CUTS AND A. ALL DISTURBED AREAS SHALL BE RESTORED AS NOTED BELOW. 1. PERMANENT EROSION CONTROL TEMPORARY IRRIGATION SYSTEM UTILIZING SPRINKLER HEADS, DRIP IRRIGATION OR ANOTHER ACCEPTABLE DISTRIBUTION SYSTEM ESC DETAIL SCALE 1:20 Page 31 of 1965 52.0' 48 . 8 ' 13 . 8 ' 42.3' 12 . 2 ' 31 . 3 ' 12 . 0 ' 1. 5 ' 1. 5 ' 48.3' 1. 5 ' 1. 5 ' 8. 0 ' 8.0' 13 . 6 ' 4.2' 8.0' 15 . 0 ' 12.0' 10 . 0 ' Ø8. 0 ' 759.9760.8 763.0 763.5 762.2 761.2 762.9 763.6 762.2 760.1 760.5 760.5 761.1 761.2 761.4 761.4 762.3 762.1 760.9 760.8 761.8 761.9 762.0 762.0 762.0 762.0 762.0 762.0 762.0 762.0 762.5 FP 762.5 762.5762.5 762.0 762.0 762.0 762.0 FP 762.0 FP 762.0 FP 761.9 EX 760.0760.0 761.1 PROPOSED 2" WATER SERVICE LINE (WITH PHASE 1, NOT THIS CONTRACT) PROPOSED 10" WW GRAVITY MAIN (WITH PHASE 1, NOT PART OF THIS CONTRACT) TYPE II DRIVEWAY PROPOSED 6" WW FORCE MAIN (WITH PHASE 1, NOT PART OF THIS CONTRACT) TEMPORARY WASTEWATER & ACCESS EASEMENT PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY EXISTING FLOODWAY PER KIMLEY-HORN FLOODPLAIN GL E N N S P A S S A G E 5. 0 ' FP 762.5 FP 762.0FP 762.5 EX 759.1 PROPOSED FULLY- DEVELOPED FLOODWAY PER KIMLEY-HORN FLOODPLAIN STUDY LI F T S T A T I O N G R A D I N G PL A N C-6 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Know what'sbelow. before you dig.Call WARNING: CONTRACTOR IS TO VERIFY PRESENCE AND EXACT LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 BENCHMARKS TBM #52 - G&R CONTROL POINT RED CAP X = 10192917.08; Y = 3145830.04 ELEVATION = 779.03 FEET 2021-13-CON 00 5'10' GRAPHIC SCALE 5' PROPERTY LINE PROPOSED WASTEWATER LINE (NOT PART OF THIS CONTRACT) PROPOSED WASTEWATER LINE PROPOSED WASTEWATER FORCEMAIN PROPOSED WATER LINE PROPOSED WASTEWATER MANHOLE PROPOSED SECURITY FENCE WITH MOW STRIP PROPOSED CONTOURS EXISTING CONTOURS PROPOSED ACCESS ROAD, SEE SHEET C-8, DETAIL 2 PROPOSED CONCRETE STRUCTURE PROPOSED LIFT STATION GROUND SURFACE, SEE SHEET C-8, DETAIL 3 LEGEND WW Page 32 of 1965 PUMP DESIGN CRITERIA LAND USE RESIDENTIAL LUE'S (BUILD OUT)400 PERSONS PER LUE 2.5 GALLONS PER DAY 250 PEAKING FACTOR 3.31 PEAK FLOW (GPM)305 PUMP PERFORMANCE DATA PUMP SELECTION WILO EMU FA10.65E WITH MOTOR T20.1-4/30KEx MAX MOTOR HORSE POWER 25 HP IMPELLER 282 MM PUMP MOTOR VOLTAGE 60 Hz, 3 Phase, 460 Volts FLOW @ DUTY POINT 320 GPM TOTAL HEAD @ DUTY POINT 115 FT PUMP LEVEL SETTINGS LIFT STATION CAPACITY 320 GPM LEAD PUMP ON 748.74 FT LAG PUMP ON 749.74 FT ALL PUMPS OFF 746.61 FT HIGH LEVEL ALARM 750.74 FT LOW LEVEL ALARM 745.61 FT HYDRAULIC DATA LIFT STATION DETENTION VOLUME 107 CU. FT FORCE MAIN DIAMETER 6-INCH FORCE MAIN MATERIAL PVC FORCE MAIN LENGTH 3,751 LF VELOCITY IN FORCE MAIN 3.3 FPS PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON LI F T S T A T I O N W E T W E L L PL A N & S E C T I O N C-7 Page 33 of 1965 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON LI F T S T A T I O N & U T I L I T Y DE T A I L S C-8 DETAIL2 15' ACCESS ROAD 3 LIFT STATION GROUND SURFACE CROSS-SECTION REMOVABLE BOLLARD DETAIL6 MOWSTRIP & RIBBON CURB DETAIL5 LADDER DETAIL7 FLOOR MOUNT DETAIL LADDER SAFETY EXTENSION POST DETAIL A BYPASS STUB UP CONNECTION DETAIL4 STANDARD DETAIL Concrete Pedestal Pipe Support DETAIL Lateral Pipe Support STONE COLUMN DETAIL (NTS) F-2 CONCRETE FENCE DETAIL (NTS) F-1 Page 34 of 1965 PA T T E R S O N R A N C H PH A S E 1 L I F T S T A T I O N CI T Y O F GE O R G E T O W N WI L L I A M S O N C O U N T Y , T E X A S © Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No.Date ALLISON KENNAUGH 114356 07/06/2021 2021-13-CON ER O S I O N C O N T R O L DE T A I L S C-9 Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Page 35 of 1965 Page 36 of 1965 Page 37 of 1965 Page 38 of 1965 Page 39 of 1965 Page 40 of 1965 Page 41 of 1965 Page 42 of 1965 Page 43 of 1965 Page 44 of 1965 Page 45 of 1965 Page 46 of 1965 Page 47 of 1965 Page 48 of 1965 Page 49 of 1965 Page 50 of 1965 Page 51 of 1965 Page 52 of 1965 Page 53 of 1965 City of Georgetown, Texas Planning and Zoning July 20, 2021 S UB J E C T: C onsideration and pos s ible ac tion to approve application for Construction P lans, c onsisting of approximately 14.9 ac res in the F rederick F oy S urvey, A-229, generally loc ated at R idgetop Vis ta Dr. from R onald R eagan Blvd. to Martingale S t. to be known as R idgetop Vis ta Drive P hase B (2021-18-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering IT E M S UMMARY: Project Information: Project Name: R idgetop Vista Drive P has e B Project Location: R idgetop Vista Dr from R onald R eagan Blvd to Martingale S t, within C ity C ounc il dis tric t No. 5. Legal Description: 14.9 acres in the F rederic k F oy S urvey, A-229 Zoning District: P UD Applicant: S teger Bizzell, c /o Bryan Moore Property Owner: P ulte Homes of Texas , L.P., c/o S tephen As hloc k Case History: T his is the sec ond cons ideration of this reques t. T his reques t was cons idered by the P lanning and Zoning C ommission at their May 18, 2021 meeting. Recommended Action: Approval Intergovernmental and Interdepartmental Review: T he submitted C ons truction P lans was reviewed by the applicable C ity departments and Williamson C ounty (if applicable). T hese applications are reviewed to ensure c onsistenc y with the development s tandards of the Unified Development C ode (UDC ) and other applicable codes. All tec hnical comments have been addressed by the Applicant. In ac cordance with Unified Development C ode (UDC ) S ection 3.08.100.D, a C onstruc tion P lan is s ubjec t to the following approval c riteria: Approval Criteria Complies Conditionally Complies Does Not Comply a. T he Development Engineer s hall approve c onstruc tion plans that are s ubmitted and sufficiently show compliance with any C ity- approved or adopted des ign or cons truction criteria manuals or in the abs enc e of C ity-approved or adopted design requirements, standard engineering prac tic es . x b. T he C ity reserves the right to require correc tions to ac tual c onditions in the field that are found to be c ontrary to or omitted from submitted plans . x c . T he Development Engineer shall not approve C ons truction P lans that do not adequately represent cons truction of the approved Page 54 of 1965 infras tructure and public improvements included in the approved P reliminary P lat or P reliminary F inal P lat. x d. C ons truction P lans s hall not be approved until an Elec tric Utility S ervices Availability Letter, as defined by the C ode, has been s ubmitted to the C ity. x Approval Criteria Complies Conditionally Complies Does Not Comply F IN AN C IAL IMPAC T: None. T he applicant has paid the required application fees . S UB MIT T E D B Y: Lua S aluone AT TAC H ME N T S: Description Type Exhibit A. Review Checklis t Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Page 55 of 1965 Review Comments Checklist Page 1 of 3 Construction Plan Application Information Case Number 2021-18-CON Date Filed 07/05/2021 Project Name Ridgetop Vista Drive Phase B Address/Location Ridgetop Vista Dr from Ronald Reagan Blvd to Martingale Dr Case Manager Utility Engineering Edwards Aquifer Recharge Zoning PUD Summary of Review Comments by Department Detailed comments can be found in Exhibit B. Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☒ ☐ ☐ ☐ Compliance with Design Manuals City Construction Specifications and Standards Manual 1.12 ☒ ☐ ☐ ☐ Drainage Criteria Manual 1.13 ☒ ☐ ☐ ☐ Subdivision of Land 3.08 ☒ ☐ ☐ ☐ Comprehensive Plan 1.08 ☒ ☐ ☐ ☐ Stormwater Management & Water Quality Environmental Protection 11.01 ☒ ☐ ☐ ☐ Impervious Cover Ratio 11.02 ☐ ☐ ☐ ☒ Stormwater Management 11.04 ☒ ☐ ☐ ☐ Water Quality 11.07 ☐ ☐ ☐ ☒ Circulation Subdivision and Street Design 12.05 ☒ ☐ ☐ ☐ Streets OTP Road Widths 12.02 ☒ ☐ ☐ ☐ Other Road Widths 12.03 ☒ ☐ ☐ ☐ Page 56 of 1965 Page 2 of 3 Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Design Standards 12.06 ☒ ☐ ☐ ☐ Public Improvements General Requirements 13.02 ☒ ☐ ☐ ☐ Utility Easements 12.03 ☐ ☐ ☐ ☒ Public Water Standards 13.04 ☒ ☐ ☐ ☐ Public Wastewater Standards 13.05 ☐ ☐ ☐ ☒ Electrical and Communications 13.06 ☐ ☐ ☐ ☒ Master Plan Infrastructure 13.07 ☐ ☐ ☐ ☒ Engineering Study (Decel) 3.19.050 ☐ ☐ ☐ ☒ Planning Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Residential Boundary Walls 8.07.060 ☐ ☐ ☐ ☒ Residential Mail Mailbox Kiosks 12.060.H ☐ ☐ ☐ ☒ Landscaping and Tree Preservation Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☒ ☐ ☐ ☐ Tree Preservation Heritage, Protected, and Tree Mitigation 8.02.030-40 ☒ ☐ ☐ ☐ Stormwater Management System Design General Design Requirements 11.04.030 ☒ ☐ ☐ ☐ Stormwater Management 11.06.050 ☒ ☐ ☐ ☐ Page 57 of 1965 Page 3 of 3 Landscaping and Tree Preservation Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Design and Technical Standards Street Tree 12.06 ☒ ☐ ☐ ☐ Pedestrian & Bicycle Mobility 12.07.010 ☒ ☐ ☐ ☐ Fire Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number International Fire Code 7.02.010 ☒ ☐ ☐ ☐ Williamson County See attached review letter. Page 58 of 1965 SITE RONA L D R E A G A N B L V D . C.R . 2 4 5 RONA L D R E A G A N B L V D . C.R . 2 4 5 shall revise the design as necessary. There are existing water pipelines, underground telephone vicinity of this project. The Contractor shall contact all cables and other above and below ground utilities in the appropriate companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer who Warning! GEORGETOWN, TX 78626 STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS 512.930.9412 SERVICES METRO ADDRESS 1978 S. AUSTIN AVENUE WEB NOTE: CONTRACTOR IS TO FURNISH A SET OF CONSTRUCTION PLANS BACK TO THE ENGINEER AT THE END OF THE PROJECT WITH ALL DEVIATIONS NOTED IN RED INK ON THE PLAN SHEETS. CONTRACTOR SHALL NOT RECEIVE FINAL PAYMENT UNTIL COMPLETE "AS-BUILT" SET IS RETURNED TO ENGINEER. TEXAS ONE-CALL 800-344-8377 TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 Th e s e d r a w i n g s a r e t h e s o l e p r o p e r t y o f S T E G E R & B I Z Z E L L E N G I N E E R I N G , I N C . T h e u s e o f t h e s e d r a w i n g s i s h e r e b y r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e p r e p a r e d . R e p r o d u c t i o n o r r e u s e o f t h e s e d r a w i n g s i n w h o l e o r i n p a r t w i t h o u t w r i t t e n p e r m i s s i o n o f S T E G E R & B I Z Z E L L E N G I N E E R I N G , I N C . i s s t r i c t l y p r o h i b i t e d . Submitted By: Date APPROVED for the City of Georgetown: Bryan E. Moore, P.E. Submitted By: Date CONSTRUCTION PLANS FOR SUN CITY RIDGETOP VISTA DRIVE PHASE B DRAINAGE, PAVING, WASTEWATER AND WATER SYSTEM IMPROVEMENTS CITY OF GEORGETOWN WILLIAMSON COUNTY, TEXAS 2021-18-CON APPROVED for the City of Georgetown: Bryan E. Moore, P.E. Project Number: 22226-NH77-02 1 of 44 2021-18-CON Location Map 1" = 3000' RIDGETOP VISTA DRIVE BENCHMARKS: B.M. NH50 34951 Kickapoo Creek Lane and Salado Creek Lane (PK Nail in Pavement) ELEV = 904.97 N = 10,237,409.60 E = 3,106,552.84 David Munk P.E. Development Engineer Date According to the approval of the Planning and Zoning Commission on ( / / ). PP-2015-020 P&Z APPROVED SEPTEMBER 18, 2018 NOTE: 1.These construction plans were prepared, sealed, signed, and dated by a Texas Licensed Professional Engineer. Therefore based on the engineer's concurrence of compliance, the construction plans for construction of the proposed project are hereby approved subject to the Standard Construction Specifications and Details Manual and all other applicable City, State and Federal Requirements and Codes. 2.This project is subject to all City Standard Specifications and Details in effect at the time of submittal of the project to the City. 4.A Geologic Assessment, in accordance with the City of Georgetown Water Quality Regulations, was completed on August 7, 2015. Any springs and streams as identified in the Geologic Assessment are shown herein. 5.The project limits of construction is 14.9 acres. 6.All bearings and coordinates are referenced to the Texas Coordinate System, Central Zone. NAD 83 horizontal control datum and NGVD 29 vertical control datum. All distances and coordinates are surface and may be converted to grid by multiplying by the combined scale factor of 0.999856056. The translation of the Sun City coordinate system to NAD 83 / 93 HARN coordiante sytstem and the NAVD 88 Vertical Datum are as follows: (NAD83) Northing -1.83' = Northing (NAD 83 / 93 HARN) (NAD83) Easting -1.49' = Easting (NAD 83 / 93 HARN) (NGVD29) Elevation +0.35' = Elevation (NAD 83 / 93 HARN) 7.All electric and communication infrastructure must follow UDC section 13.06 8.All electric distribution lines and individual service lines shall be installed underground. If overhead lines existed prior to underground installation, such poles, guy wires, and related structures shall be removed following construction of the underground infrastructure. 9.All bearings and coordinates are referenced to the Texas Coordinate System, Central Zone. NAD 83 horizontal control datum and NGVD 29 vertical control datum. All distances and coordinates are surface and may be converted to grid by multiplying by the combined scale factor of 0.999856056. The translation of the Sun City coordinate system to NAD 83 / 93 HARN coordiante sytstem and the NAVD 88 Vertical Datum are as follows: (NAD83) Northing -1.83' = Northing (NAD 83 / 93 HARN) (NAD83) Easting -1.49' = Easting (NAD 83 / 93 HARN) (NGVD29) Elevation +0.35' = Elevation (NAD 83 / 93 HARN) Sheet List Table Sheet Number Sheet Title 01 COVER 02 GENERAL NOTES (1 OF 2) 03 GENERAL NOTES (2 OF 2) 04 EXISTING DRAINAGE PLAN (1 OF 2) 05 EXISTING DRAINAGE PLAN (2 OF 2) 06 DEVELOPED DRAINAGE PLAN (1 OF 2) 07 DEVELOPED DRAINAGE PLAN (2 OF 2) 08 INLET CALCULATIONS (1 OF 2) 09 INLET CALCULATIONS (2 OF 2) 10 EROSION AND SEDIMENTATION CONTROL PLAN 11 EROSION AND SEDIMENTATION CONTROL DETAILS 12 RIDGETOP VISTA DRIVE (1 OF 5) 13 RIDGETOP VISTA DRIVE (2 OF 5) 14 RIDGETOP VISTA DRIVE (3 OF 5) 15 RIDGETOP VISTA DRIVE (4 OF 5) 16 RIDGETOP VISTA DRIVE (5 OF 5) 17 OVERALL STORMWATER PLAN 18 STORM SYSTEM C PLAN & PROFILES 19 STORM SYSTEM D PLAN & PROFILES (1 OF 2) 20 STORM SYSTEM D PLAN & PROFILES (2 OF 2) 21 STORM SYSTEMS E AND G PLAN AND PROFILES 22 STORM SEWER SYSTEM F PLAN AND PROFILE 23 STORM SEWER SYSTEM F LATERAL PROFILES 24 PAVING DRAINAGE DETAILS (1 OF 3) 25 PAVING DRAINAGE DETAILS (2 OF 3) 26 PAVING DRAINAGE DETAILS (3 OF 3) 27 OVERALL WASTEWATER PLAN 28 WW-E, F, AND G RTV PROFILE 29 24 IN FORCEMAIN PLAN AND PROFILE (1 OF 3) 30 24 IN FORCEMAIN PLAN AND PROFILE (2 OF 3) 31 24 IN FORCEMAIN PLAN AND PROFILE (3 OF 3) 32 WASTEWATER DETAILS (1 OF 2) 33 WASTEWATER DETAILS (2 OF 2) 34 OVERALL WATER PLAN 35 WATR-E PROFILE (1 OF 4) 36 WATR-E PROFILE (2 OF 4) 37 WATR-E PROFILE (3 OF 4) 38 WATR-E PROFILE (4 OF 4) 39 WATER DETAILS 40 STRIPING AND SIGNAGE PLAN 41 STRIPING AND SIGNAGE DETAILS 42 TRAFFIC CONTROL DETAIL 43 INTERSECTION DETAILS (1 OF 2) 44 INTERSECTION DETAILS (2 OF 2) FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 1 C O V E R . d w g , 7 / 2 / 2 0 2 1 4 : 1 5 : 4 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 59 of 1965 TEXAS COMMISSION ON ENVIRONMENTAL QUALITY WATER POLLUTION ABATEMENT PLAN GENERAL CONSTRUCTION NOTES 1.Written construction notification must be given to the appropriate TCEQ regional office no later than 48 hours prior to commencement of the regulated activity. Information must include the date on which the regulated activity will commence, the name of the approved plan for the regulated activity, and the name of the prime contractor and the name and telephone number of the contact person. 2.All contractors conducting regulated activities associated with this project must be provided with complete copies of the approved Water Pollution Abatement Plan and the TCEQ letter indicating the specific conditions of its approval. During the course of these regulated activities, the contractors are required to keep on-site copies of the approved plan and approval letter. 3.If any sensitive feature is discovered during construction, all regulated activities near the sensitive feature must be suspended immediately. The appropriate TCEQ regional office must be immediately notified of any sensitive features encountered during construction. The regulated activities near the sensitive feature may not proceed until the TCEQ has reviewed and approved the methods proposed to protect the sensitive feature and the Edwards Aquifer from any potentially adverse impacts to water quality. 4.No temporary aboveground hydrocarbon and hazardous substance storage tank system is installed within 150 feet of a domestic, industrial, irrigation, or public water supply well, or other sensitive feature. 5.Prior to commencement of construction, all temporary erosion and sedimentation (E&S) control measures must be properly selected, installed, and maintained in accordance with the manufacturers specifications and good engineering practices. Controls specified in the temporary storm water section of the approved Edwards Aquifer Protection Plan are required during construction. If inspections indicate a control has been used inappropriately, or incorrectly, the applicant must replace or modify the control for site situations. The controls must remain in place until disturbed areas are revegetated and the areas have become permanently stabilized. 6.If sediment escapes the construction site, off-site accumulations of sediment must be removed at a frequency sufficient to minimize offsite impacts to water quality (e.g., fugitive sediment in street being washed into surface streams or sensitive features by the next rain). 7.Sediment must be removed from sediment traps or sedimentation ponds not later than when design capacity has been reduced by 50%. A permanent stake must be provided that can indicate when the sediment occupies 50% of the basin volume. 8.Litter, construction debris, and construction chemicals exposed to stormwater shall be prevented from becoming a pollutant source for stormwater discharges (e.g., screening outfalls, picked up daily). 9.All spoils (excavated material) generated from the project site must be stored on-site with proper E&S controls. For storage or disposal of spoils at another site on the Edwards Aquifer Recharge Zone, the owner of the site must receive approval of a water pollution abatement plan for the placement of fill material or mass grading prior to the placement of spoils at the other site. 10.Stabilization measures shall be initiated as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. Where the initiation of stabilization measures by the 14th day after construction activity temporary or permanently cease is precluded by weather conditions, stabilization measures shall be initiated as soon as practicable. Where construction activity on a portion of the site is temporarily ceased, and earth disturbing activities will be resumed within 21 days, temporary stabilization measures do not have to be initiated on that portion of site. In areas experiencing droughts where the initiation of stabilization measures by the 14th day after construction activity has temporarily or permanently ceased is precluded by seasonal arid conditions, stabilization measures shall be initiated as soon as practicable. 11.The following records shall be maintained and made available to the TCEQ upon request: the dates when major grading activities occur; the dates when construction activities temporarily or permanently cease on a portion of the site; and the dates when stabilization measures are initiated. 12.The holder of any approved Edward Aquifer protection plan must notify the appropriate regional office in writing and obtain approval from the executive director prior to initiating any of the following: A.any physical or operational modification of any water pollution abatement structure(s), including but not limited to ponds, dams, berms, sewage treatment plants, and diversionary structures; B.any change in the nature or character of the regulated activity from that which was originally approved or a change which would significantly impact the ability of the plan to prevent pollution of the Edwards Aquifer; C.any development of land previously identified as undeveloped in the original water pollution abatement plan. Austin Regional Office 12100 Park 35 Circle Building A, 1st Floor Austin, Texas 78753 Phone (512) 339-2929 Fax (512) 339-3795 CITY OF GEORGETOWN GENERAL NOTES 1.These construction plans were prepared, sealed, signed and dated by a Texas Licensed Professional Engineer. Therefore based on the engineer’s concurrence of compliance, the construction plans for construction of the proposed project are hereby approved subject to the standard Construction Specifications and Details Manual and all other applicable City, State and Federal Requirements and Codes. 2.This project is subject to all City Standard Specifications and Details in effect at the time of submittal of the project to the City. 3.The site construction plans shall meet all requirements of the approved site plan. 4.Wastewater mains and service lines shall be SDR 26 PVC. 5.Wastewater mains shall be installed without horizontal or vertical bends. 6.Maximum distance between wastewater manholes is 500 feet. 7.Wastewater mains shall be low pressure air tested and mandrel tested by the contractor according to the City of Georgetown and TCEQ requirements. 8.Wastewater manholes shall be vacuum tested and coated by the contractor according to City of Georgetown and TCEQ requirements. 9.Wastewater mains shall be camera tested by the contractor and submitted to the City on DVD format prior to paving the streets. 10.Private water system fire lines shall be tested by the contractor to 200 psi for 2 hours. 11.Private water system fire lines shall be ductile iron piping from the water main to the building sprinkler system, and 200 psi C900 PVC for all others. 12.Public water system mains shall be 150 psi C900 PVC and tested by the contractor at 150 psi for 4 hours. 13.All bends and changes in direction on water mains shall be restrained and thrust blocked. 14.Long fire hydrant leads shall be restrained. 15.All water lines are to be bacteria tested by the contractor according to the City standards and specifications. 16.Water and Sewer main crossings shall meet all requirements of the TCEQ and the City. 17.Flexible base material for public streets shall be TXDOT Type A Grade 1. 18.Hot mix asphaltic concrete pavement shall be Type D unless otherwise specified and shall be a minimum of 2 inches thick on public streets and roadways. 19.All sidewalk ramps and sidewalks not intended to be constructed with the individual houses shall be installed with the public infrastructure. 20.A maintenance bond is required to be submitted to the City prior to acceptance of the public improvements. This bond shall be established for 2 years in the amount of 10% of the cost of the public improvements and shall follow the City format. 21.Record drawings of the public improvements shall be submitted to the City by the design engineer prior to acceptance of the project. These drawings shall be TIFF or PDF disk (300 dpi). GENERAL CONSTRUCTION NOTES 1.Prior to beginning construction, the Owner or his authorized representative, shall convene a Pre-Construction Conference between the City of Georgetown, Engineer, Contractor, County Engineer (if applicable), Texas Commission on Environmental Quality Field Office, and any other affected parties. Notify all such parties at least 48 hours prior to the time of the conference and 48 hours prior to beginning construction. 2.Any existing utilities, pavement, curbs, and/or sidewalks damaged or removed shall be repaired by the Contractor at his expense before acceptance of the project. 3.The location of any existing water, wastewater lines or other utilities shall be verified by the City of Georgetown & other utility providers prior to construction. 4.Manhole frames, covers, water valve covers, etc., shall be raised to finished pavement grade at the Contractor's expense by a qualified contractor with City inspection. All utility adjustments shall be completed prior to final paving construction. 5.Steger Bizzell has endeavored to design these plans compliant with ADA/TDLR and other accessibility requirements. However, the contractor shall not be relieved of any responsibility for constructing these improvements compliant with all applicable accessibility standards. If the contractor notices any discrepancies between these plans and accessibility laws/rules, he is to stop work in the area of conflict and notify Steger Bizzell immediately for a resolution and/or revision to these plans. Steger Bizzell shall not be held responsible for constructing this site compliant with accessibility laws/rules regardless of what is shown in these plans. 6.Topography based upon LiDAR survey dated January 23, 2015 and supplemental ground survey by McKim and Creed, dated April 24, 2017. The contractor shall notify the design engineer in writing of any discrepancies discovered during construction prior to proceeding. PERMANENT EROSION CONTROL NOTES 1.All disturbed areas shall be restored as noted below: a.A minimum of four inches of imported sandy loam topsoil or approved equal shall be placed in all drainage channels (except rock) and on all cleared areas. b.Grass areas may be sodded, plugged, sprigged or seeded except that solid sod shall be used in swales or other areas subject to erosion. The seeding for permanent erosion control shall be applied over areas disturbed by construction as follows, unless specified elsewhere: i. From September 15 to March 1, seeding shall be with a combination of 1 pound per 1,000 square feet of unhulled Bermuda and 7 pounds per 1,000 square feet of Winter Rye with a purity of 95% with 90% germination. ii.From March 2 to September 14, seeding shall be with hulled Bermuda at a rate of 3 pounds per 1,000 square feet with a purity of 95% with 85% germination. c. Fertilizer shall be slow release granular or pelleted type and shall have an analysis of 15-15-15 and shall be applied at the rate of 23 pounds per acre once at the time of planting and again once during the time of establishment. d. All planted areas shall be provided with a readily available water supply and watered as necessary to ensure continuous healthy growth and development. The planted area shall be irrigated or sprinkled in a manner that will not erode the top soil, but will sufficiently soak the soil to a depth of six inches. The irrigation shall occur at ten-day intervals during the first two months. Rainfall occurrences of 1/2 inch or more shall postpone the watering schedule for one week. e. Mulch type used shall be Mulch, applied at a rate of 1,500 pounds per acre. 2.Disturbed areas within areas to become public shall be re-vegetated to the City of Georgetown requirements. See section G7 of the City of Georgetown Specifications. TEMPORARY EROSION CONTROL NOTES 1.The Contractor shall install erosion/sedimentation controls and tree protective fencing prior to any site preparation work (clearing grubbing or excavation). 2.The placement of erosion/sedimentation controls shall be in accordance with the EROSION & SEDIMENTATION CONTROL PLAN 3.Any significant variation in materials or locations of controls or fences from those shown on the approved plans must be approved by the City Engineer. 4.The Contractor is required to inspect all controls and fences at weekly intervals and after significant rainfall events to insure that they are functioning properly. The person(s) responsible for maintenance of controls and fences shall immediately make any necessary repairs to damaged areas. Silt accumulation at controls must be removed when the depth reaches six (6) inches. 5.Prior to final acceptance, haul roads and waterway crossings constructed for temporary Contractor access must be removed, accumulated sediment removed from the waterway and the area restored to the original grade and revegetated. All land clearing debris shall be disposed of in approved spoil disposal sites. 6.Field revisions to the EROSION & SEDIMENTATION CONTROL PLAN required by the Engineer or field inspector with the Texas Commission may be on Environmental Quality (TCEQ) during the course of construction to correct control inadequacies. Major revisions must be approved by the (TCEQ). 7.Add feature information upon receipt of Geologic Assessment. TCEQ WATER DISTRIBUTION SYSTEM GENERAL CONSTRUCTION NOTES 1.This water distribution system must be constructed in accordance with the current Texas Commission on Environmental Quality (TCEQ) Rules and Regulations for Public Water Systems 30 Texas Administrative Code (TAC) Chapter 290 Subchapter D. When conflicts are noted with local standards, the more stringent requirement shall be applied. Construction for public water systems must always, at a minimum, meet TCEQ's "Rules and Regulations for Public Water Systems. 2.An appointed engineer shall notify in writing the local TCEQ's Regional Office when construction will start. Please keep in mind that upon completion of the water works project, the engineer or owner shall notify the commission's Water Supply Division, in writing, as to its completion and attest to the fact that the work has been completed essentially according to the plans and change orders on file with the commission as required in 30 TAC §290.39(h)(3). 3.All newly installed pipes and related products must conform to American National Standards Institute (ANSI)/NSF International Standard 61 and must be certified by an organization accredited by ANSI, as required by 30 TAC §290.44(a)(1). 4.Plastic pipe for use in public water systems must bear the NSF International Seal of Approval (NSF-pw) and have an ASTM design pressure rating of at least 150 psi or a standard dimension ratio of 26 or less, as required by 30 TAC §290.44(a)(2). 5.No pipe which has been used for any purpose other than the conveyance of drinking water shall be accepted or relocated for use in any public drinking water supply, as required by 30 TAC §290.44(a)(3). 6.Water transmission and distribution lines shall be installed in accordance with the manufacturer's instructions. However, the top of the water line must be located below the frost line and in no case shall the top of the water line be less than 24 inches below ground surface, as required by 30 TAC §290.44(a)(4). 7.Pursuant to 30 TAC §290.44(a)(5), the hydrostatic leakage rate shall not exceed the amount allowed or recommended by the most current AWWA formulas for PVC pipe, cast iron and ductile iron pipe. Include the formulas in the notes on the plans. ·The hydrostatic leakage rate for polyvinyl chloride (PVC) pipe and appurtenances shall not exceed the amount allowed or recommended by formulas in America Water Works Association (AWWA) C-605 as required in 30 TAC §290.44(a)(5). Please ensure that the formula for this calculation is correct and most current formula is in use; Q = L x D x P1/2 148,000 Q = the quantity of makeup water in gallons per hour, L = the length of the pipe section being tested, in feet, D = the nominal diameter of the pipe in inches, and P = the average test pressure during the hydrostatic test in pounds per square inch (psi). ·The hydrostatic leakage rate for ductile iron (DI) pipe and appurtenances shall not exceed the amount allowed or recommended by formulas in America Water Works Association (AWWA) C-600 as required in 30 TAC §290.44(a)(5). Please ensure that the formula for this calculation is correct and most current formula is in use; L = S x D x P1/2 148,000 L = the quantity of makeup water in gallons per hour, S = the length of the pipe section being tested, in feet, D = the nominal diameter of the pipe in inches, and P = the average test pressure during the hydrostatic test in pounds per square inch (psi). 8.The maximum allowable lead content of pipes, pipe fittings, plumbing fittings, and fixtures to 0.25 percent. 9.The system must be designed to maintain a minimum pressure of 35 psi at all points within the distribution network at flow rates of at least 1.5 gallons per minute per connection. When the system is intended to provide firefighting capability, it must also be designed to maintain a minimum pressure of 20 psi under combined fire and drinking water flow conditions as required by 30 TAC §290.44(d). 10.The contractor shall install appropriate air release devices in the distribution system at all points where topography or other factors may create air locks in the lines. All vent openings to the atmosphere shall be covered with 16-mesh or finer, corrosion resistant screening material or an acceptable equivalent as required by 30 TAC §290.44(d)(1). 11.Pursuant to 30 TAC §290.44(d)(4), accurate water meters shall be provided. Service connections and meter locations should be shown on the plans. 12.Pursuant to 30 TAC §290.44(d)(5), sufficient valves and blowoffs to make repairs. The engineering report shall establish criteria for this design. 13.Pursuant to 30 TAC §290.44(d)(6), the system shall be designed to afford effective circulation of water with a minimum of dead ends. All dead-end mains shall be provided with acceptable flush valves and discharge piping. All dead-end lines less than two inches in diameter will not require flush valves if they end at a customer service. Where dead ends are necessary as a stage in the growth of the system, they shall be located and arranged to ultimately connect the ends to provide circulation. 14.The contractor shall maintain a minimum separation distance in all directions of nine feet between the proposed waterline and wastewater collection facilities including manholes and septic tank drainfields. If this distance cannot be maintained, the contractor must immediately notify the project engineer for further direction. Separation distances, installation methods, and materials utilized must meet 30 TAC §290.44(e)(1- 4) of the current rules. 15.Pursuant to 30 TAC §290.44(e)(5), the separation distance from a potable waterline to a wastewater main or lateral manhole or cleanout shall be a minimum of nine feet. Where the nine-foot separation distance cannot be achieved, the potable waterline shall be encased in a joint of at least 150 psi pressure class pipe at least 18 feet long and two nominal sizes larger than the new conveyance. The space around the carrier pipe shall be supported at five-foot intervals with spacers or be filled to the springline with washed sand. The encasement pipe shall be centered on the crossing and both ends sealed with cement grout or manufactured sealant. 16.Pursuant to 30 TAC §290.44(e)(6), fire hydrants shall not be installed within nine feet vertically or horizontally of any wastewater line, wastewater lateral, or wastewater service line regardless of construction. 17.Pursuant to 30 TAC §290.44(e)(7), suction mains to pumping equipment shall not cross wastewater mains, wastewater laterals, or wastewater service lines. Raw water supply lines shall not be installed within five feet of any tile or concrete wastewater main, wastewater lateral, or wastewater service line. 18.Pursuant to 30 TAC §290.44(e)(8), waterlines shall not be installed closer than ten feet to septic tank drainfields. 19.Pursuant to 30 TAC §290.44(f)(1), the contractor shall not place the pipe in water or where it can be flooded with water or sewage during its storage or installation. 20.Pursuant to 30 TAC §290.44(f)(2), when waterlines are laid under any flowing or intermittent stream or semi-permanent body of water the water main shall be installed in a separate watertight pipe encasement. Valves must be provided on each side of the crossing with facilities to allow the underwater portion of the system to be isolated and tested. 21.The contractor shall disinfect the new water mains in accordance with AWWA Standard C-651 and then flush and sample the lines before being placed into service. Samples shall be collected for microbiological analysis to check the effectiveness of the disinfection procedure which shall be repeated if contamination persists. A minimum of one sample for each 1,000 feet of completed water line will be required or at the next available sampling point beyond 1,000 feet as designated by the design engineer, in accordance with 30 TAC §290.44(f)(3). SEQUENCE OF CONSTRUCTION 1.Temporary erosion and sedimentation controls are to be installed as indicated on the approved construction plan and in accordance with the Stormwater Pollution Prevention Plan (SWPPP) that is required to be posted on the site. Install tree protection and initiate tree mitigation measures. 2.Prior to beginning construction, the Owner or his authorized representative, shall convene a Pre-Construction Conference between the City of Georgetown, Engineer, Contractor, County Engineer (if applicable), Texas Commission on Environmental Quality Field Office, and any other affected parties. Notify all such parties at least 48 hours prior to the time of the conference and 48 hours prior to beginning construction. 3.The Environmental Project Manager, and/or Site Supervisor, and/or Designated Responsible Party, and the General Contractor will follow the Storm Water Pollution Prevention Plan (SWPPP) posted on the site. Temporary erosion and sedimentation controls will be revised, if needed, to comply with City Inspectors' directives, and revised construction schedule relative to the water quality plan requirements and the erosion plan. 4.Rough grade the pond(s) at 100% proposed capacity. Either the permanent outlet structure or a temporary outlet must be constructed prior to development of embankment or excavation that leads to ponding conditions. The outlet system shall be protected from erosion and shall be maintained throughout the course of construction until installation of the permanent water quality pond(s). 5.Temporary erosion and sedimentation controls will be inspected and maintained in accordance with the Storm Water Pollution Prevention Plan (SWPPP) posted on the site. 6.Begin site clearing/construction activities. 7.Permanent water quality ponds or controls will be cleaned out and filter media will be installed prior to/concurrently with revegetation of site. 8.Complete construction and start revegetation of the site and installation of landscaping. 9.Upon completion of the site construction and revegetation of a project site, a final inspection will be scheduled by the appropriate City Inspector. 10.After a final inspection has been conducted by the City Inspector and with approval from the City Inspector, remove the temporary erosion and sedimentation controls and complete any necessary final revegetation resulting from removal of the controls. Conduct any maintenance and rehabilitation of the water quality ponds or controls. ACCESSIBILITY NOTES 1.Project shall be constructed in full compliance with the Texas Accessibility Standards (TAS) 2012. 2.Slopes in the direction of pedestrian travel shall not exceed 5% (1:20) or have a cross slope greater than 2% (1:48). This shall include routes that cross-vehicular ways including but not limited pedestrian/ vehicular ways such as street intersections. A.Exception: Per TAS 405.8 and 68.102 (1) grades at the new sidewalks parallel to the streets shall be equal to, or less than, the street grade. Should the new sidewalks exceed the street grade, and the new sidewalk grades exceed 5% in the direction of travel, ramps complying with TAS 405 are required at these conditions. 3.Curb Ramps: A.Curb ramps shall not exceed 8.3% (1:12) in the direction of pedestrian travel. B.Curb ramps flares (wings) shall not exceed 1:10. C.Minimum width of a curb ramp is 36”. D.Top of the curb ramp must be 2% in all directions for an area 36” wide and 48”deep. E.When truncated domes are used, the truncated dome system shall extend the full width of the curb ramp and for a minimum depth of 24” at the bottom of the curb ramp. F.Returned curb ramps shall only be used where the adjacent surface on one or both sides of the curb ramp do not allow pedestrian travel such as but not limited to stop lights, stop signs and permanently mounted waste receptacles. 4.There shall be no changes in level greater than ¼” on any accessible route or ½” with a 1:2 bevel. 5.Decomposed granite surfaces, or similar Engineer-approved surfaces shall be compacted tight and maintained by the Owner at all times. 6.Provide directional signage using the international symbol of accessibility when not all routes are accessible. Signage shall be placed at the beginning of the route to avoid a patron from proceeding on a non-accessible route. 7.Verify that no plantings or other site elements on circulation paths would be protruding objects based on TAS 307 ( protrudes more 4” and is higher than 27” from the surface and less than 80” from the surface). Contractor shall notify the Engineer before proceeding with any Work, which is in conflict with the Texas Accessibility Standards. Contractor is financially responsible for proceeding with any Work without written direction on any clarification from the Engineer. GENERAL NOTES (1 OF 2) 02 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 4/26/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B TEXAS COMMISSION ON ENVIRONMENTAL QUALITY LIFT STATION AND FORCE MAIN GENERAL CONSTRUCTION NOTES 1.AThis lift station and/or force main must be constructed in accordance with 30 Texas Administrative Code (TAC) §213.5(c), the Texas Commission on Environmental Quality (TCEQ) Edwards Aquifer Rules, and any local government standard specifications. 2.Any modification to the activities described in the referenced Lift Station/Force Main (LSFM) System application following the date of approval may require the submittal of a LSFM System application to modify this approval, including the payment of appropriate fees and all information necessary for its review and approval. 3.A written notice of construction must be submitted to the presiding TCEQ regional office at least 48 hours prior to the start of any regulated activities. This notice must include: -the name of the approved project; -the activity start date; and -the contact information of the prime contractor. 4.Upon completion of any lift station excavation, a geologist must certify that the excavation has been inspected for the presence of sensitive features. The certification must be signed, sealed, and dated by the geologist preparing the certification. Certification that the excavation has been inspected must be submitted to the appropriate regional office. -If sensitive feature(s) are identified, all regulated activities near the sensitive feature must be suspended immediately and may not proceed until the executive director has reviewed and approved the methods proposed to protect any sensitive feature and the Edwards Aquifer from potentially adverse impacts to water quality from the lift station. -Construction may continue if the geologist certifies that no sensitive feature or features were present. 5.If any sensitive features are discovered during the wastewater line trenching activities, all regulated activities near the sensitive feature must be suspended immediately. The applicant must immediately notify the appropriate regional office of the TCEQ of the feature discovery. A geologist's assessment of the location and extent of the feature discovered must be reported to that regional office in writing within two working days. The applicant must submit a plan for ensuring the structural integrity of the sewer line or for modifying the proposed collection system alignment around the feature. The regulated activities near the sensitive feature may not proceed until the executive director has reviewed and approved the methods proposed to protect the sensitive feature and the Edwards Aquifer from any potentially adverse impacts to water quality while maintaining the structural integrity of the line. 6.All force main lines must be tested in accordance with 30 TAC §217.68. Testing method will be: -A pressure test must use 50 pounds per square inch above the normal operating pressure of a force main. -A temporary valve for pressure testing may be installed near the discharge point of a force main and removed after a test is successfully completed. -A pump isolation valve may be used as an opposite termination point. -A test must involve filling a force main with water. -A pipe must hold the designated test pressure for a minimum of 4.0 hours. -The leakage rate must not exceed 10.0 gallons per inch diameter per mile of pipe per day. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 2 G E N E R A L N O T E S ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 5 : 5 3 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 60 of 1965 TEXAS COMMISSION ON ENVIRONMENTAL QUALITY ORGANIZED SEWAGE COLLECTION SYSTEM GENERAL CONSTRUCTION NOTES 1.This Organized Sewage Collection System must be designed and constructed in accordance with the Texas Commission on Environmental Quality's (TCEQ) Edwards Aquifer Rules 30 Texas Administrative Code (TAC) §§213.5(c) and 217.51 - 217.70 and 30 TAC Chapter 217, Subchapter D, and the City of Georgetown Standard Specifications. 2.All contractors conducting regulated activities associated with this proposed regulated project must be provided with copies of the Sewage Collection System plan and the TCEQ letter indicating the specific conditions of its approval. During the course of these regulated activities, the contractors must be required to keep on-site copies of the plan and the approval letter. 3.No later than 48 hours prior to commencing any regulated activity, the applicant or his agent must notify the Austin Regional Office, in writing, of the date on which the regulated activity will begin. 4.Any modification to the activities described in the referenced SCS application following the date of approval may require the submittal of an SCS application to modify this approval, including the payment of appropriate fees and all information necessary for its review and approval. 5.All temporary erosion and sedimentation controls must be installed prior to construction, must be maintained during construction, and must be removed when sufficient vegetation is established to control the erosion and sedimentation and the construction area is stabilized. 6.The sewer line trench details showing the cross section with the dimensions, pipe placement, and backfill instructions are included on Plan Sheets 32 & 33 of these plans. All sewer pipes joints must meet the requirements in 30 TAC §217.53(c) an 217.65. 7.Gravity lines must have a SDR-26 or less. Pressurized sewer systems must have pipe with a minimum working pressure rating of 150 psi. The ASTM, ANSI, or AWWA specification numbers for the pipe(s) and joints are: ASTM D 3034, F679, AWWAC900, CL150. The pipe material, the pressure classes, and the SDR and/or DR designations are: PVC SDR-26, PS-115, DR-18. 8.If any sensitive features are discovered during the wastewater line trenching activities, all regulated activities near the sensitive feature must be suspended immediately. The applicant must immediately notify the appropriate regional office of the Texas Commission on Environmental Quality of the feature discovered. A geologist's assessment of the location and extent of the feature discovered must be reported to that regional office in writing within two working days. The applicant must submit a plan for ensuring the structural integrity of the sewer line or for modifying the proposed collection system alignment around the feature. The regulated activities near the sensitive feature may not proceed until the executive director has reviewed and approved the methods proposed to protect the sensitive feature and the Edwards Aquifer from any potentially adverse impacts to water quality while maintaining the structural integrity of the line. 9.Sewer lines located within or crossing the 5-year floodplain of a drainage way will be protected from inundation and stream velocities which could cause erosion and scouring of backfill. The trench must be capped with concrete to prevent scouring of backfill, or the sewer lines must be encased in concrete. All concrete shall have a minimum thickness of six (6) inches. 10.Blasting procedures for protection of existing sewer lines and other utilities will be in accordance with the National Fire Protection Association criteria. Sand is not allowed as bedding or backfill in trenches that have been blasted. If any existing sewer lines are damaged, the lines must be repaired and retested. 11.All manholes constructed or rehabilitated on this project must have watertight size on size resilient connectors allowing for differential settlement. If manholes are constructed within the 100-year floodplain, the cover must have a gasket and be bolted to the ring. Where gasketed manhole covers are required for more than three manholes in sequence or for more than 1500 feet, alternate means of venting will be provided. Bricks are not an acceptable construction material for any portion of the manhole. The diameter of the manholes must be a minimum of four feet and the manhole for entry must have a minimum clear opening diameter of 30 inches. These dimensions and other details showing compliance with the commission's rules concerning manholes and sewer line/manhole inverts described in 30 TAC §217.55 are included on Plan Sheets 32 & 33. It is suggested that entrance into manholes in excess of four feet deep be accomplished by means of a portable ladder. The inclusion of steps in a manhole is prohibited. 12.Where water lines and new sewer line are installed with a separation distance closer than nine feet (i.e., water lines crossing wastewater lines, water lines paralleling wastewater lines, or water lines next to manholes) the installation must meet the requirements of 30 TAC §217.53(d) (Pipe Design) and 30 TAC §290.44(e) (Water Distribution). 13.Where sewers lines deviate from straight alignment and uniform grade all curvature of sewer pipe must be achieved by the following procedure which is recommended by the pipe manufacturer: NOT APPLICABLE. If pipe flexure is proposed, the following method of preventing deflection of the joint must be used: NOT APPLICABLE. Specific care must be taken to ensure that the joint is placed in the center of the trench and properly bedded in accordance with 30 TAC §217.54. 14.New sewage collection system lines must be constructed with stub outs for the connection of anticipated extensions. The location of such stub outs must be marked on the ground such that their location can be easily determined at the time of connection of the extensions. Such stub outs must be manufactured wyes or tees that are compatible in size and material with both the sewer line and the extension. At the time of original construction, new stub-outs must be constructed sufficiently to extend beyond the end of the street pavement. All stub-outs must be sealed with a manufactured cap to prevent leakage. Extensions that were not anticipated at the time of original construction or that are to be connected to an existing sewer line not furnished with stub outs must be connected using a manufactured saddle and in accordance with accepted plumbing techniques. If no stub-out is present an alternate method of joining laterals is shown in the detail on Plan Sheet 32. (For potential future laterals). The private service lateral stub-outs must be installed as shown on the plan and profile sheets on Plan Sheets 27 and marked after backfilling as shown in the detail on Plan Sheet 33. 15.Trenching, bedding and backfill must conform with 30 TAC §217.54. The bedding and backfill for flexible pipe must comply with the standards of ASTM D-2321, Classes IA, IB, II or III. Rigid pipe bedding must comply with the requirements of ASTM C 12 (ANSI A 106.2) classes A, B or C. 16.Sewer lines must be tested from manhole to manhole. When a new sewer line is connected to an existing stub or clean-out, it must be tested from existing manhole to new manhole. If a stub or clean-out is used at the end of the proposed sewer line, no private service attachments may be connected between the last manhole and the cleanout unless it can be certified as conforming with the provisions of 30 TAC §213.5(c)(3)(E). 17.All sewer lines must be tested in accordance with 30 TAC §217.57. The engineer must retain copies of all test results which must be made available to the executive director upon request. The engineer must certify in writing that all wastewater lines have passed all required testing to the appropriate regional office within 30 days of test completion and prior to use of the new collection system. Testing method will be: 17.a.For a collection system pipe that will transport wastewater by gravity flow, the design must specify an infiltration and exfiltration test or a low-pressure air test. A test must conform to the following requirements: 17.a.1.Low Pressure Air Test. 17.a.1.A.A low pressure air test must follow the procedures described in American Society For Testing And Materials (ASTM) C-828, ASTM C-924, or ASTM F-1417 or other procedure approved by the executive director, except as to testing times as required in Table C.3 in subparagraph (C) of this paragraph or Equation C.3 in subparagraph (B)(ii) of this paragraph. 17.a.1.B.For sections of collection system pipe less than 36 inch average inside diameter, the following procedure must apply, unless a pipe is to be tested as required by paragraph (2) of this subsection. 17.a.1.B.a.A pipe must be pressurized to 3.5 pounds per square inch (psi) greater than the pressure exerted by groundwater above the pipe. 17.a.1.B.b.Once the pressure is stabilized, the minimum time allowable for the pressure to drop from 3.5 psi gauge to 2.5 psi gauge is computed from the following equation: Equation C.3 T = 0.085 x D x K Q Where: T =time for pressure to drop 1.0 pound per square inch gauge in seconds K =0.000419 X D X L, but not less than 1.0 D =average inside pipe diameter in inches L =length of line of same size being tested, in feet Q =rate of loss, 0.0015 cubic feet per minute per square foot internal surface Since a K value of less than 1.0 may not be used, the minimum testing time for each pipe diameter is shown in the following Table C.3: 17.a.1.C.An owner may stop a test if no pressure loss has occurred during the first 25% of the calculated testing time. 17.a.1.D.If any pressure loss or leakage has occurred during the first 25% of a testing period, then the test must continue for the entire test duration as outlined above or until failure. 17.a.1.E.Wastewater collection system pipes with a 27 inch or larger average inside diameter may be air tested at each joint instead of following the procedure outlined in this section. 17.a.1.F.A testing procedure for pipe with an inside diameter greater than 33 inches must be approved by the executive director. 17.a.2.Infiltration/Exfiltration Test. 17.a.2.A.The total exfiltration, as determined by a hydrostatic head test, must not exceed 50 gallons per inch of diameter per mile of pipe per 24 hours at a minimum test head of 2.0 feet above the crown of a pipe at an upstream manhole. 17.a.2.B.An owner shall use an infiltration test in lieu of an exfiltration test when pipes are installed below the groundwater level. 17.a.2.C.The total exfiltration, as determined by a hydrostatic head test, must not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of two feet above the crown of a pipe at an upstream manhole, or at least two feet above existing groundwater level, whichever is greater. 17.a.2.D.For construction within a 25-year flood plain, the infiltration or exfiltration must not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head as in subpargraph (C) of this paragraph. 17.a.2.E.If the quantity of infiltration or exfiltration exceeds the maximum quantity specified, an owner shall undertake remedial action in order to reduce the infiltration or exfiltration to an amount within the limits specified. An owner shall retest a pipe following a remediation action. 17.b.If a gravity collection pipe is composed of flexible pipe, deflection testing is also required. The following procedures must be followed: 17.b.1.For a collection pipe with inside diameter less than 27 inches, deflection measurement requires a rigid mandrel. 17.b.1.A.Mandrel Sizing. 17.b.1.A.a.A rigid mandrel must have an outside diameter (OD) not less than 95% of the base inside diameter (ID) or average ID of a pipe, as specified in the appropriate standard by the ASTMs, American Water Works Association, UNI-BELL, or American National Standards Institute, or any related appendix. 17.b.1.A.b.If a mandrel sizing diameter is not specified in the appropriate standard, the mandrel must have an OD equal to 95% of the ID of a pipe. In this case, the ID of the pipe, for the purpose of determining the OD of the mandrel, must equal be the average outside diameter minus two minimum wall thicknesses for OD controlled pipe and the average inside diameter for ID controlled pipe. 17.b.1.A.c.All dimensions must meet the appropriate standard. 17.b.1.B.Mandrel Design. 17.b.1.B.a.A rigid mandrel must be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. 17.b.1.B.b.A mandrel must have nine or more odd number of runners or legs. 17.b.1.B.c.A barrel section length must equal at least 75% of the inside diameter of a pipe. 17.b.1.B.d.Each size mandrel must use a separate proving ring. 17.b.1.C.Method Options. 17.b.1.C.a.An adjustable or flexible mandrel is prohibited. 17.b.1.C.b.A test may not use television inspection as a substitute for a deflection test. 17.b.1.C.c.If requested, the executive director may approve the use of a deflectometer or a mandrel with removable legs or runners on a case-by-case basis. 17.b.2.For a gravity collection system pipe with an inside diameter 27 inches and greater, other test methods may be used to determine vertical deflection. 17.b.3.A deflection test method must be accurate to within plus or minus 0.2% deflection. 17.b.4.An owner shall not conduct a deflection test until at least 30 days after the final backfill. 17.b.5.Gravity collection system pipe deflection must not exceed five percent (5%). 17.b.6.If a pipe section fails a deflection test, an owner shall correct the problem and conduct a second test after the final backfill has been in place at least 30 days. 18.All manholes must be tested to meet or exceed the requirements of 30 TAC §217.58. 19.All private service laterals must be inspected and certified in accordance with 30 TAC §213.5(c)(3)(I). After installation of and, prior to covering and connecting a private service lateral to an existing organized sewage collection system, a Texas Licensed Professional Engineer, Texas Registered Sanitarian, or appropriate city Inspector must visually inspect the private service lateral and the connection to the sewage collection system, and certify that it is constructed in conformity with the applicable provisions of this section. The owner of the collection system must maintain such certifications for five years and forward copies to the appropriate regional office upon request. Connections may only be made to an approved sewage collection system. THESE GENERAL CONSTRUCTION NOTES MUST BE INCLUDED ON THE CONSTRUCTION PLANS PROVIDED TO THE CONTRACTOR AND ALL SUBCONTRACTORS MANHOLE TESTING All manholes must pass a leakage test. An owner shall test each manhole (after assembly and backfilling) for leakage, separate and independent of the collection system pipes, by hydrostatic exfiltration testing, vacuum testing, or other method approved by the executive director. HYDROSTATIC TESTING The maximum leakage for hydrostatic testing or any alternative test methods is 0.025 gallons per foot diameter per foot of manhole depth per hour. To perform a hydrostatic exfiltration test, an owner shall seal all wastewater pipes coming into a manhole with an internal pipe plug, fill the manhole with water and maintain the test for at least one hour. A test for concrete manholes may use a 24 hour wetting period before testing to allow saturation of the concrete. VACUUM TESTING To perform a vacuum test, an owner shall plug all lift holes and exterior joints with a non-shrink grout and plug all pipes entering a manhole. No grout must be placed in horizontal joints before testing. Stub outs, manhole boots and pipe plugs must be secured to prevent movement while a vacuum is drawn. An owner shall use a minimum 60 inch/lb torque wrench to tighten the external clamps that secure a test cover to the top of a manhole. A test head must be placed at the inside of the top of a cone section and the seal inflated in accordance with the manufacturer's recommendations. There must be a vacuum of 10 inches of mercury inside a manhole to perform a valid test. A test does not begin until after the vacuum pump is off. A manhole passes the test if after 2.0 minutes and with all valves closed, the vacuum is a least 9.0 inches of mercury. ADDITIONAL WASTEWATER NOTES 1.If a conflict exists between the various documents, the documents will take precedence in the following order: a.Municipal Utility Specifications b.Change Orders c.Addenda Issue During Bidding d.Construction Plans e.Project Specifications 2.The following pipe diameters, pipe material and national standard specifications are proposed for this project: 3.Watertight, size on size resilient connectors conforming to ASTM C 923 must be used for connecting pipe to manholes. 4.The bedding class for each diameter of flexible pipe and each flexible pipe material is as follows: 5.Brick manhole construction is not allowed. Use of brick for adjusting manhole covers to grade is also prohibited. 6.All manholes shall be of precast concrete construction. 7.The structural integrity of the collection line due to high soil P.I.'s will require the bedding around the pipe to be 6" minimum below the pipe, 6" minimum on each side of the pipe, and 12" minimum above the pipe. 8.If faults, caverns, or subsidence are discovered during construction, construction shall be halted to allow the features to be inspected by the design engineer or a geological or geotechnical engineer. Based on this inspection, revisions approval to the design may be required. 9.The trench walls shall be vertical to at least one foot above the pipe. 10.The trench backfill shall be free of stones greater than 6 inches in diameter and free of organic or any other unstable material. 11.Manholes shown on the plans with sealed and gasketed covers are provided as protection against inflow for those manholes which lie 1) within a 100 year flood plain, 2) lie with a drainageway, 3) lie within a street subject to carrying drainage flows, and 4) additional locations as determined necessary by the Engineer. 12.No drop connections are proposed in these plans. 13.The minimum allowable tensile strength and cell class for each flexible pipe shall be as follows: 14.All gravity lines utilizing flexible pipe must be tested for deflection by pulling a rigid mandrel through the installed pipe. The test must be conducted at least 30 days after placement and compaction of final backfill. No pipe shall exceed a deflection of 5 rigid mandrel shall be used to measure deflection. The test must be performed without mechanical pulling devices. The mandrel's minimum outside diameter is 95 inside diameter. The mandrel must have an odd number of runners, totaling nine or more. The barrel section of the mandrel must have a length at least 75 inside diameter. A TV test cannot substitute for the deflection test. 15.A leakage test is required for all gravity lines. For line that is not horizontally curved, a hydrostatic test and/or a low pressure air test must be performed on all proposed gravity sanitary sewer collection piping. These tests must comply with Section 217.57(a) of the TCEQ's rules. The contractor shall have the option of utilizing either a hydrostatic test or a low pressure air test. 16.Manholes must be tested for leakage. Manholes will be tested with a hydrostatic test, or with a vacuum test, Contractor's Option. 17.The hydrostatic manhole test shall comply with the test requirements detailed in Section 217.58(b)(1) of the TCEQ's rules. 18.Each manhole shall be tested immediately after assembly and prior to backfilling. Manholes which have been backfilled shall either be excavated to expose the entire exterior prior to vacuum testing or the manhole shall be tested for leakage by means of a hydrostatic test. 19.All lift holes and exterior joints shall be plugged with an approved non-shrink grout. 20.No grout shall be placed in horizontal joints before testing. 21. All pipes entering the manhole shall be plugged, taking care to securely brace the plugs from being drawn into the manhole. 22.Stubouts, manhole boots and pipe plugs shall be secured to prevent movement while the vacuum is drawn. 23. A minimum 60-inch/lb torque wrench shall be used to tighten the external clamps that secure the test cover to the top of the manhole. 24.The test head shall be placed at the inside of the top of the cone section and the seal inflated in accordance with the manufacturer's recommendation. 25.A vacuum of 10 inches of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measured for the vacuum to drop to 9 inches of mercury. The manhole shall pass if the time is greater than 2 minutes. If the manhole fails the initial test, necessary repairs shall be made with a non-shrink grout while the vacuum is still being drawn. If the manhole fails a second time, repairs should again be made and the manhole shall be tested by means of a hydrostatic test which complies with Section 217.58(b)(1) of the TCEQ's rules. If any manhole fails the hydrostatic test, after failing the vacuum test twice, the contractor should consider replacing that manhole. If the contractor chooses to attempt to repair that manhole, the manhole must be retested by means of the hydrostatic test outlined in Section 217.58(b)(1) of the TCEQ's rules, until it passes. 26.Inspection must be provided during critical phases of construction by a qualified inspector under the direction of a P.E. Critical phases of construction are deemed at a minimum to include testing of pipe and manholes for leakage, testing of flexible pipe for installed deflection, and any other as directed by the City. The City and design engineer shall provide inspection as appropriate. 27.TCEQ approval letters for plans and specifications review contain the requirement that once the project is completed, a P.E. registered in the state of Texas must certify that the construction was performed substantially in accordance with the approved plans and specifications. If flexible pipe was installed, a P.E. must also certify that all pipe was subjected to and passed the required deflection test. The design engineer, with concurrence of the City, will certify the installation. 28.The project plans and specifications must ensure that the pipe installation will adhere to the minimum separation distances allowed by 217.53 (d), TCEQ's rules. Separation Distances. The following rules apply to separation distances between potable water and wastewater treatment plants, and waterlines and sanitary sewers. (a)Water line/new sewer line separation. When new sanitary sewers are installed, they shall be installed no closer to waterlines than nine feet in all directions. Sewers that parallel waterlines must be installed in separate trenches. Where the nine foot separation distance cannot be achieved, the following guidelines will apply: (b)SDF (1)Where a sanitary sewer parallels a waterline, the sewer shall be constructed of cast iron, ductile iron or PVC meeting ASTM specifications with a pressure rating for both the pipe and joints of 150 psi. The vertical separation shall be a minimum of two feet between outside diameters and the horizontal separation shall be a minimum of four feet between outside diameters. The sewer shall be located below the waterline. (2)Where a sanitary sewer crosses a waterline and the sewer is constructed of cast iron, ductile iron or PVC with a minimum pressure rating of 150 psi, an absolute minimum distance of 6 inches between outside diameters shall be maintained. In addition the sewer shall be located below the waterline where possible and one length of the sewer pipe must be centered on the waterline. (3)Where a sewer crosses under a waterline and the sewer is con- structed of ABS truss pipe, similar semi-rigid plastic composite pipe, clay pipe or concrete pipe with gasketed joints, a minimum two foot separation distance shall be maintained. The initial backfill shall be cement stabilized sand (two or more bags of cement per cubic yard of sand) for all sections of sewer within nine feet of the waterline. This initial backfill shall be from one quarter diameter below the centerline of the pipe to one pipe diameter (but not less than 12 inches) above the top of the pipe. (4)Where a sewer crosses over a waterline all portions of the sewer within nine feet of the waterline shall be constructed of cast iron, ductile iron, or PVC pipe with a pressure rating of at least 150 psi using appropriate adapters. In lieu of this procedure the new conveyance may be encased in a joint of 150 psi pressure class pipe at least 18 feet long and two nominal sizes larger than the new conveyance. The space around the carrier pipe shall be supported at 5 feet intervals with spacers or be filled to the springline with washed sand. The encasement pipe should be centered on the crossing and both ends sealed with cement grout or manufactured seal. b)Water line/manhole separation. Unless sanitary sewer manholes and the connecting sewer can be made watertight and tested for no leakage, they must be installed so as to provide a minimum of nine feet of horizontal clearance from an existing or proposed waterline. Where the nine foot separation distance cannot be achieved, a carrier pipe as des- cribed in subsection (a)(4) of this section may be used where appropriate. The separation distance between any unknown water lines which are discovered during the installation phase of the project, and, the gravity sanitary sewer pipe which will be installed, shall be sufficient to comply with the minimum separation distances allowed by 217.53(d) of the TCEQ's rules as stated above. 29.AN EROSION AND SEDIMENTATION CONTROL PLAN is included with these plans. These provisions are intended to control erosion and sedimentation due to runoff during construction. These provisions must be installed prior to any other construction activities. 30.It is the intent of this project that portable ladders be used to access manholes during construction by the Contractor as well as for maintenance purposes after construction is complete by the City. 31.It is the intent of this project that personal gas detectors are required for wear by all personnel whose jobs require entering enclosed spaces (such as manholes and lift stations) capable of accumulations of hydrogen sulfide or other harmful gases. It shall be the responsibility of the Contractor to ensure these detectors are provided to the appropriate personnel during the construction of this project. It shall be the responsibility of the City to ensure these detectors are provided to the appropriate personnel during the maintenance of this project after construction. PIPE DIAMETER (IN) MINIMUM TIME (SEC) MAXIMUM LENGTH FOR MINIMUM TIME (FT) TIME FOR LONGER LENGTH (SEC/FT) 6 340 398 0.8550 8 454 298 1.5200 10 567 239 2.3740 12 680 199 3.4190 15 850 159 5.3420 18 1020 133 7.6930 21 1190 114 10.4710 24 1360 100 13.6760 27 1530 88 17.3090 30 1700 80 21.3690 33 1870 72 25.8560 PIPE DIAMETER (IN) LINEAR FEET (FT) PIPE MATERIAL NATIONAL STANDARD FOR PIPE MATERIAL NATIONAL STANDARD FOR PIPE JOINTS 8 60 PVC DR-18 ASTM D 1784 ASTM D 3212 8 887 PVC SDR-26 ASTM D 3034 ASTM D 3212 24 2412 CLASS 150 DUCTILE IRON ANSI/AWWA C150/A21.50 ANSI/AWWA C151/A21.51 ANSI/AWWA C111/A21.11 PIPE DIAMETER (IN)PIPE MATERIAL BEDDING CLASS 8 PVC DR-18 1B 8 PVC SDR-26 1B 24 CLASS 150 DUCTILE IRON 1B PIPE MATERIAL TENSILE STRENGTH CELL CLASS (PVC ONLY) SDR-26 7,000 12454-B PS-115 7,000 12454-B GENERAL NOTES (2 OF 2) 03 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 4/17/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 3 G E N E R A L N O T E S ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 6 : 0 1 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 61 of 1965 EXISTING DRAINAGE PLAN (1 OF 2) 04 NOTES: 1.THE EXISTING DRAINAGE MAP SHOWN ON THIS SHEET IS FROM THE MASTER DRAINAGE REPORT "SUN CITY, TEXAS SOMERSET HILLS PLANNED UNIT DEVELOPMENT COWAN CREEK AND ROCKY HOLLOW CREEK" DATED MAY 15, 2015, PREPARED BY STEGER BIZZELL AND SUBMITTED TO THE CITY OF GEORGETOWN WITH THE PRELIMINARY PLATS. 2.THIS PORTION OF THE PROJECT IS WITHIN BASIN J AND IS CONSISTENT WITH THE APPROVED DRAINAGE REPORT. CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 4 E X I S T I N G D R A I N A G E P L A N ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 6 : 2 8 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 62 of 1965 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS SUN CITY NEIGHBORHOOD 77 City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 2021-12-CON 42 EJH, BLM 3/19/21 BLM 3/19/21 NH 77 LB 6/15/21 BEM 6/16/21 EXISTING DRAINAGE PLAN (2 OF 2) 05 NOTES: 1.THE EXISTING DRAINAGE MAP SHOWN ON THIS SHEET IS FROM THE MASTER DRAINAGE REPORT "SUN CITY, TEXAS SOMERSET HILLS AND QUEEN PLANNED UNIT DEVELOPMENT BERRY CREEK" DATED MAY 20, 2015, PREPARED BY STEGER BIZZELL AND SUBMITTED TO THE CITY OF GEORGETOWN WITH THE PRELIMINARY PLATS. 2.THIS PORTION OF THE PROJECT IS WITHIN BASINS B AND J-1 AND IS CONSISTENT WITH THE APPROVED DRAINAGE REPORT. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ P l a n s \ 0 5 E X I S T I N G D R A I N A G E P L A N ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 7 : 1 4 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 63 of 1965 DEVELOPED DRAINAGE PLAN (1 OF 2) 06 NOTES: 1.THE DEVELOPED DRAINAGE MAP SHOWN ON THIS SHEET IS FROM THE MASTER DRAINAGE REPORT "SUN CITY, TEXAS SOMERSET HILLS PLANNED UNIT DEVELOPMENT COWAN CREEK AND ROCKY HOLLOW CREEK" DATED MAY 15, 2015, PREPARED BY STEGER BIZZELL AND SUBMITTED TO THE CITY OF GEORGETOWN WITH THE PRELIMINARY PLATS. 2.THIS PORTION OF THE PROJECT IS WITHIN BASIN J AND IS CONSISTENT WITH THE APPROVED DRAINAGE REPORT. CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 6 D E V E L O P E D D R A I N A G E P L A N ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 7 : 4 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 64 of 1965 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS SUN CITY NEIGHBORHOOD 77 City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 2021-12-CON 42 EJH, BLM 3/19/21 BLM 3/19/21 NH 77 LB 6/15/21 BEM 6/16/21 DEVELOPED DRAINAGE PLAN (2 OF 2) 07 NOTES: 1.THE DEVELOPED DRAINAGE MAP SHOWN ON THIS SHEET IS FROM THE MASTER DRAINAGE REPORT "SUN CITY, TEXAS SOMERSET HILLS AND QUEEN PLANNED UNIT DEVELOPMENT BERRY CREEK" DATED AUGUST 20, 2015, PREPARED BY STEGER BIZZELL AND SUBMITTED TO THE CITY OF GEORGETOWN WITH THE PRELIMINARY PLATS. 2.THIS PORTION OF THE PROJECT IS WITHIN BASINS B AND J-1 AND IS CONSISTENT WITH THE APPROVED DRAINAGE REPORT. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ P l a n s \ 0 7 D E V E L O P E D D R A I N A G E P L A N ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 1 8 : 3 2 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 65 of 1965 S5 2 6 S52 3 TA L L R I D E R S D R I V E POI N T E R L A N E R I D G E T O P V I S T A D R I V E RIDGETOP V I S T A D R I V E NH76 NH78 870 875 88 0 885 890 895 900 9 0 5 910 920 925 930 935 93 0 92 5 920 91 5 91 0 905 90 0 89 5 89 0 NH43 MA R T I N G A L E S T R E E T M A R T I N G A L E S T R E E T RI D G E T O P V I S T A D R I V E FUTR NH79 FUTR NH80 PROPOSED NH77 D04 FUTR D02 D08 D09 FUTR D05 D01 D03 FUTR D12 D10D11 D15 D16 E01 FUTR E02 FUTR E03 FUTR E05 FUTR E06 FUTR E07 E08 E10 E09 C01 FUTR C01 FUTR C06 C04 FUTR C08 C09 F07 F02 F03 F04 F09 G01 FUTR F06 F01 F08 EX C14 EX C13 D06 FUTR D07 FUTR D14 D13 C05 FUTR C07 E04 FUTR F05 C03 FUTR C10 INLET CALCULATIONS (1 OF 2) 08 Feet 0 100 200 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 8 I N L E T C A L C U L A T I O N S ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 0 : 0 9 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 66 of 1965 INLET CALCULATIONS (2 OF 2) 09 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTE: PLEASE REFER TO THE CITY OF GEORGETOWN DCM FOR EQUATIONS. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 0 9 I N L E T C A L C U L A T I O N S ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 0 : 4 2 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 67 of 1965 RIDGET O P V I S T A D R I V E R I D G E T O P V I S T A D R I V E 87 0 880 8 8 5 89 5 9 0 0 9 0 5 9 1 0 915 92 0 925 930 935 875 880 885 890 890 90 0 900 89 0 895 9 0 5 9 0 0 90 0 900 905 91 0 90591 0 91 5 915 905 91 0 M A R T I N G A L E S T R E E T RO N A L D R E A G A N B L V D . MAR T I N G A L E S T R E E T S F S F SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF FUTR NH79 FUTR NH80 FUTR NH80 NH43 NH7 8 NH7 6 PRO P O S E D N H 7 7 9 2 0 9 1 5 910 SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F S F SF SF SF SF SF S F SILT F E N C E SIL T F E N C E SILT F E N C E SILT F E N C E TA L L R I D E R S D R I V E SF 4057 4058 4059 4060 4061 4062 4063 4064 4065 4066 4067 4068 4069 4071 4072 407 3 4074 4075 4076 4077 4 0 7 8 4079 40804081 4082 4083 4084 4085 4 0 8 6 40 8 7 4088 4089 4090 4091 409 2 409 3 4094 4095 409 6 4097 4098 4099 4101 4102 TREE TO BE REMOVED INSTALL CONSTRUCTION ENTRANCE INSTALL CONSTRUCTION ENTRANCE INSTALL INLET PROTECTION (TYP.) TREE TO BE REMOVED TREE TO BE REMOVED TREE TO BE REMOVED INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.)INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL TREE PROTECTION (TYP.) INSTALL TREE PROTECTION (TYP.) INSTALL TREE PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) INSTALL INLET PROTECTION (TYP.) CONTRACTOR STAGING, STORAGE AREA, AND CONCRETE WASHOUT #### #### LEGEND = REMOVE TREE = PRESERVED/PROTECTED TREE ADD FENCE/PLANK PROTECTION PER DETAILS = SILT FENCE = STRAW EROSION CONTROL LOG =ROCK BERM =LIMITS OF CONSTRUCTION SF EROSION AND SEDIMENTATION CONTROL PLAN 10 TREE PROTECTION NOTES: 1.Existing trees to remain shall be flagged by contractor prior to beginning any work on site. 2.Contractor shall place a minimum 4' height protective fencing 5' outside the edge of canopy of all trees to remain and as shown on the tree protection and removal plans. 3.All understory trees, undergrowth, shrubs, cacti and native grasses shall remain in areas protected by tree protection fence unless noted otherwise on the landscape plans. 4.Contractor shall maintain flagging and protective fencing around existing trees to remain at least until substantial completion. 5.Contractor shall ensure that no dumping of backfill, soil excavation, staking or storage of materials or dumping of any kind shall occur within the fenced area of the trees to remain. 6.Contractor shall ensure that no parking of any type of vehicle, equipment or construction trailer shall occur within the fenced area of trees to remain. 7.Contractor shall ensure that no driving of vehicles shall occur within the fenced area of trees to remain. 8.Contractor shall ensure that no grade changes shall occur within the canopy of the existing trees to remain. 9.Contractor shall keep fenced areas of trees to remain free of trash, debris or excessive runoff. 10.No trenching for utilities or irrigation shall occur within the dripline (canopy) of existing trees to remain. 11.For irrigation, any lateral line or mainline trenches which encroach in the dripline of existing trees shall be hand dug. 12.For utilities, any lines which cannot be altered to fall outside the canopy of existing trees shall be installed by boring a minimum of 24" below grade. Feet 0 100 200 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B HERITAGE TREE SCHEDULE: *TREES TO BE REMOVED* NOTES: 1.Topography based upon LIDAR aerial mapping, date August 20, 2014 by Mckim & Creed. 2.All proposed development of this site conforms to the City of Georgetown's subdivision regulations and/or the development agreement. 3.Limits of construction line has been offset for clarity. 4.All temporary erosion and sedimentation controls shall be inspected every 7 days. 5.Contractor shall maintain all temporary erosion and sediment controls in accordance with local, state and federal regulations. 6.Contractor shall place rock filter dams at the locations where concentrated flow enters and exits the limits of construction. 7.Contractor shall place construction entrance at the location determined by the owner in the field. 8.Curb inlet protection is required at inlets installed with this project. Protection to remain in place until the project is accepted. 9.Rock berm and temporary pond shall be used during initial grading activities. Straw erosion control logs shall be installed once the site has been brought to grade. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 0 E R O S I O N A N D S E D I M E N T A T I O N C O N T R O L P L A N . d w g , 7 / 2 / 2 0 2 1 4 : 2 1 : 4 1 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 68 of 1965 EROSION AND SEDIMENTATION CONTROL DETAILS 11 Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Temporary Concrete Washout Area Detail CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 1 E R O S I O N A N D S E D I M E N T A T I O N C O N T R O L D E T A I L S . d w g , 7 / 2 / 2 0 2 1 4 : 2 1 : 5 8 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 69 of 1965 12+00 13+00 14+00 15+00 16+00 17+00 18+0 0 19+ 0 0 11+50 12+50 13+50 14+50 15+50 16+50 17+5 0 18+5 0 M A T C H L I N E S E E S H E E T 1 3 STA: 13+23.57= CURB RETURN @ BOC BOC ELEV: 886.10 STA: 13+46.57= CURB RETURN @ BOC BOC ELEV: 886.43 STA: 14+26.82= CURB RETURN @ BOC BOC ELEV: 886.79 STA: 14+02.57= CURB RETURN @ BOC BOC ELEV: 886.44 STA: 11+35.13 RIDGETOP VISTA DRIVE= CONNECT TO EXISTING PAVEMENT C6 897 895 894 892 890 889 8 8 5 885 884 883 896 898 8 9 7 896 895 893 894 887 886 885 884 883 882 881 880 886 10' PU E RIDGETOP V I S T A D R I V E BA N D A N A L A N E PC: 14+07.49 PT: 11+98.89 M i d : 1 8 + 5 7 . 2 5 4083 4084 4085 885 88 7 888 889 890 891 892 4' SEWR-G MH(9) STA: 11+50.68 OFFSET 7.88 L C1 4083 4084 4085 STA: 14+37.64= CL 11' INLET C07 5' X 5' C01 JB2 STA: 13+59.57 OFFSET 5.00 R STA: 13+74.57 RIDGETOP VISTA DRIVE= STA: 0+00.00 BANDANA LANE 4' SEWR-G MH(8) STA: 13+79.57 OFFSET 5.00 L 5' SIDEWALK RAMP SD-31 TYPE 1 MOD.5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 4' SEWR-G MH(7) STA: 0+41.00 OFFSET 5.02 R 4' X 4' C01 JB1 STA: 17+96.88 OFFSET 5.00 R INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) FUTURE 5' SIDEWALK FROM BOC (TYP.) INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) FUTURE 5' SIDEWALK FROM BOC (TYP.) 5' SIDEWALK RAMP SD-31 TYPE 1 MOD.5' SIDEWALK RAMP SD-31 TYPE 1 MOD. C2 C3 C4 C 5 C7 C8 900 898 887 893 4 0 ' B - B 7 3 ' R O W CONCRETE VALLEY GUTTER Curve Table Curve # C2 C3 C4 C5 C7 C8 Radius 955.000 995.000 23.000 23.000 690.000 650.000 Arc Length 62.466 65.082 36.128 36.792 695.706 761.098 Chord Length 62.45 65.07 32.53 32.99 666.61 718.36 Chord Direction N64° 55' 40.39"W N64° 55' 40.39"W N71° 56' 45.39"E S18° 52' 50.10"E N88° 03' 40.20"E N81° 44' 54.69"E Curve Table: Alignments Curve # C6 C1 Radius 670.000 975.000 Arc Length 899.528 530.896 Chord Length 833.47 524.36 Chord Direction N78° 29' 01.99"E S78° 39' 11.14"E RIDGETOP VISTA DRIVE 880 885 890 895 900 905 880 885 890 895 900 905 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 88 4 . 7 88 4 . 7 3 88 5 . 0 88 4 . 9 8 88 5 . 3 88 5 . 3 2 88 5 . 6 88 5 . 6 5 88 6 . 0 88 5 . 9 8 88 6 . 3 88 6 . 3 2 88 6 . 6 88 6 . 6 5 88 7 . 0 88 6 . 9 8 88 7 . 7 88 7 . 7 3 88 8 . 5 88 8 . 4 8 88 9 . 2 88 9 . 2 3 89 0 . 0 88 9 . 9 8 89 0 . 7 89 0 . 7 3 89 1 . 5 89 1 . 4 8 89 2 . 2 89 2 . 2 3 89 2 . 8 89 2 . 8 3 89 2 . 7 89 2 . 7 3 0.50% 0.67% 1.50% GR A D E B R E A K S T A = 1 1 + 5 0 . 0 0 EL E V = 8 8 4 . 9 8 5 GR A D E B R E A K S T A = 1 4 + 5 0 . 0 0 EL E V = 8 8 6 . 9 8 0 60.00 VC GRADE IN: 1.50% GRADE OUT: -0.50% K: 30.00 HP STA: 18+65.00 HP ELEV: 892.87 BV C S : 1 8 + 2 0 . 0 0 BV C E : 8 9 2 . 5 3 EV C S : 1 8 + 8 0 . 0 0 EV C E : 8 9 2 . 8 3 STA: 13+74.57 RIDGETOP VISTA DRIVE= STA: 0+00.000 BANDANA LANE ELEV @ CL=886.48 EXISTING GRADE AT CENTERLINEPROPOSED GRADE AT CENTERLINE BANDANA LANE 875 880 885 890 895 900 875 880 885 890 895 900 -0+25 0+00 1+00 88 6 . 5 88 6 . 4 8 88 6 . 8 88 6 . 8 4 89 0 . 1 89 0 . 0 7 -2.00%1.95% GR A D E B R E A K S T A = 0 + 1 8 . 0 0 EL E V = 8 8 6 . 1 1 9 50.00 VC GRADE IN: 1.95% GRADE OUT: 8.21% K: 7.98 LP STA: 0+37.41 LP ELEV: 886.50 BV C S : 0 + 3 7 . 4 1 BV C E : 8 8 6 . 5 0 EV C S : 0 + 8 7 . 4 1 EV C E : 8 8 9 . 0 4 STA: 0+62.10 END IMPROVEMENTS CL ELEV= 887.36 STA: 0+00.00 BANDANA LANE= STA: 13+74.575 RIDGETOP VISTA DRIVE ELEV @ CL=886.48 RIDGETOP VISTA DRIVE (1 OF 5) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET RIGHT-OF-WAY PROPOSED CENTERLINE EDGE OF PAVEMENT BACK OF CURB LIMIT OF CONSTRUCTION EDGE OF SIDEWALK EXISTING CONTOURS (MAJOR) EXISTING CONTOURS (MINOR) PROPOSED GRADE AT CENTERLINE EX. GROUND AT PROPOSED CENTERLINE Feet 0 40 80 NOTES: 1.UNLESS OTHERWISE MENTIONED, ALL STATIONING AND OFFSETS ARE BASED ON PROPOSED RIDGETOP VISTA DRIVE CENTERLINE. 2.RIDGETOP VISTA DRIVE IS A LOCAL WITH A DESIGN SPEEDS OF 30 MPH. 3.SEE SHEETS 24 TO 26 FOR TYPICAL SECTION DETAILS AND FOR PAVING AND DRAINAGE DETAILS. 4.SEE SHEETS 43 TO 44 FOR INTERSECTION DETAILS. 5.SEE SHEET 41 FOR STRIPING AND SIGNAGE DETAILS. 6.SIDEWALKS ON HOME LOT FRONTAGES TO BE INSTALLED AT TIME OF HOME CONSTRUCTION. COMMON AREA SIDEWALKS AND RAMPS TO BE INSTALLED WITH STREET INFRASTRUCTURE. 12 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 2 R I D G E T O P V I S T A D R I V E ( 1 O F 5 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 2 : 0 1 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 70 of 1965 19+ 0 0 20+00 21+00 22+00 23+00 24+00 25+00 26+00 18+ 5 0 19+5 0 20+50 21+50 22+50 23+50 24+50 25+50 MA T C H L I N E SE E S H E E T 12 M A T C H L I N E S E E S H E E T 1 4 C1 C2 C3 C 4 C5 C8 VI E W P O R T C9 S5 2 6 S5 2 3 4 0 7 5 4 0 7 6 4 0 7 7 4 0 8 2 4 0 ' B - B 7 3 ' R O W Mid : 1 8 + 5 7 . 2 5 P T : 2 3 + 0 7 . 0 2 C6 C 7 8 8 5 8 9 0 8 8 2 8 8 3 8 8 4 88 6 88 7 88 8 889 891 892 893 885 89 0 886 88 7 888 889 89 1 8 9 5 8 9 6 89 7 8 9 8 8 9 9 900 901 9 0 2 9 0 3 9 0 4 9 0 5 906 907 908 909 905 90 0 8 9 6 8 9 5 8 9 4 8 9 3 8 9 2 89 1 891 892 892 STA: 20+83.03= CURB RETURN @ BOC BOC ELEV: 891.78 STA: 21+78.97= CURB RETURN @ BOC BOC ELEV: 891.28 STA: 23+19.58= CURB RETURN @ BOC BOC ELEV: 890.60 STA: 21+78.97= CURB RETURN @ BOC BOC ELEV: 891.30 4' SEWR-E MH(7) STA: 21+35.42 OFFSET 5.00 L 4' SEWR-E MH(6) STA: 22+44.52 OFFSET 5.00 L FUTURE 5' SIDEWALK FROM BOC (TYP.) FUTURE 5' SIDEWALK FROM BOC (TYP.) INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) INSTALL MOUNTABLE CURB PER DETAIL SD07 (TYP.) RIDGETOP VISTA DRIVE T Y C O O N L A N E MA R T I N G A L E S T R E E T STA: 22+65.89 RIDGETOP VISTA DRIVE= STA: 4+05.56 TYCOON LANE STA: 22+00.50= CL 11' INLET D12 STA: 20+83.03= CURB RETURN @ BOC BOC ELEV: 891.78 5' X 5' D01 JB 02 STA: 24+01.65 OFFSET 5.00 R 3' X 3' D12 JB 01 STA: 22+70.86 OFFSET 3.94 R STA: 23+83.15= CL 11' INLET D15 STA: 23+77.15= CL 11' INLET D16 STA: 22+33.75= CL 11' INLET D11 STA: 22+98.03= CL 11' INLET D10 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD.5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. STA: 21+30.46 RIDGETOP VISTA DRIVE= STA: 72+48.60 MARTINGALE STREET 891 CONCRETE VALLEY GUTTER STA: 23+36.15= CL 11' INLET D13 STA: 24+38.15= CL 11' INLET D14 STA: 25+56.69= CL 11' INLET D09 Curve Table Curve # C2 C3 C4 C5 C6 C7 C8 Radius 690.000 650.000 23.000 23.000 23.000 23.000 690.000 Arc Length 695.706 761.098 34.180 34.783 38.001 37.540 131.871 Chord Length 666.61 718.36 31.12 31.56 33.82 33.51 131.67 Chord Direction N88° 03' 40.20"E N81° 44' 54.69"E N78° 15' 02.03"W S07° 38' 50.22"W N00° 52' 16.87"E N86° 46' 48.68"E N45° 29' 49.04"E Curve Table: Alignments Curve # C1 C9 Radius 670.000 670.000 Arc Length 899.528 899.528 Chord Length 833.47 833.47 Chord Direction N78° 29' 01.99"E N78° 29' 01.99"E RIDGETOP VISTA DRIVE 880 885 890 895 900 905 880 885 890 895 900 905 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 89 2 . 7 89 2 . 7 3 89 2 . 5 89 2 . 4 8 89 2 . 2 89 2 . 2 3 89 2 . 0 89 1 . 9 8 89 1 . 7 89 1 . 7 3 89 1 . 5 89 1 . 4 8 89 1 . 2 89 1 . 2 3 89 1 . 0 89 0 . 9 8 89 0 . 7 89 0 . 7 3 89 0 . 5 89 0 . 4 8 89 0 . 5 89 0 . 4 6 89 1 . 1 89 1 . 0 6 89 2 . 3 89 2 . 2 8 89 4 . 1 89 4 . 1 3 89 6 . 5 89 6 . 4 8 -0.50% 210.99 VC GRADE IN: -0.50% GRADE OUT: 4.77% K: 40.00 LP STA: 23+77.15 LP ELEV: 890.39 BV C S : 2 3 + 5 7 . 1 5 BV C E : 8 9 0 . 4 4 EV C S : 2 5 + 6 8 . 1 4 EV C E : 8 9 4 . 9 5 STA: 21+30.46 RIDGETOP VISTA DRIVE= STA: 72+48.596 MARTINGALE STREET ELEV @ CL=891.58 STA: 22+65.89 RIDGETOP VISTA DRIVE= STA: 4+05.563 TYCOON LANE ELEV @ CL=890.90 EXISTING GRADE AT CENTERLINE PROPOSED GRADE AT CENTERLINE MARTINGALE STREET 875 880 885 890 895 900 875 880 885 890 895 900 71+50 72+00 72+75 TYCOON LANE 880 885 890 895 900 905 880 885 890 895 900 905 3+25 4+00 4+25 88 5 . 4 88 5 . 4 4 88 9 . 4 88 9 . 4 4 2.01% 5.00% 8.00 % GR A D E B R E A K S T A = 7 2 + 0 8 . 0 9 EL E V = 8 9 0 . 0 9 2 GR A D E B R E A K S T A = 7 2 + 3 0 . 5 9 EL E V = 8 9 1 . 2 1 7 GR A D E B R E A K S T A = 7 2 + 0 8 . 0 9 EL E V = 8 9 0 . 0 9 2 STA: 72+06.75 = END IMPROVEMENTS CL ELEV= 889.98 STA: 72+48.60 MARTINGALE STREET= STA: 21+30.457 RIDGETOP VISTA DRIVE ELEV @ CL=891.58 90 1 . 0 89 4 . 6 0 89 8 . 3 89 2 . 4 2 89 3 . 8 89 0 . 7 9 2.00%2.00% -5. 0 0 % GR A D E B R E A K S T A = 3 + 4 1 . 1 0 EL E V = 8 9 2 . 8 6 4 GR A D E B R E A K S T A = 3 + 8 7 . 5 6 EL E V = 8 9 0 . 5 4 1 STA: 4+05.56 TYCOON LANE= STA: 22+65.892 RIDGETOP VISTA DRIVE ELEV @ CL=890.90 STA: 3+41.52 = END IMPROVEMENTS CL ELEV= 892.84 RIDGETOP VISTA DRIVE (2 OF 5) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 13 Feet 0 40 80 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTES: 1.UNLESS OTHERWISE MENTIONED, ALL STATIONING AND OFFSETS ARE BASED ON PROPOSED RIDGETOP VISTA DRIVE CENTERLINE. 2.RIDGETOP VISTA DRIVE IS A LOCAL WITH A DESIGN SPEEDS OF 30 MPH. 3.SEE SHEETS 24 TO 26 FOR TYPICAL SECTION DETAILS AND FOR PAVING AND DRAINAGE DETAILS. 4.SEE SHEETS 43 TO 44 FOR INTERSECTION DETAILS. 5.SEE SHEET 41 FOR STRIPING AND SIGNAGE DETAILS. 6.SIDEWALKS ON HOME LOT FRONTAGES TO BE INSTALLED AT TIME OF HOME CONSTRUCTION. COMMON AREA SIDEWALKS AND RAMPS TO BE INSTALLED WITH STREET INFRASTRUCTURE. 7.LOT 11, BLOCK B SHALL HAVE A DOWNHILL DRIVEWAY. LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET RIGHT-OF-WAY PROPOSED CENTERLINE EDGE OF PAVEMENT BACK OF CURB LIMIT OF CONSTRUCTION EDGE OF SIDEWALK EXISTING CONTOURS (MAJOR) EXISTING CONTOURS (MINOR) PROPOSED GRADE AT CENTERLINE EX. GROUND AT PROPOSED CENTERLINE P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 3 R I D G E T O P V I S T A D R I V E ( 2 O F 5 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 2 : 2 5 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 71 of 1965 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 26+50 27+50 28+50 29+50 30+50 31+50 32+50 33+50P C : 2 7 + 0 7 . 0 4 PT : 2 8 + 9 1 . 0 1 M A T C H L I N E S E E S H E E T 1 2 MA T C H L I N E SE E S H E E T 12 C1 RIDGETOP VISTA DRIVE 40 ' B - B 73 ' R O W 90 0 89 7 89 8 89 9 90 1 90 2 903 904 905 906 907 9 0 6 9 0 7 STA: 28+18.85= CL 11' INLET D02 STA: 30+56.79= CL 11' INLET D01 3' X 3' D01 JB 01 STA: 27+78.97 OFFSET 5.00 R C2 C3 STA: 27+12.64= CL 11' INLET D08 910911 915 912 913 91 4 916917 918 919 9 0 7 90690 5 9 0 4 90 3 902 901 90089989 8 8 9 7 896895 8 9 4 907 91 5 9 1 0 905 AARV STA: 32+27.20 OFFSET 25.00 R AARV STA: 32+57.32 OFFSET 25.00 R Curve Table Curve # C2 C3 Radius 980.000 1020.000 Arc Length 180.282 187.641 Chord Length 180.03 187.38 Chord Direction S45° 17' 31.00"W S45° 17' 31.00"W Curve Table: Alignments Curve # C1 Radius 1000.000 Arc Length 183.962 Chord Length 183.70 Chord Direction N45° 17' 31.00"E RIDGETOP VISTA DRIVE 890 895 900 905 910 915 890 895 900 905 910 915 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 89 6 . 5 89 6 . 4 8 89 8 . 9 89 8 . 8 6 90 1 . 2 90 1 . 1 9 90 2 . 8 90 2 . 8 4 90 3 . 7 90 3 . 6 7 90 4 . 2 90 4 . 2 4 90 4 . 8 90 4 . 8 2 90 5 . 4 90 5 . 3 9 90 6 . 0 90 5 . 9 6 90 6 . 5 90 6 . 5 4 90 7 . 1 90 7 . 1 1 90 7 . 7 90 7 . 6 8 90 8 . 3 90 8 . 2 5 90 8 . 3 90 8 . 3 1 90 7 . 6 90 7 . 6 1 90 6 . 8 90 6 . 7 7 90 5 . 9 90 5 . 9 3 4.77% 1.15% 108.85 VC GRADE IN: 4.77% GRADE OUT: 1.15% K: 30.00 HP STA: 27+89.56 HP ELEV: 903.55 BV C S : 2 6 + 8 0 . 7 0 BV C E : 9 0 0 . 3 3 EV C S : 2 7 + 8 9 . 5 6 EV C E : 9 0 3 . 5 5 84.73 VC GRADE IN: 1.15% GRADE OUT: -1.68% K: 30.00 HP STA: 32+28.54 HP ELEV: 908.39 BV C S : 3 1 + 9 4 . 1 5 BV C E : 9 0 8 . 1 9 EV C S : 3 2 + 7 8 . 8 8 EV C E : 9 0 7 . 9 6 EXISTING GRADE AT CENTERLINE PROPOSED GRADE AT CENTERLINE RIDGETOP VISTA DRIVE (3 OF 5) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 14 Feet 0 40 80 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTES: 1.UNLESS OTHERWISE MENTIONED, ALL STATIONING AND OFFSETS ARE BASED ON PROPOSED RIDGETOP VISTA DRIVE CENTERLINE. 2.RIDGETOP VISTA DRIVE IS A LOCAL WITH A DESIGN SPEEDS OF 30 MPH. 3.SEE SHEETS 24 TO 26 FOR TYPICAL SECTION DETAILS AND FOR PAVING AND DRAINAGE DETAILS. 4.SEE SHEETS 43 TO 44 FOR INTERSECTION DETAILS. 5.SEE SHEET 41 FOR STRIPING AND SIGNAGE DETAILS. 6.SIDEWALKS ON HOME LOT FRONTAGES TO BE INSTALLED AT TIME OF HOME CONSTRUCTION. COMMON AREA SIDEWALKS AND RAMPS TO BE INSTALLED WITH STREET INFRASTRUCTURE. 7.LOT 11, BLOCK B SHALL HAVE A DOWNHILL DRIVEWAY. LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET RIGHT-OF-WAY PROPOSED CENTERLINE EDGE OF PAVEMENT BACK OF CURB LIMIT OF CONSTRUCTION EDGE OF SIDEWALK EXISTING CONTOURS (MAJOR) EXISTING CONTOURS (MINOR) PROPOSED GRADE AT CENTERLINE EX. GROUND AT PROPOSED CENTERLINE P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 4 R I D G E T O P V I S T A D R I V E ( 3 O F 5 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 2 : 4 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 72 of 1965 34+0 0 35+00 36+00 37+00 38+00 39+0 0 40+ 0 0 33+5 0 34+5 0 35+50 36+50 37+50 38+5 0 39+ 5 0 40+ 5 0 PC : 3 4 + 5 4 . 6 4 P T : 3 9 + 7 2 . 3 4 MA T C H L I N E SE E S H E E T 14 M A T C H L I N E S E E S H E E T 1 6 STA: 34+22.93= CURB RETURN @ BOC BOC ELEV: 905.51 STA: 34+45.91= CURB RETURN @ BOC BOC ELEV: 904.52 STA: 35+07.17= CURB RETURN @ BOC BOC ELEV: 904.54 STA: 35+32.56= CURB RETURN @ BOC BOC ELEV: 903.67 C3 VI E W P O R T RIDGETOP V I S T A D R I V E 4 0 ' B - B 7 3 ' R O W C4 C5905 903 904 90 0 901 902 89 8 STA: 34+76.24 RIDGETOP VISTA DRIVE= STA: 0+00.00 COACHSMITH STREET C1 C 2 STA: 38+45.54= CL 11' INLET F02 STA: 39+17.97= CL 11' INLET F03 STA: 39+17.46= CL 11' INLET F04 5' SIDEWALK RAMP SD-31 TYPE 2 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 892 893 894 89 5 900 905 STA: 34+12.43= CL 11' E10 STA: 37+62.36= CL 11' INLET F01 STA: 39+83.84= CL 11' INLET F05 STA: 34+33.43= CL 11' EX E09 AARV STA: 34+92.06 OFFSET 25.12 R 90 0 9 0 5 91 0 90190 290390490690 790890991191 2 91 3914 Curve Table Curve # C1 C2 C4 C5 Radius 23.000 23.000 470.000 430.000 Arc Length 37.221 39.018 540.700 420.234 Chord Length 33.29 34.50 511.37 403.71 Chord Direction N04° 12' 04.58"E N89° 14' 28.47"E N17° 36' 17.21"E N12° 38' 41.10"E Curve Table: Alignments Curve # C3 Radius 450.000 Arc Length 517.692 Chord Length 489.61 Chord Direction N17° 36' 17.21"E RIDGETOP VISTA DRIVE 890 895 900 905 910 915 890 895 900 905 910 915 34+00 35+00 36+00 37+00 38+00 39+00 40+00 90 5 . 9 90 5 . 9 3 90 5 . 1 90 5 . 0 9 90 4 . 3 90 4 . 2 5 90 3 . 4 90 3 . 4 1 90 2 . 6 90 2 . 5 8 90 1 . 7 90 1 . 7 4 90 0 . 9 90 0 . 9 0 90 0 . 1 90 0 . 0 6 89 9 . 2 89 9 . 2 2 89 8 . 4 89 8 . 3 8 89 7 . 8 89 7 . 8 5 89 7 . 9 89 7 . 9 2 89 8 . 2 89 8 . 1 7 -1.68% 87.12 VC GRADE IN: -1.68% GRADE OUT: 0.50% K: 40.00 LP STA: 39+17.60 LP ELEV: 897.81 BV C S : 3 8 + 5 0 . 4 8 BV C E : 8 9 8 . 3 7 EV C S : 3 9 + 3 7 . 6 0 EV C E : 8 9 7 . 8 6 STA: 34+76.02 RIDGETOP VISTA DRIVE= STA: 0+00.000 COACHSMITH STREET ELEV @ CL=904.66 EXISTING GRADE AT CENTERLINE COACHSMITH STREET 895 900 905 910 915 895 900 905 910 915 -0+25 0+00 1+00 -2.00% 1.57% GR A D E B R E A K S T A = 0 + 1 8 . 0 0 EL E V = 9 0 4 . 2 9 6 STA: 0+66.16 = END IMPROVEMENTS CL ELEV= 905.05 STA: 0+00.00 COACHSMITH STREET = STA: 34+76.02 RIDGETOP VISTA DRIVE CL ELEV= 904.66 RIDGETOP VISTA DRIVE (4 OF 5) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 15 Feet 0 40 80 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTES: 1.UNLESS OTHERWISE MENTIONED, ALL STATIONING AND OFFSETS ARE BASED ON PROPOSED RIDGETOP VISTA DRIVE CENTERLINE. 2.RIDGETOP VISTA DRIVE IS A LOCAL WITH A DESIGN SPEEDS OF 30 MPH. 3.SEE SHEETS 24 TO 26 FOR TYPICAL SECTION DETAILS AND FOR PAVING AND DRAINAGE DETAILS. 4.SEE SHEETS 43 TO 44 FOR INTERSECTION DETAILS. 5.SEE SHEET 41 FOR STRIPING AND SIGNAGE DETAILS. 6.SIDEWALKS ON HOME LOT FRONTAGES TO BE INSTALLED AT TIME OF HOME CONSTRUCTION. COMMON AREA SIDEWALKS AND RAMPS TO BE INSTALLED WITH STREET INFRASTRUCTURE. 7.LOT 11, BLOCK B SHALL HAVE A DOWNHILL DRIVEWAY. LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET RIGHT-OF-WAY PROPOSED CENTERLINE EDGE OF PAVEMENT BACK OF CURB LIMIT OF CONSTRUCTION EDGE OF SIDEWALK EXISTING CONTOURS (MAJOR) EXISTING CONTOURS (MINOR) PROPOSED GRADE AT CENTERLINE EX. GROUND AT PROPOSED CENTERLINE P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 5 R I D G E T O P V I S T A D R I V E ( 4 O F 5 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 3 : 0 2 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 73 of 1965 40+00 41+00 42+00 43+00 44+00 45+0 0 46+0 0 39+50 40+50 41+50 42+50 43+50 44+5 0 45+5 0 PC : 4 2 + 5 2 . 2 9 PT : 3 9 + 7 2 . 3 4 PT : 4 4 + 5 9 . 3 8 MA T C H L I N E SE E S H E E T 15 STA: 42+05.73= CURB RETURN @ BOC BOC ELEV: 899.16 STA: 42+28.71= CURB RETURN @ BOC BOC ELEV: 899.94 STA: 42+82.62= CURB RETURN @ BOC BOC ELEV: 900.06 STA: 43+04.08= CURB RETURN @ BOC BOC ELEV: 899.66 C3 RIDGETOP VISTA DRIVE 4' SEWR-F MH(5) STA: 42+35.78 OFFSET 5.00 R 4' SEWR-F MH(6) STA: 43+55.83 OFFSET 5.00 R 4' SEWR-F MH(7) STA: 44+59.38 OFFSET 5.00 R 4' SEWR-F MH(8) STA: 45+51.89 OFFSET 5.00 R 90 0 9 0 5 898 899 9 0 1 9 0 2 903 904 8 9 5 9 0 0 8 9 4 89 6 897 8 9 8 89 9 9 0 1 STA: 42+54.83 RIDGETOP VISTA DRIVE= STA: 2+53.99 DOUBLE ARCH STREET DO U B L E A R C H S T R E E T C5 C4 C1 C 2 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 5' SIDEWALK RAMP SD-31 TYPE 1 MOD.905 910 903 9 0 4 90 6 907 908 909 900 898 899 900 899 STA: 43+14.24= CL 11' INLET F09 STA: 42+83.95= CL 11' INLET F08 STA: 41+37.16= CL 11' INLET F07 STA: 40+88.55= CL 11' INLET F06 AARV STA: 43+23.51 OFFSET 24.60 R AARV STA: 42+26.28 OFFSET 24.97 R STA: 46+08.17 RIDGETOP VISTA DRIVE= END IMPROVEMENTS TIE TO EXITING PAVEMENT STA: 45+82.64= CURB RETURN @ BOC BOC ELEV: 898.84 TRANSITION TO RIBBON CURB STA: 46+06.60= CURB RETURN @ BOC BOC ELEV: 900.48 END RIBBON CURB STA: 46+06.75= CURB RETURN @ BOC BOC ELEV: 897.41 END RIBBON CURB STA: 45+82.71= CURB RETURN @ BOC BOC ELEV: 899.06 TRANSITION TO RIBBON CURB 5' SIDEWALK RAMP SD-31 TYPE 1 MOD. 4' X 4' F01 JB 01 STA: 42+72.40 OFFSET 5.00 L Curve Table Curve # C1 C2 C4 C5 Radius 23.000 23.000 580.000 620.000 Arc Length 35.084 35.187 200.186 160.469 Chord Length 31.78 31.85 199.19 160.02 Chord Direction N59° 03' 07.86"W N33° 25' 15.30"E S05° 27' 53.00"E S02° 59' 29.84"E Curve Table: Alignments Curve # C3 Radius 600.000 Arc Length 207.089 Chord Length 206.06 Chord Direction N05° 27' 53.00"W RIDGETOP VISTA DRIVE 890 895 900 905 910 915 890 895 900 905 910 915 40+00 41+00 42+00 43+00 44+00 45+00 46+00 46+50 89 8 . 2 89 8 . 1 7 89 8 . 4 89 8 . 4 2 89 8 . 7 89 8 . 6 7 89 8 . 9 89 8 . 9 2 89 9 . 2 89 9 . 1 7 89 9 . 4 89 9 . 4 2 89 9 . 7 89 9 . 6 7 89 9 . 9 89 9 . 9 2 90 0 . 1 90 0 . 0 5 89 9 . 8 89 9 . 8 2 89 9 . 6 89 9 . 5 7 89 9 . 3 89 9 . 3 2 89 9 . 1 89 9 . 0 7 0.50% -0.50%GR A D E B R E A K S T A = 4 6 + 0 8 . 1 7 EL E V = 8 9 9 . 0 3 3 50.00 VC GRADE IN: 0.50% GRADE OUT: -0.50% K: 50.00 HP STA: 43+90.35 HP ELEV: 900.06 BV C S : 4 3 + 6 5 . 3 5 BV C E : 9 0 0 . 0 0 EV C S : 4 4 + 1 5 . 3 5 EV C E : 9 0 0 . 0 0 STA: 42+54.83 RIDGETOP VISTA DRIVE= STA: 2+53.990 DOUBLE ARCH STREET ELEV @ CL=899.44 PROPOSED GRADE AT CENTERLINE DOUBLE ARCH STREET 890 895 900 905 910 890 895 900 905 910 1+50 2+00 3+00 90 3 . 9 90 3 . 9 4 90 1 . 9 90 1 . 9 3 1.98% -4.6 0 % GR A D E B R E A K S T A = 2 + 3 5 . 9 8 EL E V = 8 9 9 . 0 8 8 STA: 1+95.15 = END IMPROVEMENTS CL ELEV= 900.97 STA: 2+53.99 DOUBLE ARCH STREET (21) = STA: 42+54.83 RIDGETOP VISTA DRIVE CL ELEV= 899.44 RIDGETOP VISTA DRIVE (5 OF 5) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 16 Feet 0 40 80 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTES: 1.UNLESS OTHERWISE MENTIONED, ALL STATIONING AND OFFSETS ARE BASED ON PROPOSED RIDGETOP VISTA DRIVE CENTERLINE. 2.RIDGETOP VISTA DRIVE IS A LOCAL WITH A DESIGN SPEEDS OF 30 MPH. 3.SEE SHEETS 24 TO 26 FOR TYPICAL SECTION DETAILS AND FOR PAVING AND DRAINAGE DETAILS. 4.SEE SHEETS 43 TO 44 FOR INTERSECTION DETAILS. 5.SEE SHEET 41 FOR STRIPING AND SIGNAGE DETAILS. 6.SIDEWALKS ON HOME LOT FRONTAGES TO BE INSTALLED AT TIME OF HOME CONSTRUCTION. COMMON AREA SIDEWALKS AND RAMPS TO BE INSTALLED WITH STREET INFRASTRUCTURE. 7.LOT 11, BLOCK B SHALL HAVE A DOWNHILL DRIVEWAY. LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET RIGHT-OF-WAY PROPOSED CENTERLINE EDGE OF PAVEMENT BACK OF CURB LIMIT OF CONSTRUCTION EDGE OF SIDEWALK EXISTING CONTOURS (MAJOR) EXISTING CONTOURS (MINOR) PROPOSED GRADE AT CENTERLINE EX. GROUND AT PROPOSED CENTERLINE P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 6 R I D G E T O P V I S T A D R I V E ( 5 O F 5 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 3 : 2 0 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 74 of 1965 4 0 5 7 4 0 5 8 4 0 5 9 4 0 6 0 4 0 6 1 4 0 6 2 4 0 6 3 4 0 6 4 4 0 6 5 4 0 6 6 4 0 6 7 4 0 6 8 4 0 6 9 4 0 7 0 4 0 7 1 4 0 7 2 4073 4 0 7 4 4 0 7 5 4 0 7 6 4 0 7 7 40 7 8 4 0 7 9 4 0 8 0 4 0 8 1 4 0 8 2 4 0 8 3 4 0 8 4 4 0 8 5 40 8 6 4087 4 0 8 8 4 0 8 9 4 0 5 7 4 0 5 8 4 0 5 9 4 0 6 0 4 0 6 1 4 0 6 2 4 0 6 3 4 0 6 4 4 0 6 5 4 0 6 6 4 0 6 7 4 0 6 8 4 0 6 9 4 0 7 0 4 0 7 1 4 0 7 2 4073 4 0 7 4 4 0 7 5 4 0 7 6 4 0 7 7 40 7 8 4 0 7 9 4 0 8 0 4 0 8 1 4 0 8 2 4 0 8 3 4 0 8 4 4 0 8 5 40 8 6 4087 4 0 8 8 4 0 8 9 13 14 16 17 18 19 20 21 22 23 24 17 27 26 27 36 37 38 39 40 41 BLOCK A MARTINGALE STREE T T A L L R I D E R S D R I V E R I D G E T O P V I S T A D R I V E RIDGETOP VISTA DRIVE 8 7 5 8 8 0 88 5 890 895 9 0 5 910 91 5 920 9 2 5 9 3 0 93 5 87 0 890 895 9 0 0 90 5 9 1 0 915 EX SS-C14 EX SS-C13 RT STRM-C01 SS-C04 SS-C0 1 SS- D 0 1 SS-D1 2 SS-D11 SS-D10 SS - D 0 1 SS-D02 SS-D14 SS-C09 SS - C 0 1 SS- E 0 1 SS-E09 SS-E10 SS-E07 SS-E08 SS-D15 SS-D16 SS-C08 SS-C07 SS-D08 SS-D0 1 FUTR NH79 FUTR NH80 NH78 NH76 NH77 SS-D03 SS-G0 1 S S - F 0 1 SS-F07 SS-F09 SS-F08 SS-F 0 1 SS-F06 SS-F04 SS-F03 OVERALL STORMWATER PLAN Feet 0 100 200 17 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 7 O V E R A L L S T O R M W A T E R P L A N . d w g , 7 / 2 / 2 0 2 1 4 : 2 4 : 3 7 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 75 of 1965 4083 4084 4088 4089 18 BLOCK A 2 + 0 0 3+00 4+005+006+00 7+00 8+00 9+00 2+50 3+50 4+505+50 6+50 7+50 8+50 STA: 3+86.32 SS-C01 P.I. 163.38° 10242715.3396N 3109380.0605E 892 891 890 889 WATR-E 8 9 5 893 89 4 8 9 6 897 89 8 885 883 884 886 887 8 8 8 STA: 2+21.28 SS-C01 4'X4' C01 JB1 10242713.41N 3109545.09E SS-C01 CROSSING @ STA: 1+88.16 SS-C01= STA: 6+40.00 WATR-E WW-G RVD SS-C01 SS - C 0 4 STA: 0+00.00 SS-C09= CL 11' INLET C09 STA: 0+00.00 SS-C08= CL 11' INLET C08 STA: 0+00.00 SS-C07= CL 11' INLET C07 STA: 0+62.93 BEGIN SS-C09 @ STA: 4+52.61 SS-C04 10242816.97N 3109128.27E STA: 0+20.51 BEGIN SS-C08 @ STA: 4+22.87 SS-C04 10242843.48N 3109141.75E STA: 4+66.88 END SS-C04 @ STA: 6+60.02 SS-C01 5'X5' C01 JB2 10242804.26N 3109121.81E STA: 6+11.34 SS-C01 P.I. 170.34° 10242782.2034N 3109165.1999E STA: 8+81.37 SS-C01 P.I. 172.48° 10242904.5661N 3108924.4875E STA: 0+31.03 BEGIN SS-C07 @ STA: 6+00.63 SS-C01 10242779.02N 3109175.43E CROSSING @ STA: 0+36.43 SS-C09= STA: 2+35.03 WATR-E CROSSING @ STA: 0+34.61 SS-C09= STA: 5+89.61 WW-G RVD CROSSING @ STA: 4+33.88 SS-C04= STA: 2+16.29 WATR-E 888887 886 885 88 7 89 2891 890 8 8 8 8 8 9 874 875877 878 881 883 884 8 8 8 8 8 7 882 STA: 0+00.00 SS-C06= CL 11' INLET C06 CROSSING @ STA: 4+56.73 SS-C04= STA: 6+33.91 WW-G RVD STA: 0+24.17 BEGIN SS-C06 @ STA: 5+19.27 SS-C01 10242754.85N 3109253.11E STA: 3+92.08 SS-C04 10242870.94N 3109155.70E PLUG FOR FUTR CONNECTION STA: 1+66.96 SS-C01 10242767.70N 3109543.46E PLUG FOR FUTR CONNECTION SS-C01 865 870 875 880 885 890 895 900 870 875 880 885 890 895 900 1+502+002+503+003+504+004+505+005+506+006+507+007+508+008+509+009+509+75 89 7 . 3 1 89 5 . 7 5 89 1 . 9 89 2 . 9 4 89 1 . 7 89 1 . 6 6 89 1 . 0 89 0 . 9 5 89 0 . 2 88 9 . 9 5 88 9 . 5 88 9 . 1 7 88 8 . 7 88 8 . 9 4 88 7 . 9 88 8 . 1 0 88 7 . 2 88 7 . 3 6 88 6 . 7 88 6 . 6 9 88 6 . 3 88 7 . 0 1 88 6 . 0 88 6 . 3 2 88 5 . 7 88 6 . 2 4 88 5 . 3 88 6 . 1 1 88 5 . 0 88 5 . 6 2 88 3 . 5 0 RI M E L E V . 88 6 . 2 8 RI M E L E V . 89 2 . 0 8 36" RCP @ 1.33% 18" RCP @ 1.33% 18" RCP @ 1.54% ST A : 6 + 6 0 . 0 2 S S - C 0 1 = ST A : 4 + 6 6 . 8 7 S S - C 0 4 5' X 5 ' C 0 1 J B 2 PI P E S I Z E C H A N G E ST A : 2 + 2 1 . 2 8 S S - C 0 1 = @ 4 ' X 4 ' C 0 1 J B 1 PI P E S I Z E C H A N G E GR A D E B R E A K ST A : 6 + 0 0 . 6 3 S S - C 0 1 = ST A : 0 + 3 1 . 0 3 S S - C 0 7 ST A : 1 + 6 6 . 9 6 S S - C 0 1 = FU T U R E G R A D E B R E A K PL U G F O R F U T U R E C O N N E C T I O N 36 " F L O U T : 8 7 9 . 3 4 24 " F L I N : 8 8 0 . 3 4 24 " F L I N : 8 8 0 . 3 4 24 " F L O U T : 8 8 1 . 1 2 24 " F L I N : 8 8 1 . 1 2 18 " F L I N : 8 8 1 . 6 2 18 " F L O U T : 8 8 6 . 6 6 18 " F L I N : 8 8 6 . 6 6 18 " F L O U T : 8 8 7 . 5 0 18 " F L I N : 8 8 7 . 5 0 24" RCP @ 1.33% 24" RCP @ 1.33% 18" R C P @ 6.9 1 % 36" RCP @ 1.33% 18" RCP @ 1.33% ST A : 1 + 8 8 . 1 6 S S - C 0 1 = 12 " W A T R F L : 8 8 5 . 0 0 ST A : 5 + 1 9 . 2 7 S S - C 0 1 = ST A : 0 + 2 4 . 1 7 S S - C 0 6 PI P E S I Z E C H A N G E ST A : 7 + 3 8 . 0 2 S S - C 0 1 = ST A : 0 + 3 7 . 4 8 S S - C 1 0 36 " F L O U T : 8 7 8 . 3 0 36 " F L I N : 8 7 8 . 3 0 18 " F L I N : 8 7 9 . 5 8 24 " F L O U T : 8 8 2 . 2 0 18 " F L I N : 8 8 2 . 7 0 18 " F L I N : 8 8 2 . 7 0 ST A : 8 + 8 1 . 3 7 S S - C 0 1 = CO N N E C T T O E X I S T I N G L I N E PI P E S I Z E C H A N G E GR A D E B R E A K Q100 = 53.77 V100 = 10.35 Q25 = 46.94 V25 = 9.87 Q100 = 47.14 V100 = 8.09 Q25 = 41.88 V25 = 7.67 Q100 = 26.11 V100 = 9.13 Q25 = 22.79 V25 = 8.68 Q100 = 20.94 V100 = 7.33 Q25 = 18.49 V25 = 6.80 Q100 = 13.31 V100 = 7.54 Q25 = 11.46 V25 = 7.09Q100 = 13.31 V100 = 7.54 Q25 = 11.46 V25 = 7.09 SS-C04 865 870 875 880 885 890 895 870 875 880 885 890 895 3+75 4+00 5+00 89 2 . 3 89 0 . 9 88 7 . 0 5 88 7 . 7 88 6 . 1 4 24" RCP @ 1.00% RI M E L E V . 88 6 . 2 8 ST A : 4 + 6 6 . 8 8 S S - C 0 4 = ST A : 6 + 6 0 . 0 2 S S - C 0 1 5' X 5 ' C 0 1 J B 2 ST A : 3 + 9 2 . 0 8 S S - C 0 4 = PL U G F O R F U T U R E C O N N E C T I O N ST A : 4 + 2 2 . 8 7 S S - C 0 4 = ST A : 0 + 2 0 . 5 1 S S - C 0 8 ST A : 4 + 5 2 . 6 1 S S - C 0 4 = ST A : 0 + 6 2 . 9 3 S S - C 0 9 24 " F L O U T : 8 8 1 . 0 8 18 " F L I N : 8 8 1 . 5 8 24 " F L O U T : 8 8 0 . 7 8 24 " F L I N : 8 8 0 . 7 8 18 " F L I N : 8 8 1 . 2 8 24 " F L O U T : 8 8 0 . 4 8 24 " F L I N : 8 8 0 . 4 8 18 " F L I N : 8 8 0 . 9 8 36 " F L O U T : 8 7 9 . 3 4 24 " F L I N : 8 8 0 . 3 4 24 " F L I N : 8 8 0 . 3 4 ST A : 4 + 3 3 . 8 8 S S - C 0 4 = 12 " W A T R F L : 8 7 7 . 6 7 ST A : 4 + 5 6 . 7 3 S S - C 0 4 = 8" S E W R F L : 8 7 5 . 9 3 24" RCP @ 1.00% 24" RCP @ 1.00% Q100 = 16.32 V100 = 6.29 Q25 = 14.75 V25 = 5.97 Q100 = 21.03 V100 = 7.90 Q25 = 19.10 V25 = 7.65 SS-C06 870 875 880 885 890 895 875 880 885 890 895 -0+25 0+00 0+50 88 8 . 0 88 9 . 1 7 RI M E L E V . 88 7 . 9 8 CL 1 0 ' I N L E T C 0 6 ST A : 0 + 0 0 . 0 0 S S - C 0 6 = ST A : 0 + 2 4 . 1 7 S S - C 0 6 = ST A : 5 + 1 9 . 2 7 S S - C 0 1 Q100 = 7.62 V100 = 5.48 Q25 = 7.02 V25 = 5.40 24 " F L O U T : 8 8 2 . 2 0 18 " F L I N : 8 8 2 . 7 0 18 " F L I N : 8 8 2 . 7 0 18 " F L O U T : 8 8 3 . 9 8 SS-C07 865 870 875 880 885 890 870 875 880 885 890 -0+25 0+00 0+50 88 6 . 9 88 8 . 5 3 18" RCP @ 4.08% RI M E L E V . 88 6 . 8 9 CL 1 0 ' I N L E T C 0 7 ST A : 0 + 0 0 . 0 0 S S - C 0 7 = ST A : 0 + 3 1 . 0 3 S S - C 0 7 = ST A : 6 + 0 0 . 6 3 S S - C 0 1 18 " F L O U T : 8 8 2 . 8 9 24 " F L O U T : 8 8 1 . 1 2 24 " F L I N : 8 8 1 . 1 2 18 " F L I N : 8 8 1 . 6 2 Q100 = 5.18 V100 = 4.02 Q25 = 4.30 V25 = 3.69 SS-C08 867 870 875 880 885 890 870 875 880 885 890 -0+25 0+00 0+50 88 6 . 8 89 0 . 2 9 18" RCP @ 7.48% RI M E L E V . 88 6 . 8 1 CL 1 0 ' I N L E T C 0 8 ST A : 0 + 0 0 . 0 0 S S - C 0 8 = 18 " F L O U T : 8 8 2 . 8 1 24 " F L O U T : 8 8 0 . 7 8 24 " F L I N : 8 8 0 . 7 8 18 " F L I N : 8 8 1 . 2 8 ST A : 0 + 2 0 . 5 1 S S - C 0 8 = ST A : 4 + 2 2 . 8 7 S S - C 0 4 Q100 = 5.62 V100 = 4.86 Q25 = 5.03 V25 = 4.72 SS-C08 867 870 875 880 885 890 870 875 880 885 890 -0+25 0+00 0+50 88 6 . 8 89 0 . 2 9 18" RCP @ 7.48% RI M E L E V . 88 6 . 8 1 CL 1 0 ' I N L E T C 0 8 ST A : 0 + 0 0 . 0 0 S S - C 0 8 = 18 " F L O U T : 8 8 2 . 8 1 24 " F L O U T : 8 8 0 . 7 8 24 " F L I N : 8 8 0 . 7 8 18 " F L I N : 8 8 1 . 2 8 ST A : 0 + 2 0 . 5 1 S S - C 0 8 = ST A : 4 + 2 2 . 8 7 S S - C 0 4 Q100 = 5.62 V100 = 4.86 Q25 = 5.03 V25 = 4.72 SS-C07 865 870 875 880 885 890 870 875 880 885 890 -0+25 0+00 0+50 88 6 . 9 88 8 . 5 3 18" RCP @ 4.08% RI M E L E V . 88 6 . 8 9 CL 1 0 ' I N L E T C 0 7 ST A : 0 + 0 0 . 0 0 S S - C 0 7 = ST A : 0 + 3 1 . 0 3 S S - C 0 7 = ST A : 6 + 0 0 . 6 3 S S - C 0 1 18 " F L O U T : 8 8 2 . 8 9 24 " F L O U T : 8 8 1 . 1 2 24 " F L I N : 8 8 1 . 1 2 18 " F L I N : 8 8 1 . 6 2 Q100 = 5.18 V100 = 4.02 Q25 = 4.30 V25 = 3.69 STORM SYSTEM C PLAN & PROFILES LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE 18 Feet 0 40 80 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 8 S T O R M S Y S T E M C P L A N & P R O F I L E S . d w g , 7 / 2 / 2 0 2 1 4 : 2 6 : 3 4 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 76 of 1965 4 0 7 5 4 0 7 6 4 0 7 7 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+ 0 0 7+ 5 0 SS-D0 1 SS - D 0 3 CROSSING @ STA: 5+00.17 SS-D03= STA: 16+00.11 WATR-E WATR-E 24 IN FM RT V 89 8 89 9 90 0 901 902 903 904 905 906 89 2 893 8 9 4 8 9 5 896 90 2 9 0 3 90 4 905 90 2 90 3 90 4 9 0 5 9 0 6 9 0 7 90 8 9 0 9 91 0 911 912 9 1 3 91 4 915 916 91 7 STA: 0+37.48 SS-D01 P.I. 135.00° 10243473.5990N 3110482.0369E STA: 1+76.76 SS-D01 P.I. 177.11° 10243385.1175N 3110374.4631E STA: 3+59.75 SS-D01 P.I. 177.94° 10243256.5300N 3110244.5585E SS-D12 SEE SHEET 20 89 7 89 689 589 4893892 891 STA: 0+00.00 SS-D01= CL 11' INLET D01 STA: 0+00.00 SS-D02= CL 11' INLET D02 STA: 0+00.00 SS-D08= CL 11' INLET D08 STA: 5+33.17 BEGIN SS-D03 @ STA: 2+88.20 SS-D01 3'X3' D01 JB 01 10243309.63N 3110292.51E STA: 0+23.36 BEGIN SS-D08 @ STA: 3+70.78 SS-D01 10243248.08N 3110237.46E STA: 0+38.96 BEGIN SS-D02 @ STA: 2+76.70 SS-D01 10243317.83N 3110300.58E STA: 0+37.48 BEGIN SS-D14 @ STA: 6+55.14 SS-D01 10243030.32N 3110054.60E STA: 2+11.09 END SS-D12 @ STA: 6+65.14 SS-D01 5'X5' D01 JB 02 10243022.66N 3110048.17E STA: 7+49.16 SS-D01 10242968.63N 3110112.51E INSTALL SLOPING HEADWALL STA: 0+00.00 SS-D14= CL 11' INLET D14 STA: 4+91.67 SS-D03 10243338.54N 3110262.73E PLUG FOR FUTURE CONNECTION 8 9 1 8 9 0 889 888 8 8 7 8 8 6 8 8 5 8 8 4 883 8 8 2 8 8 1 880 8798788 7 7 8 7 6 87 5 91 8 919 920 9 2 1 922 9 0 0 8 9 8 898 89 7 STA: 0+00.00 SS-D09= CL 11' INLET D09 STA: 0+37.48 BEGIN SS-D09 @ STA: 5+36.60 SS-D01 10243121.10N 3110130.83E EL E V A T I O N - F E E T A B O V E M . S . L . SS-D01 880 885 890 895 900 905 910 915 880 885 890 895 900 905 910 915 0+001+002+003+004+00 SS-D01 870 875 880 885 890 895 900 905 870 875 880 885 890 895 900 905 5+006+007+008+00 SS-D01 90 6 . 6 90 9 . 3 8 90 6 . 1 90 7 . 4 6 90 5 . 5 90 7 . 6 0 90 4 . 9 90 7 . 2 4 90 4 . 3 90 7 . 5 0 90 3 . 8 90 6 . 7 8 90 3 . 1 90 4 . 8 9 90 1 . 7 90 2 . 8 6 89 9 . 6 90 0 . 9 8 89 7 . 2 89 8 . 4 6 89 4 . 8 89 6 . 8 6 89 2 . 7 89 3 . 9 7 89 1 . 3 89 3 . 3 5 89 0 . 5 89 2 . 9 0 88 9 . 7 5 88 4 . 7 9 18" RCP @ 3.34% 18" RCP @ 1.34% 18" RCP @ 1.34% 24" RC P @ 3.87% 24" RCP @ 3.87%30" RCP @ 2.40% 48" RCP @ 0.49% 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 30" RC P @ 3.99 % 48" RCP @ 0.51% RI M E L E V . 89 0 . 3 7 RI M E L E V . 90 3 . 3 1 RI M E L E V . 90 6 . 6 1 CL 1 0 ' I N L E T D 0 1 ST A : 0 + 0 0 . 0 0 S S - D 0 1 = ST A : 7 + 4 9 . 1 6 S S - D 0 1 = IN S T A L L S L O P I N G HE A D W A L L ST A : 7 + 0 6 . 1 4 S S - D 0 1 = ST A : 0 + 3 4 . 6 5 S S - D 1 6 ST A : 6 + 5 5 . 1 4 S S - D 0 1 = ST A : 0 + 3 7 . 4 8 S S - D 1 4 ST A : 3 + 7 0 . 7 8 S S - D 0 1 = ST A : 0 + 2 3 . 3 6 S S - D 0 8 ST A : 2 + 7 6 . 7 0 S S - D 0 1 = ST A : 0 + 3 8 . 9 6 S S - D 0 2 ST A : 6 + 6 5 . 1 4 S S - D 0 1 = ST A : 2 + 1 1 . 0 9 S S - D 1 2 5' X 5 ' D 0 1 J B 0 2 PI P E S I Z E C H A N G E ST A : 2 + 8 8 . 2 0 S S - D 0 1 = ST A : 5 + 3 3 . 1 7 S S - D 0 3 3' X 3 ' D 0 1 J B 0 1 ST A : 0 + 3 7 . 4 8 S S - D 0 1 = GR A D E B R E A K ST A : 3 + 5 9 . 7 5 S S - D 0 1 = PI P E S I Z E C H A N G E 48 " F L O U T : 8 8 2 . 4 5 48 " F L I N : 8 8 2 . 4 5 18 " F L I N : 8 8 4 . 9 5 48 " F L O U T : 8 8 2 . 6 5 30 " F L I N : 8 8 4 . 1 5 30 " F L I N : 8 8 4 . 1 5 18 " F L I N : 8 8 5 . 1 5 30 " F L O U T : 8 8 4 . 3 9 30 " F L I N : 8 8 4 . 3 9 18 " F L I N : 8 8 5 . 3 9 30 " F L O U T : 8 9 3 . 8 0 24 " F L I N : 8 9 4 . 3 0 18 " F L I N : 8 9 4 . 8 0 24 " F L O U T : 8 9 4 . 7 3 24 " F L I N : 8 9 4 . 7 3 24 " F L O U T : 8 9 7 . 5 0 24 " F L I N : 8 9 7 . 5 0 18 " F L I N : 8 9 8 . 0 0 18 " F L O U T : 8 9 8 . 1 5 18 " F L I N : 8 9 8 . 1 5 18 " F L I N : 8 9 8 . 1 5 18 " F L O U T : 9 0 1 . 3 6 18 " F L I N : 9 0 1 . 3 6 18 " F L O U T : 9 0 2 . 6 1 3:1 SLOPING HEADWALL GRADE TO DRAIN @ -0.50% 30" RCP @ 2.35% ST A : 5 + 3 6 . 6 0 S S - D 0 1 = ST A : 0 + 3 7 . 4 8 S S - D 0 9 GR A D E B R E A K 18" RCP @ 1.30% Q100 = 92.44 V100 = 9.31 Q25 = 79.57 V25 = 8.82 Q100 = 88.22 V100 = 7.05 Q25 = 76.05 V25 = 8.54 Q100 = 49.18 V100 = 10.02 Q25 = 43.06 V25 = 9.30 Q100 = 43.78 V100 = 9.24 Q25 = 38.26 V25 = 8.56 Q100 = 40.30 V100 = 13.52 Q25 = 35.16 V25 = 12.24 Q100 = 5.86 V100 = 4.30 Q25 = 5.31 V25 = 4.09 Q100 = 12.59 V100 = 7.38 Q25 = 11.31 V25 = 6.78 ST A : 6 + 8 5 . 1 4 S S - D 0 1 = 24 " 1 2 I N C H F . M . F L : 8 7 8 . 9 3 SS-D02 885 890 895 900 905 910 890 895 900 905 910 -0+25 0+00 0+50 SS-D03 885 890 895 900 905 910 890 895 900 905 910 4+50 5+00 5+50 90 3 . 9 90 8 . 8 1 18" R C P @ 4 . 4 4 % 91 2 . 0 4 90 3 . 5 90 7 . 9 2 2 4 " R C P @ 8 . 8 6 % 24" RCP @ 1.20% CL 1 0 ' I N L E T D 0 2 ST A : 0 + 0 0 . 0 0 S S - D 0 2 = ST A : 0 + 3 8 . 9 6 S S - D 0 2 = ST A : 2 + 7 6 . 7 0 S S - D 0 1 ST A : 4 + 9 1 . 6 7 S S - D 0 3 = ST A : 0 + 7 2 . 1 2 F U T U R E S S - D 0 7 24" RCP @ 1.20% ST A : 5 + 3 3 . 1 7 S S - D 0 3 = ST A : 2 + 8 8 . 2 0 S S - D 0 1 3' X 3 ' D 0 1 J B 0 1 RI M E L E V . 90 3 . 8 8 RI M E L E V . 90 3 . 3 1 18 " F L O U T : 8 9 9 . 8 8 18 " F L O U T : 8 9 8 . 1 5 18 " F L I N : 8 9 8 . 1 5 18 " F L I N : 8 9 8 . 1 5 24 " F L O U T : 8 9 8 . 0 0 24 " F L I N : 8 9 8 . 0 0 18 " F L I N : 8 9 8 . 5 0 24 " F L O U T : 8 9 7 . 5 0 24 " F L I N : 8 9 7 . 5 0 18 " F L I N : 8 9 8 . 0 0 Q100 = 6.73 V100 = 4.70 Q25 = 6.00 V25 = 4.42 Q100 = 27.71 V100 = 8.85 Q25 = 23.85 V25 = 7.98 ST A : 5 + 0 0 . 1 7 S S - D 0 3 = 12 " W A T R F L : 8 9 5 . 5 3 SS-D08 880 885 890 895 900 905 885 890 895 900 905 -0+25 0+00 0+50 90 1 . 7 90 1 . 7 9 18" RCP @ 12.33% CL 1 0 ' I N L E T D 0 8 ST A : 0 + 0 0 . 0 0 S S - D 0 8 = RI M E L E V . 90 1 . 6 8 ST A : 0 + 2 3 . 3 6 S S - D 0 8 = ST A : 3 + 7 0 . 7 8 S S - D 0 1 18 " F L O U T : 8 9 7 . 6 8 30 " F L O U T : 8 9 3 . 8 0 24 " F L I N : 8 9 4 . 3 0 18 " F L I N : 8 9 4 . 8 0 SS-D09 875 880 885 890 895 900 880 885 890 895 900 -0+25 0+00 0+50 89 4 . 4 89 8 . 4 1 RI M E L E V . 89 4 . 4 2 CL 1 0 ' I N L E T D 0 9 ST A : 0 + 0 0 . 0 0 S S - D 0 9 = ST A : 0 + 3 7 . 4 8 S S - D 0 9 = ST A : 5 + 3 6 . 6 0 S S - D 0 1 18 " F L O U T : 8 9 0 . 4 2 18" RCP @ 5.98% 30 " F L O U T : 8 8 7 . 1 8 30 " F L I N : 8 8 7 . 1 8 18 " F L I N : 8 8 8 . 1 8 Q100 = 3.48 V100 = 3.25 Q25 = 3.10 V25 = 3.16 Q100 = 5.40 V100 = 3.06 Q25 = 4.81 V25 = 3.95 SS-D14 873 875 880 885 890 895 875 880 885 890 895 -0+25 0+00 0+50 89 0 . 9 89 5 . 9 1 CL 1 0 ' I N L E T D 1 4 ST A : 0 + 0 0 . 0 0 S S - D 1 4 = RI M E L E V . 89 0 . 8 6 ST A : 0 + 3 7 . 4 8 S S - D 1 4 = ST A : 6 + 5 5 . 1 4 S S - D 0 1 18" RCP @ 3.92% 18 " F L O U T : 8 8 6 . 8 6 30 " F L O U T : 8 8 4 . 3 9 30 " F L I N : 8 8 4 . 3 9 18 " F L I N : 8 8 5 . 3 9 Q100 = 6.65 V100 = 3.76 Q25 = 5.83 V25 = 4.34 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B STORM SYSTEM D PLAN & PROFILES (1 OF 2) Feet 0 40 80 LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 19 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 1 9 S T O R M S Y S T E M D P L A N & P R O F I L E S ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 8 : 3 1 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 77 of 1965 4 0 7 5 4 0 7 6 STA: 0+00.00 SS-D10= CL 11' INLET D10 0+50 1+00 1+50 2+00 STA: 0+00.00 SS-D12= CL 11' INLET D12 SS-D01SS-D12 STA: 0+34.65 BEGIN SS-D16 @ STA: 7+06.14 SS-D01 10242996.29N 3110079.56E STA: 0+48.79 BEGIN SS-D11 @ STA: 0+44.54 SS-D10 10242940.89N 3109944.25E STA: 0+26.16 SS-D15 P.I. 135.00° 10243027.8052N 3110042.0404E STA: 0+40.70 SS-D12 P.I. 134.83° 10242895.0006N 3109935.4134E CROSSING @ STA: 6+85.14 SS-D01= STA: 14+33.79 24 IN FM RTV CROSSING @ STA: 0+04.95 SS-D16= STA: 14+12.79 24 IN FM RTV CROSSING @ STA: 0+23.16 SS-D12= STA: 9+58.59 WW-E RVD CROSSING @ STA: 0+37.60 SS-D10= STA: 10+91.73 WATR-E STA: 0+00.00 SS-D16= CL 11' INLET D16 STA: 0+00.00 SS-D15= CL 11' INLET D15 STA: 0+00.00 SS-D11= CL 11' INLET D11 CROSSING @ STA: 0+14.80 SS-D11= STA: 8+93.01 WW-E RVD STA: 2+11.09 END SS-D12 @ STA: 6+65.14 SS-D01 5'X5' D01 JB 02 10243022.66N 3110048.17E STA: 0+69.54 END SS-D10 @ STA: 0+80.05 SS-D12 3'X3' D12 JB 01 10242923.67N 3109962.37E WW-E RVD 24 IN FM RTV 89 4 89 3 892 891 891 892 887 889 890 89 0 885 8 8 6 8 8 7 888 889 88 0 878 8 7 9 8 8 1 8 8 2 8 8 3 88 4 888 9 0 5 904 903 902 901 900 898 8 9 7 899 WATR-E STA: 0+34.65 SS-D10 P.I. 135.00° 10242947.6994N 3109937.0798ECROSSING @ STA: 0+38.99 SS-D11= STA: 10+84.80 WATR-E STA: 1+16.45 SS-D12 P.I. 176.78° 10242950.1891N 3109987.3090E SEE SHEET 19 885 910 906 907 9 0 8 909 STA: 0+00.00 SS-D13= CL 11' INLET D13 STA: 7+49.16 SS-D01 INSTALL SD19 SLOPING HEADWALL 10242968.63N 3110112.51E SS-D12 870 875 880 885 890 895 900 875 880 885 890 895 900 -0+50 0+00 1+00 2+00 2+75 89 1 . 2 89 5 . 6 7 89 0 . 9 89 3 . 1 5 89 0 . 7 89 2 . 7 5 89 0 . 4 89 2 . 7 1 89 0 . 3 89 3 . 0 0 SS-D10 870 875 880 885 890 895 900 875 880 885 890 895 900 -0+25 0+00 1+00 1+25 18" R C P @ 3. 3 0 %18" RCP @ 0.51%30" RCP @ 0.50% 30" RCP @ 0.50% 89 2 . 0 89 8 . 1 9 89 0 . 6 89 4 . 4 6 SS-D11 875 880 885 890 895 900 880 885 890 895 900 -0+25 0+00 0+75 89 2 . 3 89 8 . 5 3 18" RCP @ 4.76% 18" RCP @ 0.52% CL 1 0 ' I N L E T D 1 2 ST A : 0 + 0 0 . 0 0 S S - D 1 2 = RI M E L E V . 89 1 . 2 2 RI M E L E V . 89 0 . 8 0 RI M E L E V . 89 0 . 3 7 ST A : 0 + 4 0 . 7 0 S S - D 1 2 = GR A D E B R E A K ST A : 2 + 1 1 . 0 9 S S - D 1 2 = ST A : 6 + 6 5 . 1 4 S S - D 0 1 5' X 5 ' D 0 1 J B 0 2 ST A : 0 + 8 0 . 0 5 S S - D 1 2 = ST A : 0 + 6 9 . 5 4 S S - D 1 0 3' X 3 ' D 1 2 J B 0 1 PI P E S I Z E C H A N G E 18 " F L O U T : 8 8 7 . 3 4 18 " F L O U T : 8 8 6 . 0 0 18 " F L I N : 8 8 6 . 0 0 30 " F L O U T : 8 8 4 . 8 0 18 " F L I N : 8 8 5 . 8 0 18 " F L I N : 8 8 5 . 8 0 48 " F L O U T : 8 8 2 . 6 5 30 " F L I N : 8 8 4 . 1 5 30 " F L I N : 8 8 4 . 1 5 18 " F L I N : 8 8 5 . 1 5 RI M E L E V . 89 2 . 0 4 RI M E L E V . 89 0 . 8 0 RI M E L E V . 89 2 . 2 5 CL 1 0 ' I N L E T D 1 0 ST A : 0 + 0 0 . 0 0 S S - D 1 0 = CL 1 0 ' I N L E T D 1 1 ST A : 0 + 0 0 . 0 0 S S - D 1 1 = ST A : 0 + 6 9 . 5 4 S S - D 1 0 = ST A : 0 + 8 0 . 0 5 S S - D 1 2 3' X 3 ' D 1 2 J B 0 1 ST A : 0 + 4 8 . 7 9 S S - D 1 1 = ST A : 0 + 4 4 . 5 4 S S - D 1 0 ST A : 0 + 4 4 . 5 4 S S - D 1 0 = ST A : 0 + 4 8 . 7 9 S S - D 1 1 18 " F L O U T : 8 8 8 . 0 4 18 " F L O U T : 8 8 5 . 9 3 18 " F L I N : 8 8 5 . 9 3 18 " F L I N : 8 8 5 . 9 3 30 " F L O U T : 8 8 4 . 8 0 18 " F L I N : 8 8 5 . 8 0 18 " F L I N : 8 8 5 . 8 0 18 " F L O U T : 8 8 8 . 2 5 18 " F L O U T : 8 8 5 . 9 3 18 " F L I N : 8 8 5 . 9 3 18 " F L I N : 8 8 5 . 9 3 30" RCP @ 0.50% 18" R C P @ 4 . 6 3 % Q100 = 5.61 V100 = 4.08 Q25 = 5.20 V25 = 3.89 Q100 = 7.49 V100 = 4.24 Q25 = 6.76 V25 = 5.04 Q100 = 17.81 V100 = 3.63 Q25 = 16.30 V25 = 4.79 Q100 = 25.33 V100 = 5.16 Q25 = 22.44 V25 = 6.54 Q100 = 4.72 V100 = 3.67 Q25 = 4.34 V25 = 3.58 Q100 = 10.32 V100 = 5.84 Q25 = 9.54 V25 = 5.94 ST A : 0 + 3 7 . 6 0 S S - D 1 0 = 12 " W A T R F L : 8 8 3 . 9 8 ST A : 0 + 2 3 . 1 6 S S - D 1 2 = 8" S E W R F L : 8 8 2 . 7 5 ST A : 0 + 1 4 . 8 0 S S - D 1 1 = 8" S E W R F L : 8 8 3 . 1 8 ST A : 0 + 3 9 . 0 0 S S - D 1 1 = 12 " W A T R F L : 8 8 3 . 9 5 ST A : 1 + 7 2 . 0 9 S S - D 1 2 = ST A : 0 + 3 7 . 4 8 S S - D 1 3 SS-D15 870 875 880 885 890 895 875 880 885 890 895 -0+25 0+00 0+50 SS-D16 870 875 880 885 890 895 875 880 885 890 895 -0+25 0+00 0+50 89 0 . 4 89 4 . 9 3 89 0 . 4 89 1 . 5 8 RI M E L E V . 89 0 . 4 0 RI M E L E V . 89 0 . 3 7 RI M E L E V . 89 0 . 3 9 CL 1 0 ' I N L E T D 1 5 ST A : 0 + 0 0 . 0 0 S S - D 1 5 = CL 1 0 ' I N L E T D 1 6 ST A : 0 + 0 0 . 0 0 S S - D 1 6 = ST A : 0 + 3 4 . 1 6 S S - D 1 5 = ST A : 6 + 6 5 . 1 4 S S - D 0 1 5' X 5 ' D 0 1 J B 0 2 ST A : ? ? ? S S - D 0 9 = ST A : 7 + 0 6 . 1 4 S S - D 0 1 18" R C P @ 3. 6 7 % 18 " F L O U T : 8 8 6 . 4 0 48 " F L O U T : 8 8 2 . 6 5 30 " F L I N : 8 8 4 . 1 5 30 " F L I N : 8 8 4 . 1 5 18 " F L I N : 8 8 5 . 1 5 18 " F L O U T : 8 8 6 . 3 9 48 " F L O U T : 8 8 2 . 4 5 48 " F L I N : 8 8 2 . 4 5 18 " F L I N : 8 8 4 . 9 5 18" RCP @ 4.16% SS-D13 873 875 880 885 890 895 875 880 885 890 895 -0+25 0+00 0+50 89 0 . 5 89 4 . 9 3 RI M E L E V . 89 0 . 5 4 18" RCP @ 3.20% CL 1 0 ' I N L E T D 1 3 ST A : 0 + 0 0 . 0 0 S S - D 1 3 = 18 " F L O U T : 8 8 6 . 5 4 30 " F L O U T : 8 8 4 . 3 4 30 " F L I N : 8 8 4 . 3 4 18 " F L I N : 8 8 5 . 3 4 Q100 = 7.05 V100 = 4.39 Q25 = 4.71 V25 = 4.67 Q100 = 4.22 V100 = 3.45 Q25 = 3.53 V25 = 6.59 Q100 = 7.53 V100 = 4.31 Q25 = 6.14 V25 = 4.67 ST A : 0 + 3 7 . 4 8 S S - D 1 3 = ST A : 1 + 7 2 . 0 9 S S - D 1 2 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B Feet 0 40 80 LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL STORM SYSTEM D PLAN & PROFILES (2 OF 2) 20 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 0 S T O R M S Y S T E M D P L A N & P R O F I L E S ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 2 9 : 5 9 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 78 of 1965 4 0 6 4 4 0 6 5 8+ 0 0 9+0010+00 11+ 0 0 7+ 5 0 8+5 0 9+5010+50 11+ 5 0 2+ 0 0 3+0 0 3+6 6 1+ 5 0 2+5 0 3+5 0 90 8 90 7 907 906 90 5 90 4 9 0 3 90 2 914 913 912 911 910 909 GRADE TO DRAIN GRA D E T O D R A I N SS- G 0 1 SS-E01 WATR-E 24 IN FM RTV CROSSING @ STA: 2+04.66 SS-G01= STA: 22+67.83 24 IN FM RTV CROSSING @ STA: 1+51.66 SS-G01= STA: 20+64.56 WATR-E CROSSING @ STA: 0+46.50 SS-E10= STA: 24+39.97 24 IN FM RTV CROSSING @ STA: 24+61.14 24 IN FM RTV= STA: 0+03.50 SS-E09 CROSSING @ STA: 8+45.28 SS-E01= STA: 24+80.33 24 IN FM RTV CROSSING @ STA: 7+84.84 SS-E01= STA: 22+93.96 WATR-E CROSSING @ STA: 0+40.60 SS-E08= STA: 22+99.75 WATR-E STA: 8+17.84 SS-E01 P.I. 135.00° 10243753.9491N 3110822.4029E STA: 8+87.86 SS-E01 P.I. 132.28° 10243684.0198N 3110818.9333E STA: 0+68.00 SS-E10 P.I. 135.00° 10243684.2995N 3110803.5312E STA: 10+66.63 SS-E01 P.I. 126.11° 10243570.4534N 3110680.8617E STA: 2+26.16 SS-G01 P.I. 143.89° 10243574.9474N 3110670.5835E STA: 3+13.56 SS-G01 10243487.69N 3110675.66E STA: 1+33.16 SS-G01 PLUG FOR FUTURE CONNECTION 10243646.77N 3110611.51E 90 7 90 6 9 0 5 9 0 4 9 0 3 90 2 90 1 9 0 0 89 5 8 9 6 89 7 8 9 8 89 9 915 913 906 905 904 903 STA: 0+82.14 BEGIN SS-E10 @ STA: 9+09.57 SS-E01 10243670.22N 3110802.16E STA: 0+00.00 SS-E07= CL 11' EX E07 STA: 0+00.00 SS-E08= CL 11' EX E08 STA: 0+00.00 SS-E10= CL 11' E10 STA: 0+00.00 SS-E09= CL 11' EX E09 STA: 0+48.79 BEGIN SS-E08 @ STA: 7+90.66 SS-E01 10243774.10N 3110804.16E STA: 0+34.65 BEGIN SS-E07 @ STA: 7+81.90 SS-E01 10243780.59N 3110798.28E STA: 0+23.59 BEGIN SS-E09 @ STA: 8+72.39 SS-E01 10243699.46N 3110819.70E STA: 7+37.99 SS-E01 10243813.14N 3110768.80E PLUG FOR FUTURE CONNECTIONSS-G01 890 895 900 905 910 915 895 900 905 910 915 1+502+002+503+003+503+75 91 2 . 6 5 90 8 . 5 91 0 . 1 8 90 8 . 3 90 8 . 7 7 90 6 . 6 8 90 4 . 0 7 90 1 . 4 4 ST A : 3 + 1 3 . 5 6 S S - G 0 1 = IN S T A L L S L O P I N G H E A D W A L L ST A : 1 + 3 3 . 1 6 S S - G 0 1 = AP L U G F O R F U T U R E C O N N E C T I O N 30" RCP @ 0.50% 30 " F L O U T : 9 0 0 . 8 0 30 " F L O U T : 9 0 1 . 7 0 24 " F L I N : 9 0 2 . 2 0 GRADE TO DRAIN @-0.50% ST A : 2 + 0 4 . 6 6 S S - G 0 1 = 24 " 1 2 I N C H F . M . F L : 8 9 7 . 7 8 ST A : 1 + 5 1 . 6 6 S S - G 0 1 = 12 " W A T R F L : 8 9 9 . 1 6 Q100 = 31.51 V100 = 6.42 Q25 = 27.12 V25 = 5.73 SS-E01 880 885 890 895 900 905 910 885 890 895 900 905 910 7+008+008+509+009+5010+0010+5011+0011+5012+0012+5012+75 90 9 . 3 90 8 . 2 90 6 . 4 90 4 . 4 9 90 6 . 6 90 5 . 2 3 90 7 . 1 90 7 . 8 90 7 . 7 90 7 . 2 90 5 . 9 90 3 . 1 90 0 . 4 89 5 . 5 GRADE TO DRAIN @ -0.50% 3:1 SLOPING HEADWALL 42" RCP @ 0.51% 42" RCP @ 0.50% 42" RCP @ 1.85%42" RCP @ 0.50%42" RCP @ 0.50% 42" RCP @ 0.50% 42" RCP @ 0.50% ST A : 8 + 1 7 . 8 4 S S - E 0 1 = PI P E S I Z E C H A N G E 42" RCP @ 0.50% ST A : 8 + 7 2 . 3 9 S S - E 0 1 = ST A : 0 + 2 3 . 5 9 S S - E 0 9 ST A : 9 + 0 9 . 5 7 S S - E 0 1 = ST A : 0 + 8 2 . 1 4 S S - E 1 0 ST A : 7 + 9 0 . 6 6 S S - E 0 1 = ST A : 0 + 4 8 . 7 9 S S - E 0 8 ST A : 7 + 8 1 . 9 0 S S - E 0 1 = ST A : 0 + 3 4 . 6 5 S S - E 0 7 ST A : 7 + 3 7 . 9 9 S S - E 0 1 = PL U G F O R F U T U R E C O N N E C T I O N ST A : 8 + 4 5 . 3 3 S S - E 0 1 = 24 " 1 2 I N C H F . M . F L : 8 9 4 . 3 1 42 " F L O U T : 8 9 7 . 0 5 42 " F L I N : 8 9 7 . 0 5 18 " F L I N : 8 9 9 . 0 5 42 " F L O U T : 8 9 7 . 2 4 42 " F L I N : 8 9 7 . 2 4 18 " F L I N : 8 9 9 . 2 4 42 " F L O U T : 8 9 7 . 5 1 42 " F L I N : 8 9 7 . 5 1 42 " F L O U T : 8 9 7 . 6 5 42 " F L I N : 8 9 7 . 6 5 18 " F L I N : 8 9 9 . 6 5 42 " F L O U T : 8 9 7 . 6 9 42 " F L I N : 8 9 7 . 6 9 18 " F L I N : 8 9 9 . 6 9 42 " F L O U T : 8 9 7 . 9 1 42 " F L I N : 8 9 7 . 9 1 ST A : 7 + 8 4 . 8 4 S S - E 0 1 = 12 " W A T R F L : 8 9 5 . 7 7 Q100 = 66.19 V100 = 8.51 Q25 = 57.61 V25 = 8.51 Q100 = 61.73 V100 = 6.42 Q25 = 53.62 V25 = 8.04 Q100 = 60.09 V100 = 6.25 Q25 = 52.21 V25 = 7.89 Q100 = 51.24 V100 = 5.33 Q25 = 44.42 V25 = 7.21 ST A : 1 2 + 3 0 . 1 2 S S - E 0 1 = IN S T A L L S D 1 9 SL O P I N G H E A D W A L L 42 " F L I N : 8 9 5 . 4 3 SS-E10 885 890 895 900 905 910 890 895 900 905 910 -0+25 0+00 1+00 SS-E08 885 890 895 900 905 910 890 895 900 905 910 -0+25 0+00 0+75 SS-E07 885 890 895 900 905 910 890 895 900 905 910 -0+25 0+00 0+50 90 8 . 0 90 5 . 7 2 90 7 . 3 90 5 . 8 6 90 6 . 4 90 4 . 7 4 90 4 . 7 2 SS-E09 885 890 895 900 905 910 890 895 900 905 910 -0+25 0+00 0+50 90 7 . 0 90 5 . 3 7 18" R C P @ 2.9 7 % 18" RCP @ 2.24 % 18" R C P @ 3.2 5 % 18" RCP @ 9.04% RI M E L E V . 90 4 . 7 2 RI M E L E V . 90 4 . 7 4 RI M E L E V . 90 5 . 7 2 RI M E L E V . 90 5 . 3 7 CL 1 0 ' E X E 0 7 ST A : 0 + 0 0 . 0 0 S S - E 0 7 = CL 1 0 ' E X E 0 8 ST A : 0 + 0 0 . 0 0 S S - E 0 8 = CL 1 0 ' E 1 0 ST A : 0 + 0 0 . 0 0 S S - E 1 0 = CL 1 0 ' E X E 0 9 ST A : 0 + 0 0 . 0 0 S S - E 0 9 = ST A : 0 + 3 4 . 6 5 S S - E 0 7 = ST A : 7 + 8 1 . 9 0 S S - E 0 1 ST A : 0 + 4 8 . 7 9 S S - E 0 8 = ST A : 7 + 9 0 . 6 6 S S - E 0 1 ST A : 0 + 8 2 . 1 4 S S - E 1 0 = ST A : 9 + 0 9 . 5 7 S S - E 0 1 ST A : 0 + 2 3 . 5 9 S S - E 0 9 = ST A : 8 + 7 2 . 3 9 S S - E 0 1 18 " F L O U T : 9 0 0 . 7 2 42 " F L O U T : 8 9 7 . 6 9 42 " F L I N : 8 9 7 . 6 9 18 " F L I N : 8 9 9 . 6 9 18 " F L O U T : 9 0 0 . 7 4 42 " F L O U T : 8 9 7 . 6 5 42 " F L I N : 8 9 7 . 6 5 18 " F L I N : 8 9 9 . 6 5 18 " F L O U T : 9 0 1 . 7 2 42 " F L O U T : 8 9 7 . 0 5 42 " F L I N : 8 9 7 . 0 5 18 " F L I N : 8 9 9 . 0 5 18 " F L O U T : 9 0 1 . 3 7 42 " F L O U T : 8 9 7 . 2 4 42 " F L I N : 8 9 7 . 2 4 18 " F L I N : 8 9 9 . 2 4 Q100 = 6.23 V100 = 3.53 Q25 = 5.54 V25 = 6.98 Q100 = 2.62 V100 = 1.48 Q25 = 2.26 V25 = 5.00 Q100 = 4.46 V100 = 3.55 Q25 = 3.99 V25 = 4.41 Q100 = 1.64 V100 = 1.28 Q25 = 1.41 V25 = 4.56 ST A : 0 + 4 0 . 6 0 S S - E 0 8 = 12 " W A T R F L : 8 9 5 . 8 0 ST A : 0 + 4 6 . 5 4 S S - E 1 0 = 24 " 1 2 I N C H F . M . F L : 8 9 6 . 1 5 ST A : 0 + 0 3 . 5 5 S S - E 0 9 = 24 " 1 2 I N C H F . M . F L : 8 9 4 . 3 1 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL Feet 0 40 80 STORM SYSTEMS E AND G PLAN AND PROFILES 21 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 1 S T O R M S Y S T E M S E A N D G P L A N A N D P R O F I L E S . d w g , 7 / 2 / 2 0 2 1 4 : 3 1 : 2 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 79 of 1965 40 5 7 40 5 8 40 5 9 40 6 0 40 6 1 40 6 2 40 6 3 24 IN FM RTV WATR-E 892 893 894 895 897 898 8 9 9 900 899 900 901 902 903 90 4 905 WW-F RVD 896 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+ 5 0 6+ 0 0 6+ 5 0 SS-F01 STA: 0+23.14 SS-F01 P.I. 135.00° 10244024.8092N 3110958.5639E STA: 1+68.87 SS-F01 P.I. 170.46° 10244169.9092N 3110959.3087E CROSSING @ STA: 0+29.97 SS-F08= STA: 30+65.67 WATR-E CROSSING @ STA: 5+24.96 SS-F01= STA: 8+65.99 WW-F RVD CROSSING @ STA: 4+76.41 SS-F01= STA: 8+19.26 WW-F RVD STA: 0+16.97 SS-F08 P.I. 135.00° 10244494.0374N 3110835.5788E STA: 0+23.41 SS-F09 P.I. 137.18° 10244527.2168N 3110865.2347E STA: 0+85.86 SS-F01= CL 11' INLET F02 STA: 1+57.79 SS-F01= CL 11' INLET F03 STA: 1+59.53 SS-F01= CL 11' INLET F04 STA: 3+28.44 SS-F01= CL 11' INLET F06 STA: 0+24.66 BEGIN SS-F03 @ STA: 1+78.00 SS-F01 10244178.73N 3110956.95E STA: 0+40.02 BEGIN SS-F04 @ STA: 1+86.23 SS-F01 10244186.68N 3110954.83E STA: 0+21.95 BEGIN SS-F06 @ STA: 3+43.96 SS-F01 10244339.08N 3110914.17E STA: 5+12.57 END SS-F01 @ STA: 0+52.97 SS-F08 4'X4' F01 JB 01 10244501.98N 3110870.69E STA: 0+00.00 SS-F08= CL 11' INLET F08 STA: 0+00.00 SS-F09= CL 11' INLET F09 STA: 0+00.00 SS-F07= CL 11' INLET F07 STA: 0+38.37 BEGIN SS-F07 @ STA: 4+04.49 SS-F01 10244397.56N 3110898.56E 900 900 899 898 898 899 STA: 0+00.00 SS-F01= CL 11' INLET F01 STA: 0+00.00 SS-F05= CL 11' INLET F05 STA: 0+21.49 BEGIN SS-F02 @ STA: 1+01.06 SS-F01 10244102.40N 3110965.69E STA: 0+20.99 BEGIN SS-F05 @ STA: 2+38.57 SS-F01 10244237.25N 3110941.34E SS-F01 875 880 885 890 895 900 905 -0+25 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 89 9 . 8 89 9 . 8 5 89 8 . 9 89 8 . 9 3 89 8 . 1 89 8 . 1 4 89 7 . 7 89 7 . 7 0 89 7 . 8 89 7 . 8 3 89 8 . 1 89 8 . 0 9 89 8 . 3 89 8 . 3 5 89 8 . 6 89 8 . 6 0 89 8 . 9 89 8 . 8 6 89 9 . 1 89 9 . 1 2 89 9 . 4 89 9 . 3 7 89 9 . 8 89 9 . 7 5 GRADE TO DRAIN @ -0.50% -0.50% - 3 3 . 3 3 % RI M E L E V . 89 9 . 4 3 18" RCP @ 0.50% 18" RCP @ 0.50% 30" RCP @ 0.50%30" RCP @ 0.50%30" RCP @ 0.50% 36" RCP @ 0.50% ST A : 5 + 1 2 . 5 7 S S - F 0 1 = ST A : 0 + 4 9 . 2 2 S S - F 0 9 4' X 4 ' F 0 1 J B 0 1 ST A : 1 + 0 1 . 0 6 S S - F 0 1 = PI P E S I Z E C H A N G E ST A : 1 + 7 8 . 0 0 S S - F 0 1 = ST A : 0 + 2 4 . 6 6 S S - F 0 3 PI P E S I Z E C H A N G E ST A : 1 + 8 6 . 2 3 S S - F 0 1 = ST A : 0 + 4 0 . 0 2 S S - F 0 4 PI P E S I Z E C H A N G E ST A : 3 + 4 3 . 9 6 S S - F 0 1 = ST A : 0 + 2 1 . 9 5 S S - F 0 6 PI P E S I Z E C H A N G E ST A : 0 + 3 8 . 3 7 S S - F 0 7 = ST A : 4 + 0 4 . 4 9 S S - F 0 1 PI P E S I Z E C H A N G E 18 " F L O U T : 8 9 4 . 0 2 18 " F L I N : 8 9 4 . 0 2 18 " F L I N : 8 9 4 . 0 2 30 " F L O U T : 8 9 1 . 8 1 30 " F L I N : 8 9 1 . 8 1 18 " F L I N : 8 9 2 . 8 1 36 " F L O U T : 8 9 1 . 0 1 30 " F L I N : 8 9 1 . 5 1 18 " F L I N : 8 9 2 . 5 1 36 " F L O U T : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 36 " F L I N : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 36" RCP @ 0.50% 24" RCP @ 0.50% 18" RCP @ 0.50% 18 " R C P @ 6 . 1 9 % ST A : 0 + 2 3 . 1 4 S S - F 0 1 = GR A D E B R E A K ST A : 2 + 3 8 . 5 7 S S - F 0 1 = ST A : 0 + 2 0 . 9 9 S S - F 0 5 30 " F L O U T : 8 9 2 . 3 4 30 " F L I N : 8 9 2 . 3 4 18 " F L I N : 8 9 3 . 3 4 18 " F L O U T : 8 9 4 . 4 1 18 " F L I N : 8 9 4 . 4 1 CL 1 0 ' I N L E T F 0 1 ST A : 0 + 0 0 . 0 0 S S - F 0 1 = RI M E L E V . 89 9 . 8 5 18 " F L O U T : 8 9 5 . 8 5 24 " F L O U T : 8 9 3 . 1 4 18 " F L I N : 8 9 3 . 6 4 18 " F L I N : 8 9 3 . 6 4 30 " F L O U T : 8 9 2 . 6 0 24 " F L I N : 8 9 3 . 1 0 18 " F L I N : 8 9 3 . 6 0 Q100 = 43.44 V100 = 7.64 Q25 = 37.39 V25 = 7.42 Q100 = 35.41 V100 = 5.02 Q25 = 30.29 V25 = 5.64 Q100 = 33.58 V100 = 6.84 Q25 = 28.72 V25 = 7.09 Q100 = 26.43 V100 = 5.38 Q25 = 22.41 V25 = 4.66 Q100 = 20.68 V100 = 4.21 Q25 = 17.66 V25 = 3.63 Q100 = 5.24 V100 = 3.00 Q25 = 4.75 V25 = 3.69 ST A : 4 + 7 6 . 4 1 S S - F 0 1 = 8" N H - 8 0 S E W R F L : 8 8 8 . 9 8 ST A : 5 + 2 4 . 9 6 S S - F 0 1 = 8" N H - 8 0 S E W R F L : 8 8 8 . 4 8 ST A : 5 + 4 2 . 5 8 S S - F 0 1 = 24 " 1 2 I N C H F . M . F L : 8 8 6 . 7 6 Q100 = 9.56 V100 = 5.41 Q25 = 8.42 V25 = 4.76 36 " F L I N : 8 8 8 . 9 2 ST A : 8 + 2 1 . 6 6 S S - F 0 1 = IN S T A L L S D 1 9 SL O P I N G H E A D W A L L W/ D I S S I P A T O R S 9+18 6+50 7+00 7+50 8+00 9+00 CROSSING @ STA: 5+24.96 SS-F01= STA: 8+65.99 WW-F RVD STA: 8+21.66 SS-F01 INSTALL SD19 SLOPING HEADWALL W/DISSIPATORS 10244581.68N 3111169.33E GRAD E T O D R A I N SS-F01 895 89 4 8 9 3 89 2 89 1 8 9 0 88 9 88 8 890 895 885890 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL Feet 0 40 80 STORM SEWER SYSTEM F PLAN AND PROFILE SEE SHEET 23 FOR LATERAL PROFILES 2222 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 2 S T O R M S E W E R S Y S T E M F P L A N A N D P R O F I L E . d w g , 7 / 2 / 2 0 2 1 4 : 3 2 : 5 1 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 80 of 1965 880 885 890 895 900 9+25 SS-F02 882 885 890 895 900 885 890 895 900 -0+25 0+00 0+50 SS-F03 882 885 890 895 900 885 890 895 900 -0+25 0+00 0+50 SS-F04 882 885 890 895 900 885 890 895 900 -0+25 0+00 0+75 SS-F05 883 885 890 895 900 885 890 895 900 -0+25 0+00 0+50 SS-F06 883 885 890 895 900 885 890 895 900 -0+25 0+00 0+50 SS-F07 883 885 890 895 900 885 890 895 900 -0+25 0+00 0+75 SS-F08 884 885 890 895 900 885 890 895 900 -0+25 0+00 0+75 89 7 . 1 89 7 . 8 0 89 5 . 7 89 7 . 8 0 89 8 . 7 89 8 . 6 1 89 7 . 5 89 8 . 8 5 SS-F09 883 885 890 895 900 885 890 895 900 -0+25 0+00 0+75 90 2 . 8 90 0 . 5 5 90 1 . 2 89 9 . 3 7 90 2 . 2 89 9 . 7 4 RI M E L E V . 89 7 . 8 0 RI M E L E V . 89 7 . 8 0 RI M E L E V . 89 8 . 6 1 RI M E L E V . 89 8 . 8 5 RI M E L E V . 90 0 . 5 5 RI M E L E V . 89 9 . 7 4 RI M E L E V . 89 9 . 4 3 CL 1 0 ' I N L E T F 0 3 ST A : 0 + 0 0 . 0 0 S S - F 0 3 = CL 1 0 ' I N L E T F 0 4 ST A : 0 + 0 0 . 0 0 S S - F 0 4 = CL 1 0 ' I N L E T F 0 6 ST A : 0 + 0 0 . 0 0 S S - F 0 6 = CL 1 0 ' I N L E T F 0 7 ST A : 0 + 0 0 . 0 0 S S - F 0 7 = CL 1 0 ' I N L E T F 0 8 ST A : 0 + 0 0 . 0 0 S S - F 0 8 = CL 1 0 ' I N L E T F 0 9 ST A : 0 + 0 0 . 0 0 S S - F 0 9 = ST A : 0 + 5 2 . 9 7 S S - F 0 8 = ST A : 5 + 1 2 . 5 7 S S - F 0 1 4' X 4 ' F 0 1 J B 0 1 ST A : 0 + 4 9 . 2 2 S S - F 0 9 = ST A : 5 + 1 2 . 5 7 S S - F 0 1 4' X 4 ' F 0 1 J B 0 1 ST A : 0 + 2 4 . 6 6 S S - F 0 3 = ST A : 1 + 7 8 . 0 0 S S - F 0 1 ST A : 0 + 4 0 . 0 2 S S - F 0 4 = ST A : 1 + 8 6 . 2 3 S S - F 0 1 ST A : 0 + 2 1 . 9 5 S S - F 0 6 = ST A : 3 + 4 3 . 9 6 S S - F 0 1 ST A : 0 + 3 8 . 3 7 S S - F 0 7 = ST A : 4 + 0 4 . 4 9 S S - F 0 1 18" RCP @ 0.65% 18" RCP @ 0.50% 18" RCP @ 8.19% 18 " R C P @ 6 . 1 0 % 1 8 " R C P @ 8 . 6 7 % 18 " R C P @ 7 . 6 7 % 18 " F L O U T : 8 9 3 . 8 0 24 " F L O U T : 8 9 3 . 1 4 18 " F L I N : 8 9 3 . 6 4 18 " F L I N : 8 9 3 . 6 4 18 " F L O U T : 8 9 3 . 8 0 30 " F L O U T : 8 9 2 . 6 0 24 " F L I N : 8 9 3 . 1 0 18 " F L I N : 8 9 3 . 6 0 18 " F L O U T : 8 9 4 . 6 1 30 " F L O U T : 8 9 1 . 8 1 30 " F L I N : 8 9 1 . 8 1 18 " F L I N : 8 9 2 . 8 1 18 " F L O U T : 8 9 4 . 8 5 36 " F L O U T : 8 9 1 . 0 1 30 " F L I N : 8 9 1 . 5 1 18 " F L I N : 8 9 2 . 5 1 18 " F L O U T : 8 9 6 . 5 5 36 " F L O U T : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 36 " F L I N : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 18 " F L O U T : 8 9 5 . 7 4 36 " F L O U T : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 36 " F L I N : 8 9 0 . 4 7 18 " F L I N : 8 9 1 . 9 7 89 7 . 5 89 7 . 5 2 RI M E L E V . 89 8 . 4 5 RI M E L E V . 89 8 . 0 9 CL 1 0 ' I N L E T F 0 2 ST A : 0 + 8 5 . 8 6 S S - F 0 1 = CL 1 0 ' I N L E T F 0 5 ST A : 0 + 0 0 . 0 0 S S - F 0 5 = 18" RCP @ 1.98% ST A : 0 + 2 1 . 4 9 S S - F 0 2 = ST A : 1 + 0 1 . 0 6 S S - F 0 1 ST A : 0 + 2 0 . 9 9 S S - F 0 5 = ST A : 2 + 3 8 . 5 7 S S - F 0 1 18 " F L O U T : 8 9 4 . 4 5 18 " F L O U T : 8 9 4 . 0 2 18 " F L I N : 8 9 4 . 0 2 18 " F L I N : 8 9 4 . 0 2 18 " F L O U T : 8 9 4 . 0 9 18" RCP @ 3.55% 30 " F L O U T : 8 9 2 . 3 4 30 " F L I N : 8 9 2 . 3 4 18 " F L I N : 8 9 3 . 3 4 Q100 = 4.32 V100 = 2.45 Q25 = 3.66 V25 = 2.07 Q100 = 6.12 V100 = 3.46 Q25 = 4.94 V25 = 2.79 Q100 = 5.00 V100 = 2.83 Q25 = 4.30 V25 = 2.48 Q100 = 5.75 V100 = 3.25 Q25 = 4.75 V25 = 3.69 Q100 = 7.16 V100 = 4.78 Q25 = 6.31 V25 = 4.39 Q100 = 1.82 V100 = 2.24 Q25 = 1.57 V25 = 5.07 Q100 = 3.95 V100 = 4.40 Q25 = 3.59 V25 = 4.26 Q100 = 4.08 V100 = 4.45 Q25 = 3.51 V25 = 4.23 ST A : 0 + 2 9 . 9 7 S S - F 0 8 = 12 " W A T R F L : 8 9 1 . 7 0 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B LEGEND STORM MANHOLE STORM JUNCTION BOX WASTEWATER MANHOLE CURB INLET AREA INLET PROPOSED PROFILE EXISTING GRADE AT PROPOSED CENTERLINE HYDRAULIC GRADE LINE (100YR) HYDRAULIC GRADE LINE (25 YR) WATER SERVICE SEWER SERVICE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 23 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 3 S T O R M S E W E R S Y S T E M F L A T E R A L P R O F I L E S . d w g , 7 / 2 / 2 0 2 1 4 : 3 4 : 0 5 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 81 of 1965 Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. PAVING DRAINAGE DETAILS (1 OF 3) 24 Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility COVER SECTION MO/DAY/YR MADE IN USA IRON WORKS EAST JORDAN CO H (1) 1" (25mm) DIA HANDLING HOLE FRAME SECTION 2 9/16" [65mm] 4 1/2" [114mm] 32 3/16" DIA [818mm] 33 15/16" DIA [862mm] 30" DIA [762mm] 40 3/4" DIA [1035mm] 33 1/4" DIA [845mm] 1 1/2" [38mm] Ö V - 1 4 2 0 1 4 8 0 Z 1 4 1 4 2 0 0 1 2 32" DIA [813mm] 2" [51mm] 1 1/2" [38mm] Ö E A S T J O R D A N I R O N WO R K S S T O R M 1 1/2" (38mm) LETTERS (RECESSED FLUSH) 1 1/2" (38mm) LETTERS (RECESSED FLUSH) 2" [51mm] (2) PICKBARS CITY O F G E ORGE T O W N EST.1 8 4 8 M A D E I N U S A S E W E R The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 4 P A V I N G D R A I N A G E D E T A I L S ( 1 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 3 4 : 1 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 82 of 1965 Georgetown Utility Systems Your Community Owned Utility Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. PAVING DRAINAGE DETAILS (2 OF 3) 25 V Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes Georgetown Utility Systems Your Community Owned Utility Georgetown Utility Systems Your Community Owned Utility CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 5 P A V I N G D R A I N A G E D E T A I L S ( 2 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 3 4 : 2 7 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 83 of 1965 SCALE: N.T.S. CURB TRANSITION SCALE: N.T.S. LIP OF GUTTERFLOWLINE INLET WALL 5'-0" INLET TRANSITION PLAN SCALE: N.T.S. TOP OF STD ROLL CURB/PROFILE GRADE FLOWLINE (GUTTER OF STD. ROLL CURB) INLET BOX TOP OF INLET CURB INLET BOX FACE OF INLET & FLOWLINE 5'-0" INLET TRANSITION STD. 4" ROLL CURB FLOWLINE BACK OF CURB 2' - 0 " 6" 5" 4" TOP OF INLET ELEVATION SCALE: N.T.S. SECTION "A-A" ROLL CURB 1'-6" 4" 13 3 / 4 " A A 9 3 / 4 " 2% min for 12' then 3:1 Fill or 6:1 cut to existing ground 40.0* 2.0 2.0 2.0 (Typ) 10" Compacted Flex Base (Weathered Limestone Sub.) 14" Compacted Flex Base (Fat Clay over Limestone Sub.) 2" HMAC Type C (Weathered Limestone Sub.) 2.5" HMAC Type C (Fat Clay over Limestone Sub.) Compacted Subgrade 2.0 %2.0 % Typical Sections 73.0 ROW 12.0 CLEAR ZONE 12.0 CLEAR ZONE 1.5 1.5 Station: Start to End 28.05.0 5.0 2% min to ROW Sidewalk at 1.50% cross slope (Typ) 8" Compacted Flex Base (Weathered Limestone Sub.) 14" Compacted Flex Base (Fat Clay over Limestone Sub.) 2" HMAC Type D Compacted Subgrade Residential Streets (Typ.) 50.0 ROW 6.06.0 1.5 1.5 Sidewalk at 1.50% cross slope (Typ) 2% min to ROW 2% min for 12' then 3:1 Fill or 6:1 cut to existing ground Station: Start to End Ridgetop Vista Drive (Residential Collector) 5' 2' 3'17'3' 11' 4' 3' 0.5' SIDEWALK TRANSITION AT CURB INLETS (TYP.) SCALE: N.T.S. 11' X 4' CURB INLET EDGE OF PAVEMENT BACK OF CURB BACK OF SIDEWALK PAVING DRAINAGE DETAILS (3 OF 3) Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. 26 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B NOTES: 1.The pavement design and construction recommendations are summarized hereon to aid the contractor. Contractor shall obtain, read and comply with all geotechnical recommendations contained in the Geotechnical Investigation and Pavement Thickness Design Report prepared by MLA Geotechnical for Pulte Homes of Texas, L.P. for construction of Pedernales Falls Drive, Silver Spur Boulevard and NH 72 dated June 2018. (INCHES) 9 1/2 12 1/2 14 3/4 27 1/2 31 1/4 23 3/4 16 1/4 18 48 60 54 42 36 30 24 D PIPE DIAMETER (INCHES) 12 4 1/242 3 3 3 3 3 3 2 6 6 6 6 6 6 5 7 1/2 10 1/2 13 1/2 12 15 9 6 20 IN FRONT ROW NUMBER OF DISSIPATERS TABLE OF DIMENSIONS FOR ENERGY DISSIPATER DETAIL NUMBER OF ROWS OF DISSIPATERS 1 3 (INCHES) 4 H 4 A 15 9/16 16 1/2 14 3/8 18 5/16 22 1/4 26 1/4 27 3/4 31 5/8 (INCHES) 9 3/16 B ENERGY DISSIPATER NOTES: 1.USE CLASS "A" CONCRETE, 3,000 PSI AT 28 DAYS, UNLESS NOTED. 2.REINFORCING STEEL - ASTM A615, GRADE 40, UNLESS NOTED. 3.LAP REINFORCING 30 BAR DIAMETERS MIN. AT SPLICES, UNLESS NOTED. 4.CHAMFER EXPOSED EDGES OF CONCRETE 3/4", UNLESS NOTED. 5.PLACE REINFORCING WITH THE CENTER OF THE OUTSIDE BARS 2 INCHES FROM THE SURFACE OF THE CONCRETE. A ENERGY DISSIPATER PLAN N.T.S. A ENERGY DISSIPATER BLOCK REINFORCEMENT DETAIL N.T.S. ENERGY DISSIPATER SECTION A-A N.T.S. COMPACTED BASE B H H B A A H 6"2" CLR 2" MIN2" CLR 2" CLR 6" 1'-6" JOIN PAD TO RETAINING WALL BY #4 L-BARS 12"x12" AT 12" O.C. SET TOP OF PAD FLUSH WITH RCP FLOWLINE6" CONCRETE PAD #4 BARS @ 12" O.C.E.W. TXDOT HEADWALL CH-PW-0 (REINFORCEMENTS NOT SHOWN) HxHxH CONCRETE ENERGY DISSIPATER BLOCK REINFORCED CONCRETE PIPE Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. INSTALL 32" RING AND COVER PER COG SD11 ON JUNCTION BOXES P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 6 P A V I N G D R A I N A G E D E T A I L S ( 3 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 3 4 : 3 8 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 84 of 1965 S52 8 S52 6 S52 3 405 7 405 8 405 9 406 0 406 1 406 2 406 3 406 4 406 5 406 6 406 7 406 8 406 9 407 1 407 2 407 3 407 4 407 5 407 6 407 7 4 0 7 8 4079 408 0 408 1 408 2 408 3 408 4 408 5 4 0 8 6 40 8 7 408 8 408 9 409 0 409 1 409 2 409 3 409 4 409 5 409 6 409 7 409 8 409 9 410 2 405 7 405 8 405 9 406 0 406 1 406 2 406 3 406 4 406 5 406 6 406 7 406 8 406 9 407 1 407 2 407 3 407 4 407 5 407 6 407 7 4 0 7 8 4079 408 0 408 1 408 2 408 3 408 4 408 5 4 0 8 6 40 8 7 408 8 408 9 409 0 409 1 409 2 409 3 409 4 409 5 409 6 409 7 409 8 409 9 410 2 BLOCK E PO I N T E R L A N E RIDGET O P V I S T A D R STA. 9+32.85 WW-E= 4' SEWR-E MH(6) 10242911.05N 3109937.61E STA. 10+41.01 WW-E= 4' SEWR-E MH(7) 10242841.57N 3109854.71E STA. 6+13.90 WW-G RVD= 4' SEWR-G MH(8) 10242804.11N 3109144.17E STA. 7+53.94 WW-F RVD= INSTALL CAP FOR FUTURE CONNECTION 10244453.77N 3110816.06E STA. 11+99.61 WW-F RVD CAP FOR FUTURE CONNECTION 10244776.28N 3110929.38E STA. 8+29.20 WW-F RVD= 4' SEWR-F MH(5) 10244469.08N 3110889.75E STA. 9+48.20 WW-F RVD= 4' SEWR-F MH(6) 10244585.86N 3110866.85E STA. 10+50.76 WW-F RVD= 4' SEWR-F MH(7) 10244688.41N 3110865.92E STA. 11+43.26 WW-F RVD= 4' SEWR-F MH(8) 10244780.63N 3110873.20E STA. 8+69.43 WW-E= 4' SEWR-E MH(5) 10242957.17N 3109894.08E STA. 10+74.93 WW-E RVD CONNECT TO EXISTING PIPE 10242814.01N 3109874.49E BLOCK A FUTR NH80 EX . W W - E WW - F R V D 24 INCH F . M . FUT. WW- F N H 8 0 RO N A L D R E A G A N B L V D . 24 I N C H F . M . WA T R - A WATR-E SS-D0 1 WATR-E W W - F N H 8 0 WA T R - E 24 I N F M R T V CROSSING @ STA: 7+96.13 WW-F RVD= STA: 30+29.93 WATR-E 865 870 875 880 885 890 895 900 915 920 925 930 935 89 5 90 0 90 5 91 5 9209 2 5 895 90 0 9 0 5 91 0 875 885 880 900 905 910 915 WW- G N H 7 9 STA. 5+48.21 WW-G RVD= INSTALL CAP FOR FUTURE CONNECTION 10242862.65N 3109173.97E 6+0 0 7 + 0 0 8 + 0 0 5+5 0 6 + 5 0 7 + 5 0 P.I. 089.62° STA. 8+43.18 WW-G RVD= 4' SEWR-G MH(9) 10242909.50N 3108940.55E REMOVE CAP AND TIE TO EXISTING CONNECTION P.I. 172.06° P.I. 090.64° P.I. 169.43° P.I. 174.96° P.I. 090.10° WA T R - E S T R M - C 0 1 ST R M - B 0 1 STA. 5+77.90 WW-G RVD= 4' SEWR-G MH(7) 10242836.19N 3109160.50E SS - G 0 1 RID G E T O P V I S T A D R T A L L R I D E R S D R I V E MAR T I N G A L E S T R E E T 8 9 5 9 0 0 91 0 9 1 5 885 8 9 0 P.I. 175.73° P.I. 094.29° CROSSING @ STA: 8+19.18 WW-F RVD= ??? 8+00 9+ 0 0 10 + 0 0 11 + 0 0 8+ 5 0 9+ 5 0 10 + 5 0 11+ 5 0 9 + 0 0 10+00 9+50 1 0 + 5 0 CROSSING @ STA: 9+58.59 WW-E RVD= STA: 0+23.16 SS-D12 CROSSING @ STA: 8+93.01 WW-E RVD= STA: 0+14.80 SS-D11 P.I. 086.63° CROSSING @ STA: 9+09.84 WW-E RVD= STA: 10+66.78 WATR-E CROSSING @ STA: 5+90.90 WW-G RVD= STA: 2+36.30 WATR-E CROSSING @ STA: 5+89.63 WW-G RVD= STA: 0+34.63 SS-C09 CROSSING @ STA: 6+33.91 WW-G RVD= STA: 4+56.73 SS-C04 FUTR NH79 NH43 NH 7 6 NH77 SS-E01 CROSSING @ STA: 11+63.08 WW-F RVD= STA: 35+99.55 24 IN FM FUTR W W - G R V D CROSSING @ STA: 8+65.99 WW-F RVD= STA: 5+24.96 SS-F01 PROPOSED FIRE HYDRANT PROPOSED GATE VALVE CURB INLET EXISTING GATE VALVE EXISTING FIRE HYDRANT PROPOSED WATER LINE LEGEND DOUBLE WATER SERVICE SINGLE WATER SERVICE *SEE MODIFIED DETAIL "W01A" FOR TYPICAL UTILITY ASSIGNMENTS DOUBLE SEWER SERVICE SINGLE SEWER SERVICE OVERALL WASTEWATER PLAN Feet 0 100 200 27 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B CITY OF GEORGETOWN GENERAL NOTES 1.These construction plans were prepared, sealed, signed and dated by a Texas Licensed Professional Engineer. Therefore based on the engineer’s concurrence of compliance, the construction plans for construction of the proposed project are hereby approved subject to the standard Construction Specifications and Details Manual and all other applicable City, State and Federal Requirements and Codes. 2.This project is subject to all City Standard Specifications and Details in effect at the time of submittal of the project to the City. 3.The site construction plans shall meet all requirements of the approved site plan. 4.Wastewater mains and service lines shall be SDR 26 PVC. 5.Wastewater mains shall be installed without horizontal or vertical bends. 6.Maximum distance between wastewater manholes is 500 feet. 7.Wastewater mains shall be low pressure air tested and mandrel tested by the contractor according to the City of Georgetown and TCEQ requirements. 8.Wastewater manholes shall be vacuum tested and coated by the contractor according to City of Georgetown and TCEQ requirements. 9.Wastewater mains shall be camera tested by the contractor and submitted to the City on DVD format prior to paving the streets. 10.Private water system fire lines shall be tested by the contractor to 200 psi for 2 hours. 11.Private water system fire lines shall be ductile iron piping from the water main to the building sprinkler system, and 200 psi C900 PVC for all others. 12.Public water system mains shall be 150 psi C900 PVC and tested by the contractor at 150 psi for 2 hours. 13.All bends and changes in direction on water mains shall be restrained and thrust blocked. 14.Long fire hydrant leads shall be restrained. 15.All water lines are to be bacteria tested by the contractor according to the City standards and specifications. 16.Water and Sewer main crossings shall meet all requirements of the TCEQ and the City. 17.Flexible base material for public streets shall be TXDOT Type A Grade 1. 18.Hot mix asphaltic concrete pavement shall be Type D unless otherwise specified and shall be a minimum of 2 inches thick on public streets and roadways. 19.All sidewalk ramps are to be installed with the public infrastructure. 20.A maintenance bond is required to be submitted to the City prior to acceptance of the public improvements. This bond shall be established for 2 years in the amount of 10% of the cost of the public improvements and shall follow the City format. 21.Record drawings of the public improvements shall be submitted to the City by the design engineer prior to acceptance of the project. These drawings shall be TIFF or PDF (300 dpi). P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 7 O V E R A L L W A S T E W A T E R P L A N . d w g , 7 / 2 / 2 0 2 1 4 : 3 5 : 3 9 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 85 of 1965 WW-E RVD 875 880 885 890 895 900 8+00 9+00 10+00 11+00 Qfullw = 0.85 cfs Vfullw = 2.44 fps %Fullw = 3.52% Qw = 0.03 cfs Vw = 0.09 fps Qfullw = 0.85 cfs Vfullw = 2.44 fps %Fullw = 3.59% Qw = 0.03 cfs Vw = 0.09 fps Qfullw = 3.11 cfs Vfullw = 8.92 fps %Fullw = 1.01% Qw = 0.03 cfs Vw = 0.09 fps PROPOSED GRADE EXISTING GRADE 90 1 . 8 89 7 . 5 89 1 . 3 3 89 4 . 0 89 0 . 9 7 89 4 . 4 89 1 . 2 1 89 3 . 7 89 1 . 4 7 89 0 . 8 RI M E L E V . 89 0 . 9 1 RI M E L E V . 89 1 . 4 5 ST A : 9 + 3 2 . 8 5 W W - E R V D = 4' S E W R - E M H ( 6 ) ST A : 8 + 6 9 . 4 3 W W - E R V D = 4' S E W R - E M H ( 5 ) ST A : 1 0 + 4 1 . 0 1 W W - E R V D = 4' S E W R - E M H ( 7 ) 8" F L O U T : 8 8 3 . 3 0 8" F L I N : 8 8 3 . 4 0 8" F L O U T : 8 8 2 . 8 8 8" F L I N : 8 8 2 . 9 8 8" F L O U T : 8 8 2 . 2 4 8" F L I N : 8 8 2 . 3 4 RI M E L E V . 89 3 . 8 6 ST A : 1 0 + 7 4 . 9 3 W W - E R V D = CO N N E C T T O E X I S T I N G L I N E 8" F L O U T : 8 7 9 . 9 8 8" F L I N : 8 7 9 . 9 8 8" F L O U T : 8 8 4 . 2 4 8" F L I N : 8 8 4 . 2 4 ST A : 8 + 5 9 . 4 3 W W - E R V D = CA P F O R F U T U R E C O N N E C T I O N ST A : 9 + 0 9 . 8 4 W W - E R V D = 12 " W A T R F L : 8 8 6 . 6 3 ST A : 8 + 9 3 . 0 1 W W - E R V D = 18 " S S - D F L : 8 8 7 . 5 5 ST A : 9 + 5 8 . 5 9 W W - E R V D = 18 " S S - D F L : 8 8 6 . 5 8 108.17 L.F. 8" SDR-26 PVC @ 0.50% 30.41 L.F. 8" SDR-26 PVC @ 0.50% 10.00 L.F. 8" SDR-26 PVC @ 8.40% 13.01 L.F. 8" SDR-26 PVC @ 0.50% 33.92 L.F. 8" SDR-26 PVC @ 6.68% 20.00 L.F. 8" DR-18 PVC @ 0.50% WW-F RVD 875 880 885 890 895 900 905 880 885 890 895 900 905 7+00 8+00 9+00 10+00 11+00 12+0012+25 32.19 L.F. 8" SDR-26 PVC @ 2.23% 119.01 L.F. 8" SDR-26 PVC @ 0.50% 102.55 L.F. 8" SDR-26 PVC @ 0.50% 92.51 L.F. 8" SDR-26 PVC @ 0.50% 56.35 L.F. 8" SDR-26 PVC @ 2.50% ST A : 8 + 2 9 . 2 0 W W - F R V D = 4' S E W R - F M H ( 5 ) ST A : 9 + 4 8 . 2 0 W W - F R V D = 4' S E W R - F M H ( 6 ) ST A : 1 0 + 5 0 . 7 6 W W - F R V D = 4' S E W R - F M H ( 7 ) ST A : 1 1 + 4 3 . 2 6 W W - F R V D = 4' S E W R - F M H ( 8 ) 8" F L O U T : 8 8 8 . 6 6 8" F L I N : 8 8 8 . 7 6 8" F L O U T : 8 8 7 . 9 6 8" F L I N : 8 8 8 . 0 7 8" F L O U T : 8 8 7 . 3 5 8" F L I N : 8 8 7 . 4 5 8" F L O U T : 8 8 6 . 7 9 8" F L I N : 8 8 6 . 8 9 Qfullw = 1.20 cfs Vfullw = 3.45 fps %Fullw = 3.33% Qw = 0.04 cfs Vw = 0.12 fps Qfullw = 0.85 cfs Vfullw = 2.44 fps %Fullw = 4.77% Qw = 0.04 cfs Vw = 0.12 fps Qfullw = 0.85 cfs Vfullw = 2.44 fps %Fullw = 4.84% Qw = 0.04 cfs Vw = 0.12 fps Qfullw = 0.85 cfs Vfullw = 2.44 fps %Fullw = 4.94% Qw = 0.04 cfs Vw = 0.12 fps RI M E L E V . 89 9 . 2 5 RI M E L E V . 89 9 . 8 5 RI M E L E V . 89 9 . 6 8 RI M E L E V . 89 9 . 2 1 ST A : 8 + 1 9 . 2 6 W W - F R V D = 36 " S S - F F L : 8 9 0 . 6 5 ST A : 1 1 + 6 3 . 0 8 W W - F R V D = 24 " 1 2 I N C H F . M . F L : 8 9 3 . 7 6 ST A : 1 1 + 9 9 . 6 1 W W - F R V D = CA P F O R F U T U R E C O N N E C T I O N ST A : 7 + 5 3 . 9 4 W W - F R V D = CA P F O R F U T U R E C O N N E C T I O N 8" F L O U T : 8 8 5 . 3 8 8" F L I N : 8 8 5 . 3 8 8" F L O U T : 8 9 0 . 4 4 8" F L I N : 8 9 0 . 4 4 20.00 L.F. 8" DR-18 PVC @ 2.23% 23.07 L.F. 8" DR-18 PVC @ 2.23% PROPOSED GRADE EXISTING GRADE 90 4 . 8 90 2 . 4 90 1 . 1 89 9 . 1 8 90 0 . 2 89 9 . 3 2 90 1 . 2 89 9 . 5 5 90 1 . 5 89 9 . 8 6 90 1 . 4 89 9 . 8 9 90 1 . 1 89 9 . 6 8 90 0 . 8 89 9 . 4 3 90 0 . 8 89 9 . 0 8 89 9 . 2 89 7 . 9 ST A : 7 + 9 6 . 1 3 W W - F R V D = 12 " W A T R F L : 8 9 5 . 2 7 ST A : ? ? ? W A T R - F = 36 " S S - F F L : 8 9 0 . 4 1 WW-G RVD 860 865 870 875 880 885 890 895 865 870 875 880 885 890 895 5+00 6+00 7+00 8+00 9+00 89 4 . 1 89 1 . 4 88 8 . 1 88 6 . 1 7 88 7 . 0 88 6 . 1 7 88 6 . 7 88 5 . 8 3 88 6 . 7 88 5 . 4 9 88 6 . 6 88 5 . 1 5 88 6 . 2 88 4 . 8 1 229.27 L.F. 8" SDR-26 PVC @ 0.50% 29.69 L.F. 8" SDR-26 PVC @ 7.69% 29.62 L.F. 8" SDR-26 PVC @ 0.49% EXISTING PIPE RI M E L E V . 88 4 . 8 3 RI M E L E V . 88 6 . 4 1 ST A : 6 + 1 3 . 9 0 W W - G R V D = 4' S E W R - G M H ( 8 ) ST A : 8 + 4 3 . 1 8 W W - G R V D = 4' S E W R - G M H ( 9 ) 8" F L O U T : 8 7 4 . 7 8 8" F L I N : 8 7 4 . 8 8 8" F L O U T : 8 7 6 . 0 3 8" F L I N : 8 7 6 . 1 2 Qfullw = 2.86 cfs Vfullw = 8.20 fps %Fullw = 0.52% Qw = 0.01 cfs Vw = 0.04 fps Qfullw = 2.86 cfs Vfullw = 8.20 fps %Fullw = 0.52% Qw = 0.01 cfs Vw = 0.04 fps 13.00 L.F. 8" SDR-26 PVC @ 2.95% 23.00 L.F. 8" DR-18 PVC @ 2.56% ST A : 5 + 7 7 . 9 0 W W - G R V D = 4' S E W R - G M H ( 7 ) 8" F L O U T : 8 7 7 . 1 0 8" F L I N : 8 7 7 . 1 0 RI M E L E V . 88 6 . 4 8 ST A : 5 + 8 9 . 6 3 W W - G R V D = 18 " S S - C F L : 8 8 1 . 8 1 ST A : 5 + 9 0 . 9 0 W W - G R V D = 12 " W A T R F L : 8 7 9 . 5 9 ST A : 6 + 3 3 . 9 1 W W - G R V D = 24 " S S - C F L : 8 8 0 . 4 4 ST A : 5 + 4 8 . 2 1 W W - G R V D = CA P F O R F U T U R E C O N N E C T I O N 8" F L O U T : 8 7 9 . 3 8 8" F L I N : 8 7 9 . 3 8 PROPOSED GRADE EXISTING GRADE WW-E, F, AND G RTV PROFILE SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL NOTES: 1.FOR TYPE "B" DROP MH DETAIL WW05 SEE THIS SHEET. 2.WASTEWATER LINE CROSSING WATER LINE WITH LESS THAN NINE FEET OF SEPARATION SHALL HAVE A FULL JOINT OF C900 DR-18 (250 PSI) PVC PIPE CONFORMING TO ASTM D1784 MUST BE CENTERED ON THE WATERLINE. JOINTS MUST BE DESIGNED TO SEAL AT ATMOSPHERIC PRESSURE PER TAC 217.53(d)(7)(A)(iv) AND MEET ASTM D3139. SEE SHEET 33 FOR DETAIL. 28 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 8 W W - E , F , A N D G R T V P R O F I L E . d w g , 7/ 2 / 2 0 2 1 4 : 3 7 : 0 5 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 86 of 1965 24 INCH F.M. 870 875 880 885 890 895 900 905 910 870 875 880 885 890 895 900 905 910 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 88 6 . 6 89 0 . 2 89 2 . 3 89 2 . 0 89 1 . 1 9 89 2 . 1 89 0 . 9 5 89 1 . 3 89 0 . 7 1 89 1 . 3 89 0 . 4 7 89 1 . 2 89 0 . 6 7 89 1 . 2 89 1 . 4 9 89 2 . 9 89 2 . 9 4 89 5 . 0 89 5 . 0 1 89 6 . 9 89 7 . 3 9 90 0 . 0 89 9 . 7 8 90 1 . 8 90 1 . 9 5 90 3 . 2 90 3 . 3 2 90 4 . 7 90 3 . 9 7 90 5 . 4 90 4 . 5 6 90 6 . 2 90 5 . 1 4 90 5 . 8 90 5 . 7 1 STA: 11+77.74 CAP FOR FUTURE CONNECTION FL: 883.92 STA: 11+88.36 GRADE BREAK FL: 884.71 STA: 13+39.15 GRADE BREAK FL: 885.15 STA: 14+13.79 GRADE BREAK FL: 878.90 STA: 14+43.79 GRADE BREAK FL: 878.94 STA: 14+64.80 GRADE BREAK FL: 883.60 STA: 17+39.18 GRADE BREAK FL: 895.73 STA: 19+18.54 GRADE BREAK FL: 899.49 150.79 L.F. 24" CLASS 350 DUCTILE IRON @ 0.30% 74.64 L.F. 24" CLASS 350 DUCTILE IRON @ -8.38% 30.00 L.F. 24" CLASS 350 DUCTILE IRON @ 0.14% 21.01 L.F. 24" CLASS 350 DUCTILE IRON @ 22.20% 274.3 8 L . F . 2 4 " C L A S S 3 5 0 D U C T I L E I R O N @ 4 . 4 2 % 179.36 L.F. 2 4 " C L A S S 3 5 0 D U C T I L E I R O N @ 2 . 1 0 % 78.64 L.F. 24" CLASS 150 DUCTILE IRON @ 7.77% NH77 PIPE PROPOSED GRADE AT CL EXISTING GRADE AT CL PROPOSED GRADE AT CL EXISTING GRADE AT CL 10.62 L.F. 24" DR-18 PVC @ 7.37%ST A : 1 4 + 1 2 . 7 9 2 4 I N C H F . M . = 18 " S S - D F L : 8 8 6 . 1 8 ST A : 1 4 + 3 3 . 7 9 2 4 I N C H F . M . = 48 " S S - D F L : 8 8 2 . 5 5 STA:13+39.2 24 IN. F.M. INSTALL A.R.V. 4 0 7 5 4 0 7 6 4 0 7 7 RIDGETOP V I S T A D R I V E 885 89 0 8 9 5 9 0 0 MA T C H L I N E SE E S H E E T 30 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 12+50 13+50 14+50 15+50 16+50 17+50 18+50 19+50 20+50 PC : 1 1 + 8 8 . 3 6 M i d : 1 2 + 6 3 . 7 6 P T : 1 3 + 3 9 . 1 5 P C : 1 7 + 3 9 . 1 8 M i d : 1 8 + 2 8 . 8 6 PT : 1 9 + 1 8 . 5 4 STA: 11+77.74 BEGIN 24 IN FM RTV REMOVE CAP AND TIE TO EXISTING LINE C1 C2 S 5 2 6 S 5 2 3 4 0 7 5 4 0 7 6 4 0 7 7 WATR-E SS-D01 24 IN FM RTV S S - D 0 1 SS-D12 SS-D01 24 IN FM RTV WATR-E CROSSING @ STA: 14+12.70 24 IN FM RTV= STA: 0+04.87 SS-D16 CROSSING @ STA: 14+33.79 24 IN FM RTV= STA: 6+85.14 SS-D01 SS- D 1 4 SS - D 1 5 S S - D 1 0 SS - D 1 1 SS-D02 905 900 Curve Table: Alignments Curve # C1 C2 Radius 695.000 975.000 Arc Length 150.794 179.363 Chord Length 150.50 179.11 Chord Direction N46° 14' 15.23"E N45° 17' 31.00"E WW-E RVD STA: 13+39.15 24 INCH F.M. INSTALL ARV ASSEMBLY STA: 19+00.00 24 IN F.M. INSTALL G.V. 891 891 89 3 89 4 89 5 89 6 89 7 89 8 89 9 90 0 90 2 903 904 905 906 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B 29 FUTR NH79 NH77 Feet 0 40 80 24 IN FORCEMAIN PLAN AND PROFILE (1 OF 3) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL NOTES 1.All joints and bends shall be mechanically restrained to and meet the ultimate 15MGD design water hammer bursting pressure of 436.3 psi for ductile iron. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 2 9 2 4 I N F O R C E M A I N P L A N A N D P R O F I L E ( 1 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 3 9 : 4 0 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 87 of 1965 20+00 24 INCH F.M. 875 880 885 890 895 900 905 910 915 875 880 885 890 895 900 905 910 915 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 24 INCH F.M. 90 5 . 8 90 5 . 7 1 90 6 . 3 90 6 . 2 9 90 6 . 4 90 6 . 8 6 90 6 . 9 90 7 . 4 3 90 7 . 9 90 8 . 0 1 90 8 . 4 90 8 . 4 4 90 8 . 2 90 8 . 1 3 90 8 . 0 90 7 . 3 0 90 7 . 8 90 6 . 4 6 90 7 . 1 90 5 . 6 2 90 6 . 2 90 4 . 8 0 90 5 . 2 90 4 . 0 0 90 3 . 7 90 3 . 2 1 90 2 . 0 90 2 . 4 1 90 0 . 3 90 1 . 6 2 89 9 . 0 90 0 . 8 2 89 7 . 9 90 0 . 0 3 89 6 . 9 89 9 . 2 3 89 5 . 9 89 8 . 4 4 STA: 22+64.80 GRADE BREAK FL: 897.78 STA: 24+13.20 GRADE BREAK FL: 900.80 STA: 24+50.60 GRADE BREAK FL: 894.31 STA: 24+92.22 GRADE BREAK FL: 894.31 STA: 25+21.68 GRADE BREAK FL: 898.86 10.06 L.F. 24" CLASS 350 DUCTILE IRON @ -50.15% 128.34 L.F. 24" CLASS 350 DUCTILE IRON @ -1.73% 37.40 L.F. 24" CLASS 350 DUCTILE IRON @ -17.36% 41.63 L.F. 24" CLASS 350 DUCTILE IRON @ -0.00% 29.47 L.F. 24" CLASS 350 DUCTILE IRON @ 15.46%10.43 L.F. 24" CLASS 350 DUCTILE IRON @ 50.18% STA: 22+74.43 GRADE BREAK FL: 897.78 STA: 22+54.74 GRADE BREAK FL: 902.83 9.63 L.F. 24" CLASS 350 DUCTILE IRON @ 0.00% STA: 22+84.86 GRADE BREAK FL: 903.02 PROPOSED GRADE AT CL EXISTING GRADE AT CL ST A : 2 2 + 6 7 . 8 3 2 4 I N C H F . M . = 30 " S S - G F L : 9 0 1 . 3 5 ST A : 2 4 + 6 1 . 1 4 2 4 I N C H F . M . = 18 " S S - E F L : 9 0 1 . 0 5 336.19 L.F. 24" CLASS 350 DUCTILE IRON @ 0.99% ST A : 2 2 + 7 7 . 0 6 W A T R - E = 36 " S S - E F L : 8 9 7 . 8 5 ST A : 2 2 + 3 6 . 7 0 W A T R - E = 18 " S S - E F L : 9 0 0 . 2 0 448.52 L.F. 2 4 " C L A S S 3 5 0 D U C T I L E I R O N @ - 1 . 4 8 % STA:22+54.7 24 IN. F.M. INSTALL A.R.V.STA:22+84.9 24 IN. F.M. INSTALL A.R.V. STA:25+21.7 24 IN. F.M. INSTALL A.R.V. 4 0 6 2 4 0 6 3 4 0 6 4 4 0 6 5 4 0 6 2 4 0 6 3 4 0 6 4 4 0 6 5 RIDG E T O P V I S T A D R I V E 90 5 MA T C H L I N E SE E S H E E T 29 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+ 0 0 22+50 23+50 24+50 25+50 26+50 27+50 28+5 0 PC : 2 4 + 8 2 . 1 8 M i d : 2 7 + 5 5 . 4 1 M A T C H L I N E S E E S H E E T 3 1 WW - F N H 8 0 WATR-E 24 IN FM R T V SS - E 1 0 CROSSING @ STA: 24+80.33 24 IN FM RTV= STA: 0+04.42 SS-E09 CROSSING @ STA: 22+67.83 24 IN FM RTV= STA: 2+04.66 SS-G01 SS - G 0 1 SS-E 0 8 S S - E 0 7 CROSSING @ STA: 24+39.97 24 IN FM RTV= STA: 0+46.50 SS-E10 CROSSING @ STA: 24+61.14 24 IN FM RTV= STA: 0+03.50 SS-E09 SS-E01 89 5 900 905 90 5 90 0 90 5 910 C1 Curve Table: Alignments Curve # C1 Radius 475.000 Arc Length 546.452 Chord Length 516.81 Chord Direction N17° 36' 17.21"E STA: 22+54.74 24 IN FM RTV INSTALL ARV ASSEMBLY STA: 22+84.86 24 IN FM RTV INSTALL ARV ASSEMBLY STA: 25+21.68 24 IN FM RTV INSTALL ARV ASSEMBLY 9 0 8 9 0 7 9 0 6 9 0 5 9 0 4 9 0 3 90 2 901 900 899 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B 30 FUTR NH80 Feet 0 40 80 SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 24 IN FORCEMAIN PLAN AND PROFILE (2 OF 3) NOTES 1.All joints and bends shall be mechanically restrained to and meet the ultimate 15MGD design water hammer bursting pressure of 436.3 psi for ductile iron. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 0 2 4 I N F O R C E M A I N P L A N A N D P R O F I L E ( 2 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 2 : 1 0 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 88 of 1965 29+00 24 INCH F.M. 875 880 885 890 895 900 905 910 915 875 880 885 890 895 900 905 910 915 30+00 31+00 32+00 33+00 34+00 35+00 36+0036+25 89 5 . 9 89 8 . 4 4 89 5 . 6 89 7 . 9 2 89 6 . 1 89 7 . 9 6 89 5 . 9 89 8 . 2 0 89 6 . 4 89 8 . 4 5 89 6 . 9 89 8 . 7 0 89 7 . 4 89 8 . 9 5 89 8 . 3 89 9 . 2 0 89 9 . 1 89 9 . 4 5 90 0 . 0 89 9 . 7 1 90 0 . 6 89 9 . 9 7 90 0 . 9 90 0 . 1 2 90 0 . 4 89 9 . 8 8 90 0 . 3 89 9 . 6 3 90 0 . 3 89 9 . 3 7 89 7 . 1 89 9 . 2 2 STA: 32+82.59 GRADE BREAK FL: 893.87 PROPOSED GRADE AT CL EXISTING GRADE AT CL ST A : 3 5 + 9 9 . 5 5 2 4 I N C H F . M . = 8" N H - 8 0 S E W R F L : 8 8 6 . 3 0 ST A : 3 0 + 6 6 . 2 6 W A T R - E = 36 " S S - F F L : 8 9 0 . 3 2 STA: 33+76.84 GRADE BREAK FL: 894.58 STA: 33+49.73 GRADE BREAK FL: 886.77 STA: 33+07.88 GRADE BREAK FL: 886.75 ST A : 2 9 + 7 0 . 2 1 GR A D E B R E A K FL : 8 9 2 . 2 0 STA: 35+89.61 CAP FOR FUTURE CONNECTION FL: 893.79 25.29 L.F. 24" CLASS 350 DUCTILE IRON @ -28.16% 27.13 L.F. 24" CLASS 350 DUCTILE IRON @ 28.79% 41.85 L.F. 24" CLASS 350 DUCTILE IRON @ 0.04% 130.22 L.F. 24" CLASS 350 DUCTILE IRON @ -0.37% 82.56 L.F. 24" CLASS 350 DUCTILE IRON @ -0.37%253.95 L.F. 24" CLASS 350 DUCTILE IRON @ 0.54% 58.42 L.F. 24" CLASS 350 DUCTILE IRON @ 0.54% STA:32+82.6 24 IN. F.M. INSTALL A.R.V. STA:33+76.8 24 IN. F.M. INSTALL A.R.V. 4 0 5 7 4 0 5 8 4 0 5 9 4 0 6 0 4 0 6 1 4 0 6 2 4 0 6 3 4 0 5 7 4 0 5 8 4 0 5 9 4 0 6 0 4 0 6 1 4 0 6 2 4 0 6 3 1 1 . 5 ' ( t y p . ) 29+00 30+00 31+00 32+00 33+00 34+00 35+00 35+90 28+50 29+50 30+50 31+50 32+50 33+50 34+50 35+50 P T : 3 0 + 2 8 . 6 4 P C : 3 3 + 0 8 . 5 9 M i d : 3 4 + 0 7 . 8 2 PT : 3 5 + 0 7 . 0 5 M A T C H L I N E S E E S H E E T 3 0 STA: 35+89.61 END 24 INCH F.M. INSTALL CAP FOR FUTURE CONNECTION 895 900 FUTR NH80 RIDGET O P V I S T A D R I V E CROSSING @ STA: 33+28.65 24 IN FM RTV= STA: 5+42.58 SS-F01 895 900 895 905 C1 C2 Curve Table: Alignments Curve #Radius Arc Length Chord Length Chord Direction 24 IN F M R T V SS-F01 WATR-E WW-F RV D STA: 32+82.59 24 IN FM RTV INSTALL ARV ASSEMBLY STA: 33+76.84 24 IN FM RTV INSTALL ARV ASSEMBLY 898 898 899 900 899 900 900 899 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B 31 Feet 0 40 80 24 IN FORCEMAIN PLAN AND PROFILE (3 OF 3) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL NOTES 1.All joints and bends shall be mechanically restrained to and meet the ultimate 15MGD design water hammer bursting pressure of 436.3 psi for ductile iron. P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 1 2 4 I N F O R C E M A I N P L A N A N D P R O F I L E ( 3 O F 3 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 4 : 1 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 89 of 1965 WASTEWATER DETAILS (1 OF 2) Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility COVER SECTION MO/DAY/YR MADE IN USA IRON WORKS EAST JORDAN CO H (1) 1" (25mm) DIA HANDLING HOLE FRAME SECTION 2 9/16" [65mm] 4 1/2" [114mm] 32 3/16" DIA [818mm] 33 15/16" DIA [862mm] 30" DIA [762mm] 40 3/4" DIA [1035mm] 33 1/4" DIA [845mm] 1 1/2" [38mm] Ö V - 1 4 2 0 1 4 8 0 Z 1 4 1 4 2 0 0 1 2 32" DIA [813mm] 2" [51mm] 1 1/2" [38mm] Ö M A D E I N U S A E A S T J O R D A N I R O N WOR K S S E W E R 1 1/2" (38mm) LETTERS (RECESSED FLUSH) 1 1/2" (38mm) LETTERS (RECESSED FLUSH) 2" [51mm] (2) PICKBARSSANITA R Y CITY O F G E ORGE T O W N EST.1 8 4 8 The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. 32 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 2 W A S T E W A T E R D E T A I L S ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 4 : 3 7 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 90 of 1965 WASTEWATER DETAILS (2 OF 2) CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS COVER SECTION FRAME SECTION (4) 1/2"-13 x 1 3/4" SS HX HD BLTS W/ SS & NEOPRENE WASHERS V-14 2 0 1480 Z 1 P T 41 4 2 0 0 1 5 MA D E I N U S A MO / D A Y / Y R X V - 1 4 2 0 C O H EA S T J O R D A N IR O N W O R K S (1) 1" (25mm) DIA HANDLING HOLE 4 1/2" [114mm] 1 9/16" [40mm] 7/16" [11mm] 1/4" [6mm] DIA NEOPRENE GASKET 32 3/16" DIA [818mm] 33 15/16" DIA [862mm] 30" DIA [762mm] 40 3/4" DIA [1035mm] 33 1/4" DIA [845mm] 2 9/16" [65mm] 32" DIA [813mm] 2" [51mm] 1 1/2" [38mm] Ö 1 1/2" (38mm) LETTERS (RECESSED FLUSH) S A N I T A R Y E A S T J O R D A N I R O N WO R K S 2" [51mm] 1 1/2" (38mm) LETTERS (RECESSED FLUSH) (2) PICKBARS M A D E I N U S A S E W E R CITY O F G E ORGE T O W N EST.1 8 4 8 The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. SERVICE MARKER DETAIL SEWER STUB MARKERS STUB SEWER WATER-SEWER CROSSING NEW SEWER PIPE 2' MIN 20'-0" EQUAL EQUAL WASTEWATER LINE CROSSING WATER LINE WITH LESS THAN NINE FEET OF SEPARATION SHALL HAVE A FULL JOINT OF C900 DR-18 (250 PSI) PVC PIPE CONFORMING TO ASTM D1784 MUST BE CENTERED ON THE WATERLINE. JOINTS MUST BE DESIGNED TO SEAL AT ATMOSPHERIC PRESSURE PER TAC 217.53(d)(7)(A)(iv) AND MEET ASTM D3139. NOTE: NEW WATER PIPE NTS DR-18 Mandrel Dimensions 5% Deflection For O.D. Controlled PVC Pipe (All Dimensions In Inches) Note: Weld All Rods To Frame Mandrel Shall Be Constructed From Metal That Can Withstand 200 PSI Without Being Deformed. 12.52 5.60 5.48 6.85 8.37 9.87 11.11 4.60 3.68 2.75 2.81 3.96 4.70 8" 15" 18" 27" 21" 24" 10" 10" 12" 12" 6" 8" 6" Size 6.00 68.400 0.323D3034 SDR26 D3034 SDR35 F679 T-1 F679 T-1 F679 T-1 F679 T-1 D3034 SDR26 D3034 SDR35 D3034 SDR35 D3034 SDR26 18.701 15.300 27.953 22.047 24.803 10.500 10.500 12.500 12.500 7.50 7.50 13.50 9.00 11.25 9.00 20.25 15.75 18.00 0.536 0.437 0.801 0.711 0.632 0.404 0.300 0.481 0.360 9 6 9 9 9 6 6 6 6 Type D3034 SDR26 D3034 SDR35 D3034 SDR35 O.D. Average 8.400 6.275 6.275 L1 6.00 4.50 4.50 Min. Wall Thickness 0.240 0.241 0.180 L2 6 6 6 End Frame 16.74 13.70 10.96 11.20 MANDREL O.D. 19.74 25.04 22.22 1.01.25 0.375 0.375 2.00 2.50 4.00 3.00 3.50 1.50 1.75 1.50 1.75 0.375 0.50 0.50 0.50 0.50 0.375 0.375 0.375 0.375 0.50 0.375 0.375 0.375 0.50 0.50 0.50 0.375 0.375 1.5 1.0 1.5 1.5 1.5 1.0 1.0 1.0 1.0 Barrel Frame R1 R2 0.75 0.75 1.25 T1 0.375 0.375 0.375 Rod Diameter 0.375 0.375 0.375 T2 1.0 1.0 1.0 7.37 9.40 9.21 7.52 5.50 5.62 3.04 4.06 6" 8" CL350 D.I. CL350 D.I.9.05 6.9 6.00 4.50 0.25 0.25 6 6 0.75 1.25 0.375 0.375 0.375 0.3751.0 1.0 8.12 6.08 2.896"D2241 DR26 6.625 4.500.271 6 0.75 0.375 0.3751.0 5.71 3.768"6.00 68.625 0.352D2241 DR26 1.25 0.375 1.0 0.375 7.525(160 PSI) (160 PSI) 33 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard.FOR SUN CITY ONLY MODIFIED 09/15/2015 CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard.FOR SUN CITY ONLY MODIFIED 09/15/2015 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 3 W A S T E W A T E R D E T A I L S ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 4 : 4 7 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 91 of 1965 405 8 405 9 406 2 406 3 406 5 406 8 406 9 407 1 407 3 407 5 407 6 407 7 4 0 7 8 408 0 408 2 408 3 408 4 408 5 40 8 7 409 0 409 4 409 6 825 830 835 840 845 850 855 860 9+50 10+0 0 11+0 0 W W - B 850 855 860 865 870 85 8 . 5 85 8 . 5 3 85 7 . 9 85 7 . 8 9 85 7 . 2 85 7 . 2 4 8" F L O U T : 8 6 0 . 3 4 RI M E L E V . 86 8 . 4 0 3 2 1 . 0 0 L . F . 8 " S D R - 2 6 P V C @ 5 . 6 5 % 10 13 15 16 17 18 19 20 21 22 23 24 8 9 16 23 24 26 27 28 2914 BLOCK A BLOCK E PO I N T E R L A N E WW-E 24 IN C H F . M . 24 I N C H F . M . 10 + 0 0 1 1 + 0 0 WATR - E SS-D0 1 WA T R - E WW - F R V D WW-F NH 8 0 W W - F N H 8 0 SS-D1 2 CROSSING @ STA: 10+91.73 WATR-E= STA: 0+37.60 SS-D10 CROSSING @ STA: 7+96.07 WW-F RVD= STA: 30+29.95 WATR-E 880 885 89 0 895 900 905 9 0 5 910 915 920 925 93 0 9 3 5 94 0 89 5 905 91 0 9 1 5 9209259259 2 5 930 93 5 940 940 9 4 0 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5+0 0 6+00 7+00 8+00 9+00 10+00 11+00 12+0 0 13+0 0 14+0 0 15+0 0 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+0 0 25+ 0 0 26 + 0 0 27 + 0 0 28 + 0 0 29 + 0 0 30 + 0 0 31 + 0 0 32 + 0 0 33 + 0 0 CROSSING @ STA: 30+65.67 WATR-E= STA: 0+29.97 SS-F08 CROSSING @ STA: 10+84.81 WATR-E= STA: 0+39.00 SS-D11 CROSSING @ STA: 22+93.96 WATR-E= STA: 7+84.84 SS-E01 CROSSING @ STA: 22+99.75 WATR-E= STA: 0+40.60 SS-E08 CROSSING @ STA: 16+00.11 WATR-E= STA: 5+00.17 SS-D03 W A T R - E CROSSING @ STA: 2+16.29 WATR-E= STA: 4+33.88 SS-C04 CROSSING @ STA: 2+35.03 WATR-E= STA: 0+36.43 SS-C09 CROSSING @ STA: 2+36.30 WATR-E= STA: 5+90.90 WW-G RVD CROSSING @ STA: 6+40.00 WATR-E= STA: 1+88.16 SS-C01 0 + 5 0 1 + 5 0 2 + 5 0 3 + 5 0 4+ 5 0 5+5 0 6+50 7+50 8+50 9+50 10+50 11+5 0 12+5 0 13+5 0 14+5 0 15+50 16+50 17+50 18+50 19+50 20+50 21+50 22+50 23+50 24+ 5 0 25+ 5 0 26 + 5 0 27 + 5 0 28 + 5 0 29 + 5 0 30 + 5 0 31 + 5 0 32 + 5 0 CROSSING @ STA: 10+66.78 WATR-E= STA: 9+09.84 WW-E RVD CROSSING @ STA: 20+64.56 WATR-E= STA: 1+51.66 SS-G01 W A T R - A RIDGETOP VISTA DRIVE RID G E T O P V I S T A D R I V E SS-F01 STA: 0+00.00 BEGIN WATR-E 10242930.29 N 3108943.27 E REMOVE CAP AND TIE TO EXISTING WL INSTALL 1- 12"X8" TEE 1- 8" G.V. 2- 12" G.V. 10242841.38N 3109121.61E STA: 0+41.01 BEGIN WATR-F@ STA: 1+99.29 WATR-E STA: 0+00.00 END WATR-F CAP FOR FUTURE CONNECTION 10242877.94N 3109140.19E INSTALL 1- 12"X8" TEE 1- 8" G.V. 2-12" G.V. 10242965.78N 3109957.25E STA: 0+45.26 BEGIN WATR-G@ STA: 11+18.75 WATR-E STA: 0+00.00 END WATR-G CAP FOR FUTURE CONNECTION 10242996.95N 3109924.44E STA: 0+00.00 END WATR-H CAP FOR FUTURE CONNECTION 10243794.37N 3110749.38E INSTALL 1- 12"X8" TEE 1- 8" G.V. 2-12" G.V. 10243761.04N 3110779.56E STA: 0+44.97 BEGIN WATR-H@ STA: 22+66.94 WATR-E STA: 33+43.66 END WATR-E CAP FOR FUTURE CONNECTION 10244773.27N 3110839.38E STA: 3+11.97 WATR-E INSTALL HYDRANT ASSEMBLY STA: 7+27.96 WATR-E INSTALL HYDRANT ASSEMBLY STA: 11+44.49 WATR-E INSTALL HYDRANT ASSEMBLY STA: 16+53.95 WATR-E INSTALL HYDRANT ASSEMBLY STA: 22+24.79 WATR-E INSTALL HYDRANT ASSEMBLY STA: 26+95.39 WATR-E INSTALL HYDRANT ASSEMBLY STA: 31+19.75 WATR-E INSTALL HYDRANT ASSEMBLY INSTALL 1- 12"X8" TEE 2- 12" G.V. 1-8" G.V. 10242839.74N 3109810.47E STA: 15+46.58 BEGIN WATR-A@ STA: 9+24.54 WATR-E INSTALL 1- 12"X8" TEE 2-12"G.V. 1- 8" G.V. 10244511.05N 3110845.06E STA: 0+37.50 BEGIN WATR-I@ STA: 30+80.17 WATR-E STA: 0+00.00 END WATR-I CAP FOR FUTURE CONNECTION 10244502.77N 3110808.48E STA: 6+20.77 WATR-E INSTALL AARV STA: 15+80.11 WATR-E INSTALL AARV STA: 20+44.56 WATR-E INSTALL AARV STA: 23+51.98 WATR-E INSTALL AARV PROPOSED FIRE HYDRANT PROPOSED GATE VALVE CURB INLET EXISTING GATE VALVE EXISTING FIRE HYDRANT PROPOSED WATER LINE LEGEND DOUBLE WATER SERVICE SINGLE WATER SERVICE *SEE MODIFIED DETAIL "W01A" FOR TYPICAL UTILITY ASSIGNMENTS DOUBLE SEWER SERVICE SINGLE SEWER SERVICE OVERALL WATER PLAN Feet 0 100 200 34 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B CITY OF GEORGETOWN GENERAL NOTES 1.These construction plans were prepared, sealed, signed and dated by a Texas Licensed Professional Engineer. Therefore based on the engineer’s concurrence of compliance, the construction plans for construction of the proposed project are hereby approved subject to the standard Construction Specifications and Details Manual and all other applicable City, State and Federal Requirements and Codes. 2.This project is subject to all City Standard Specifications and Details in effect at the time of submittal of the project to the City. 3.The site construction plans shall meet all requirements of the approved site plan. 4.Wastewater mains and service lines shall be SDR 26 PVC. 5.Wastewater mains shall be installed without horizontal or vertical bends. 6.Maximum distance between wastewater manholes is 500 feet. 7.Wastewater mains shall be low pressure air tested and mandrel tested by the contractor according to the City of Georgetown and TCEQ requirements. 8.Wastewater manholes shall be vacuum tested and coated by the contractor according to City of Georgetown and TCEQ requirements. 9.Wastewater mains shall be camera tested by the contractor and submitted to the City on DVD format prior to paving the streets. 10.Private water system fire lines shall be tested by the contractor to 200 psi for 2 hours. 11.Private water system fire lines shall be ductile iron piping from the water main to the building sprinkler system, and 200 psi C900 PVC for all others. 12.Public water system mains shall be 150 psi C900 PVC and tested by the contractor at 150 psi for 2 hours. 13.All bends and changes in direction on water mains shall be restrained and thrust blocked. 14.Long fire hydrant leads shall be restrained. 15.All water lines are to be bacteria tested by the contractor according to the City standards and specifications. 16.Water and Sewer main crossings shall meet all requirements of the TCEQ and the City. 17.Flexible base material for public streets shall be TXDOT Type A Grade 1. 18.Hot mix asphaltic concrete pavement shall be Type D unless otherwise specified and shall be a minimum of 2 inches thick on public streets and roadways. 19.All sidewalk ramps are to be installed with the public infrastructure. 20.A maintenance bond is required to be submitted to the City prior to acceptance of the public improvements. This bond shall be established for 2 years in the amount of 10% of the cost of the public improvements and shall follow the City format. 21.Record drawings of the public improvements shall be submitted to the City by the design engineer prior to acceptance of the project. These drawings shall be TIFF or PDF (300 dpi). At the conclusion of construction and as part of the process for the city to accept this phase. The fire hydrants shall be flowed and tested a copy of the report shall be emailed into the fire department and the hydrants shall be painted and color coded ** CAUTION If pressure reducing valves were installed in this phasing they must be set prior to fire hydrant flow testing.*** The Fire Code, Section LA- 507.5.7 City of Georgetown Fire Hydrant Color Code System, is hereby added to read as follows: LA-507.5.7 City of Georgetown Fire Hydrant Color Code System. Private fire hydrant maintenance shall be in accordance with NFPA 291. a. All private hydrant barrels will be painted red with the bonnet painted using the hydrant flow standard in paragraph c of this section to indicate flow. It will be the customer's responsibility to test and maintain their private fire hydrant(s). b. All private fire hydrants should be inspected, maintained, and flow tested annually, and color coded to indicate the expected fire flow from the hydrant during normal operation. Such color applied to the fire hydrant by painting the bonnet the appropriate color for the expected flow condition. c. HYDRANT FLOW CODING STANDARDS. Public hydrants barrels will be painted silver, the hydrants will be flow tested, and the bonnet painted using the hydrant flow standard in as follows: FLOW COLOR: Greater than 1500 GPM Blue 1000- 1500 GPM Green 500-999 GPM Orange Less than 500 GPM Red Not working Black or Bagged P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 4 O V E R A L L W A T E R P L A N . d w g , 7 / 2 / 2 0 2 1 4 : 4 5 : 5 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 92 of 1965 WATR-E 870 875 880 885 890 895 900 905 910 915 920 870 875 880 885 890 895 900 905 910 915 920 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+50 88 6 . 8 88 6 . 7 6 88 8 . 1 88 8 . 1 0 88 7 . 7 88 7 . 6 7 88 8 . 3 88 8 . 2 8 88 8 . 5 88 8 . 5 2 88 8 . 8 88 8 . 8 4 88 9 . 0 88 8 . 9 7 88 9 . 3 88 9 . 3 0 89 0 . 0 89 0 . 0 1 89 0 . 5 89 0 . 4 8 89 1 . 4 89 1 . 3 7 89 2 . 4 89 2 . 3 8 89 2 . 8 89 2 . 8 0 89 3 . 4 89 3 . 4 4 89 4 . 5 89 4 . 5 1 89 5 . 2 89 5 . 2 4 89 5 . 5 89 5 . 5 3 89 5 . 8 89 5 . 7 5 7.00 L.F. 12" C900 PVC @ 37.42% 143.68 L.F. 12" C900 PVC @ 0.00% 55.60 L.F. 12" C900 PVC @ -1.80% 31.26 L.F. 12" C900 PVC @ -9.61% 19.65 L.F. 12" C900 PVC @ -8.87% 72.97 L.F. 12" C900 PVC @ -0.30% STA: 2+06.29 GRADE BREAK FL: 880.00 STA: 2+13.29 GRADE BREAK FL: 877.38 STA: 2+44.55 GRADE BREAK FL: 880.39 STA: 2+64.20 GRADE BREAK FL: 882.13 STA: 0+55.60 GRADE BREAK FL: 880.00 STA: 6+55.00 GRADE BREAK FL: 887.66 ST A : 2 + 1 6 . 2 9 W A T R - E = 24 " S S - C F L : 8 8 0 . 6 7 ST A : 2 + 3 6 . 3 0 W A T R - E = 8" S E W R F L : 8 7 6 . 7 6 ST A : 2 + 3 5 . 0 3 W A T R - E = 18 " S S - C F L : 8 8 1 . 7 5 ST A : 6 + 4 0 . 0 0 W A T R - E = 18 " S S - C F L : 8 8 7 . 1 7 ST A : 0 + 0 0 . 0 0 GR A D E B R E A K FL : 8 7 9 . 0 0 72.97 L.F. 12" C900 PVC @ -0.30% 356.57 L.F. 12" C 9 0 0 P V C @ - 1 . 5 0 % 196.57 L.F. 12" C900 PVC @ 0.37% STA: 7+27.96 WATR-E INSTALL HYDRANT ASSEMBLY STA: 3+11.97 WATR-E INSTALL HYDRANT ASSEMBLY STA: 6+20.77 WATR-E INSTALL AARV WATR-E PROFILE (1 OF 4) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 35 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 5 W A T R - E P R O F I L E ( 1 O F 4 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 7 : 1 2 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 93 of 1965 8+50 WATR-E 870 875 880 885 890 895 900 905 910 915 920 870 875 880 885 890 895 900 905 910 915 920 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 WATR-E 89 5 . 8 89 5 . 7 5 89 5 . 5 89 5 . 5 2 89 6 . 0 89 5 . 9 7 89 6 . 0 89 5 . 9 8 89 6 . 8 89 6 . 8 3 89 5 . 7 89 5 . 7 2 89 5 . 8 89 5 . 8 2 89 5 . 5 89 5 . 5 3 89 6 . 6 89 6 . 5 9 89 5 . 6 89 5 . 5 6 89 7 . 8 89 7 . 7 8 89 9 . 9 89 9 . 8 8 90 1 . 5 90 1 . 5 4 90 5 . 0 90 5 . 0 4 90 6 . 6 90 6 . 6 2 90 7 . 9 90 7 . 9 0 90 9 . 7 90 9 . 6 5 91 0 . 1 91 0 . 1 4 90 9 . 8 90 9 . 7 9 90 9 . 2 90 9 . 2 1 150.42 L.F. 12" C900 PVC @ 0.37% 5.18 L.F. 12" C900 PVC @ 51.46% 18.67 L.F. 12" C900 PVC @ -0.33% 19.93 L.F. 12" C900 PVC @ -8.33% 18.35 L.F. 12" C900 PVC @ 0.04%122.96 L.F. 12" C 9 0 0 P V C @ - 1 . 4 3 % 53.94 L.F. 12" C900 PVC @ -3.71% STA: 10+74.96 GRADE BREAK FL: 886.60 STA: 10+80.14 GRADE BREAK FL: 883.94 STA: 10+98.82 GRADE BREAK FL: 884.00 STA: 11+26.14 GRADE BREAK FL: 886.28 STA: 12+21.14 GRADE BREAK FL: 886.24 STA: 15+26.16 GRADE BREAK FL: 897.00 STA: 17+15.28 GRADE BREAK FL: 899.97 ST A : 1 0 + 6 6 . 7 8 W A T R - E = 8" S E W R F L : 8 8 3 . 1 0 ST A : 1 0 + 8 4 . 8 1 W A T R - E = 18 " S S - D F L : 8 8 6 . 4 0 ST A : 1 0 + 9 1 . 7 3 W A T R - E = 18 " S S - D F L : 8 8 6 . 2 9 ST A : 1 6 + 0 0 . 1 1 W A T R - E = 24 " S S - D F L : 8 9 7 . 9 0 STA: 13+44.10 GRADE BREAK FL: 888.00 STA: 15+80.11 GRADE BREAK FL: 899.00 STA: 15+90.11 GRADE BREAK FL: 895.53 STA: 16+10.11 GRADE BREAK FL: 895.53 STA: 16+20.11 GRADE BREAK FL: 899.33 10.00 L.F. 12" @ 34.72% 20.00 L.F. 12" @ 0.00% 10.00 L.F. 12" @ -37.97% 182.0 7 L . F . 1 2 " @ - 4 . 9 4 % STA: 9+24.54 WATR-E= GRADE BREAK STA: 15+46.58 WATR-A 196.57 L.F. 12" C900 PVC @ 0.37% STA: 11+44.49 WATR-E INSTALL HYDRANT ASSEMBLY STA: 16+53.95 WATR-E INSTALL HYDRANT ASSEMBLYSTA: 15+80.11 WATR-E INSTALL AARV WATR-E PROFILE (2 OF 4) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 36 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 6 W A T R - E P R O F I L E ( 2 O F 4 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 8 : 2 2 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 94 of 1965 18+00 WATR-E 870 875 880 885 890 895 900 905 910 915 920 870 875 880 885 890 895 900 905 910 915 920 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 26+50 90 9 . 2 90 9 . 2 1 90 9 . 8 90 9 . 7 6 90 9 . 5 90 9 . 4 9 90 9 . 9 90 9 . 9 4 91 0 . 8 91 0 . 7 8 91 0 . 5 91 0 . 4 9 90 9 . 9 90 9 . 8 9 90 9 . 3 90 9 . 3 3 90 8 . 8 90 8 . 7 8 90 7 . 8 90 7 . 8 4 90 7 . 0 90 7 . 0 0 90 5 . 3 90 5 . 3 0 90 4 . 0 90 3 . 9 6 90 2 . 2 90 2 . 1 5 90 1 . 1 90 1 . 1 4 89 9 . 8 89 9 . 7 7 89 8 . 7 89 8 . 7 1 89 8 . 0 89 8 . 0 3 10.00 L.F. 12" C900 PVC @ 23.71% STA: 22+78.92 GRADE BREAK FL: 898.14 ST A : 2 2 + 9 3 . 9 6 W A T R - E = 36 " S S - E F L : 8 9 8 . 1 6 ST A : 2 2 + 9 9 . 7 5 W A T R - E = 18 " S S - E F L : 8 9 9 . 8 1 329.29 L.F. 12" C900 P V C @ - 1 . 0 3 % 10.00 L.F. 12" C900 PVC @ 23.71% 10.00 L.F. 12" @ 0.00% STA: 22+98.92 GRADE BREAK FL: 895.77 53.06 L.F. 12" @ -3.66% STA: 23+51.98 GRADE BREAK FL: 897.71 343.41 L.F. 1 2 " @ 1 . 6 1 % STA: 20+44.56 GRADE BREAK FL: 903.36 STA: 20+54.56 GRADE BREAK FL: 899.16 STA: 20+74.56 GRADE BREAK FL: 899.16 STA: 20+84.56 GRADE BREAK FL: 902.49 10.00 L.F. 12" @ -33.24% 20.00 L.F. 12" @ 0.00% 10.00 L.F. 12" @ 41.99% ST A : 2 0 + 6 4 . 5 6 W A T R - E = 30 " S S - G F L : 9 0 1 . 6 1 STA: 22+24.79 WATR-E INSTALL HYDRANT ASSEMBLY STA: 20+44.56 WATR-E INSTALL HYDRANT ASSEMBLY STA: 23+51.98 WATR-E INSTALL AARV WATR-E PROFILE (3 OF 4) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 37 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 7 W A T R - E P R O F I L E ( 3 O F 4 ) . d w g , 7 / 2 / 2 0 2 1 4 : 4 9 : 3 0 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 95 of 1965 26+50 WATR-E 870 875 880 885 890 895 900 905 910 915 920 870 875 880 885 890 895 900 905 910 915 920 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+0034+25 89 8 . 0 89 8 . 0 3 89 7 . 6 89 7 . 6 5 89 7 . 5 89 7 . 4 7 89 7 . 9 89 7 . 8 7 89 8 . 4 89 8 . 4 4 89 9 . 0 89 9 . 0 0 89 9 . 9 89 9 . 8 9 90 0 . 7 90 0 . 7 0 90 1 . 3 90 1 . 2 8 90 2 . 1 90 2 . 0 6 90 3 . 0 90 3 . 0 0 90 2 . 3 90 2 . 3 5 90 2 . 2 90 2 . 1 6 90 2 . 2 90 2 . 2 3 11.32 L.F. 12" C900 PVC @ 32.77% 20.00 L.F. 12" C900 PVC @ -0.00% 82.56 L.F. 12" C900 PVC @ 0.75% STA: 30+44.35 GRADE BREAK FL: 895.41 STA: 30+55.67 GRADE BREAK FL: 891.70 STA: 30+75.67 GRADE BREAK FL: 891.70 STA: 32+61.10 GRADE BREAK FL: 895.44 STA: 33+43.66 CAP FOR FUTURE CONNECTION ST A : 3 0 + 2 9 . 9 3 W A T R - E = 8" N H - 8 0 S E W R F L : 8 8 9 . 5 0 ST A : 3 0 + 6 5 . 6 7 W A T R - E = 18 " S S - F F L : 8 9 3 . 9 6 180.93 L.F. 12" C900 PVC @ ??? STA: 26+95.39 WATR-E INSTALL HYDRANT ASSEMBLY STA: 31+19.75 WATR-E INSTALL HYDRANT ASSEMBLY STA: 26+95.39 GRADE BREAK FL: 892.17 348.96 L.F. 12" C900 P V C @ - 0 . 9 3 % 44.03 L.F. 12" C900 PVC @ -9.53% STA: 30+80.17 WATR-E= STA: 0+37.50 WATR-I WATR-E PROFILE (4 OF 4) SCALE 1" = 40' HORIZONTAL 1" = 4' VERTICAL 38 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 8 W A T R - E P R O F I L E ( 4 O F 4 ) . d w g , 7 / 2 / 2 0 2 1 4 : 5 0 : 4 0 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 96 of 1965 WATER DETAILS 39 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W07 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W02 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W11 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W18 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W22 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W03-MODIFIED NTS 1/2013 MH- The Architect/Engineer assumes responsibility for appropriate use of this standard. APPROVED BY:DRAWN BY: SCALE:DATE: CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W08 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W04-MODIFIED NTS 1/2013 MH- The Architect/Engineer assumes responsibility for appropriate use of this standard. CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS W01A-MODIFIED 01 NTS 1/2003 TRBMRS The Architect/Engineer assumes responsibility for appropriate use of this standard.FOR SUN CITY ONLY MODIFIED 09/15/2015 FOR SUN CITY ONLY MODIFIED 09/15/2015 FOR SUN CITY ONLY MODIFIED 09/15/2015 CITY OF GEORGETOWN Georgetown Utility Systems Your Community Owned Utility CONSTRUCTION STANDARDS AND DETAILS The Architect/Engineer assumes responsibility for appropriate use of this standard. FOR SUN CITY ONLY MODIFIED 11/16/2016 P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 3 9 W A T E R D E T A I L S . d w g , 7 / 2 / 2 0 2 1 4 : 5 0 : 5 9 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 97 of 1965 405 7 405 8 405 9 406 0 406 1 406 2 406 3 406 4 406 5 406 6 406 7 406 8 406 9 407 1 407 2 407 3 407 4 407 5 407 6 407 7 4 0 7 8 4079 408 2 408 3 408 4 408 5 4 0 8 6 40 8 7 408 8 408 9 409 9 R1-1 30"X30" AND STREET SIGNS PER COG SD25 R1-1 30"X30" AND STREET SIGNS PER COG SD25 R1-1 30"X30" AND STREET SIGNS PER COG SD25 R1-1 30"X30" AND STRE E T SIGNS PER COG SD25 R1-1 30"X30" AND STREET SIGNS PER COG SD25 STRIPING AND SIGNAGE PLAN Feet 0 100 200 40 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 4 0 S T R I P I N G A N D S I G N A G E P L A N . d w g , 7 / 2 / 2 0 2 1 4 : 5 1 : 2 6 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 98 of 1965 STRIPING AND SIGNAGE DETAILS G 1/2 " Rod G Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. STOP STREET NAME ST 200 YIELD 100 N 30" 30" Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. 2' SPLICE BLOCK WHEN REQUIRED ON CONTINUOUS BARRICADE. MAX. SEE DETAIL SD24 5' M I N . 20 " 20 " 45° OM4-1 OR OM4-2 VARIES 10' MAX., 4' MIN.2' WIDTH OF ROADWAY MINUS 2' 12" MAX. 8" TO 12" 2' END-OF-ROAD MARKER Georgetown Utility Systems Your Community Owned Utility The Architect/Engineer assumes responsibility for appropriate use of this standard. W1-2a-L 30x30 W1-2a-R 30x30 30" x 30" R1-1 STOP 12" x 18" FIRE LANE TOW AWAY ZONE NO PARKING ODD ADDRESS SIDE OF STREET STOP BAR 41 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 4 1 S T R I P I N G A N D S I G N A G E D E T A I L S . d w g , 7 / 2 / 2 0 2 1 4 : 5 1 : 3 7 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 99 of 1965 TRAFFIC CONTROL DETAIL 42 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 4 2 T R A F F I C C O N T R O L D E T A I L . d w g , 7 / 2 / 2 0 2 1 4 : 5 1 : 4 8 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 100 of 1965 4088 -5 . 7 4 % -0.67% BA N D A N A L A N E 4088 RIDGETOP V I S T A D R I V E BC=886.10 BC=886.14 BC=886.43 BC=886.40 BC=886.44 BC=886.48 BC=886.75 BC=886.79 FG=886.84 FG=886.89 FG=886.41 FG=886.44 FG=886.58 FG=886.58 FG=886.09 FG=886.12 FG=886.56 FG=886.49 FG=886.08 FG=886.05 FG=886.20 FG=886.24 FG=885.75 FG=885.78 STA: 0+00.12 BANDANA LANE= STA: 13+74.64 RIDGETOP VISTA DRIVE 891 890 889 8 8 6 885 890 889 887 886 887 FG=888.99 FG=889.00 FG=889.37 FG=889.71 FG=889.87 FG=890.15 FG=890.13 FG=889.85 FG=889.73 FG=889.43 FG=889.17 FG=889.30 BC=890.04 BC=890.00 FG=888.83 FG=888.99 BC=888.72 BC=888.52 -5 . 7 7 % -5 . 7 7 % -0.50% TY C O O N L A N E RIDGETOP VISTA DRIVE FG=890.68 FG=890.25 FG=890.25 FG=890.69 BC=890.60 BC=890.60 BC=890.62 BC=890.60 FG=890.72 FG=890.70 FG=890.26 FG=890.28 STA: 4+05.55 TYCOON LANE= STA: 22+65.89 RIDGETOP VISTA DRIVE 891 900 899 896 897 898 899 896 89 7 898 89 9 892 8 9 2 891 BC=898.36 BC=897.90 FG=897.93 FG=898.14 FG=898.56 FG=898.17 FG=897.54 FG=897.49 FG=896.24 FG=896.13 FG=890.90 FG=890.89 BC=896.74 BC=896.13 FG=896.07 FG=897.04 405 7 4058 4059 406 0 4061 406 2 406 3 4064 4065 4066 4067 4068 406 9 4071 407 2 407 3 4074 407 5 407 6 4077 4 0 7 8 4079 4080 4081 4082 4083 4084 408 5 4 0 8 6 40 8 7 4088 4089 4090 409 4 4095 4096 409 7 4099 410 2 SITE 405 7 4058 4059 406 0 4061 406 2 406 3 4064 4065 4066 4067 4068 406 9 4071 407 2 407 3 4074 407 5 407 6 4077 4 0 7 8 4079 4080 4081 4082 4083 4084 408 5 4 0 8 6 40 8 7 4088 4089 4090 409 4 4095 4096 409 7 4099 410 2 SITE INTERSECTION DETAILS (1 OF 2) Feet 0 10 20 RIDGETOP VISTA DRIVE AND BANDANA LANE RIDGETOP VISTA DRIVE AND TYCOON LANE 43 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B RIDGET O P V I S T A D R I V E P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 4 3 I N T E R S E C T I O N D E T A I L S ( 1 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 5 2 : 5 3 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 101 of 1965 FG=905.16 FG=905.06 FG=905.62 FG=905.49 FG=905.86 FG=905.78 FG=905.70 FG=905.61 FG=903.87 FG=903.76 BC=905.51 BC=905.40 BC=903.76 BC=903.67 FG=903.41 FG=903.31CO A C H S M I T H S T R E E T RIDGETOP VISTA DRIVE STA: 0+00.02 COACHSMITH STREET= STA: 34+76.02 RIDGETOP VISTA DRIVE FG=904.66 FG=904.75 FG=904.64 FG=904.53 BC=904.54 BC=904.45 BC=904.52 BC=904.63 BC=907.14 BC=907.39 FG=907.22FG=907.30 FG=907.59 FG=905.72 BC=905.84 BC=907.43 FG=899.68 FG=899.70 FG=899.72 FG=899.76 DO U B L E A R C H S T R E E T RIDGETOP VISTA DRIVE STA: 2+53.98 DOUBLE ARCH STREET= STA: 42+54.86 RIDGETOP VISTA DRIVE BC=900.31 BC=900.33 BC=901.37 BC=901.47 BC=902.24 BC=902.00 BC=902.00 BC=902.41 BC=901.94BC=901.11 BC=900.15 BC=900.45 FG=900.52 FG=900.59 FG=901.40 FG=901.35 FG=902.38 FG=902.25 FG=902.00 FG=902.00 FG=900.27 FG=900.45 FG=900.06 FG=900.01 FG=899.70 FG=899.66 FG=899.94 FG=899.85 FG=899.16 FG=899.25 FG=902.13 FG=901.02 4057 4058 4059 4060 4061 4062 4063 4064 4065 4066 4067 4068 4069 4071 4072 407 3 4074 4075 4076 4077 4 0 7 8 4079 4080 4081 4082 4083 4084 4085 4 0 8 6 40 8 7 4088 4089 4094 4095 409 6 4097 4099 SITE 4057 4058 4059 4060 4061 4062 4063 4064 4065 4066 4067 4068 4069 4071 4072 407 3 4074 4075 4076 4077 4 0 7 8 4079 4080 4081 4082 4083 4084 4085 4 0 8 6 40 8 7 4088 4089 4094 4095 409 6 4097 4099 SITE INTERSECTION DETAILS (2 OF 2) Feet 0 10 20 RIDGETOP VISTA DRIVE AND COACHSMITH STREET RIDGETOP VISTA DRIVE AND DOUBLE ARCH STREET 44 CHECKED BY: APPROVED BY: DESIGNED BY: DRAWN BY: DATE DATE DATE DATE sheets Xref DWG FILE. Sheet Number: Drawing Path: of SCALE: Project Number: Project Name: Project Path: 22226\29-NH 77 AS NOTED ADDRESS METRO SERVICES 1978 S. AUSTIN AVENUE 512.930.9412 GEORGETOWN, TX 78626 WEB STEGERBIZZELL.COM >>ENGINEERS >>PLANNERS >>SURVEYORS RIDGETOP VISTA DRIVE PHASE B City of Georgetown Williamson County, Texas TEXAS REGISTERED ENGINEERING FIRM F-181 TBPLS FIRM No.10003700 P\22000-22999\22226 22226-NH77 P:22000-22999 SUN CITY NO.DATEREVISIONBY FOR REVIEW THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF REVIEW UNDER THE AUTHORITY OF BRYAN ERIC MOORE, P.E. REG. #98920 ON 7/2/21. IT IS NOT TO BE USED FOR BIDDING, PERMIT OR CONSTRUCTION. WARNING! There are existing water pipelines, underground telephone cables and other above and below ground utilities in the vicinity of this project. The contractor shall contact all appropriate utility companies prior to any construction in the area and determine if any conflicts exist. If so, the Contractor shall immediately contact the Engineer, who shall revise the design as necessary. 44 BLM 3/24/21 BLM 3/24/21 RVD PH B RIDGE T O P V I S T A D R I V E P: \ 2 2 0 0 0 - 2 2 9 9 9 \ 2 2 2 2 6 S u n C i t y \ 2 9 - N H 7 7 \ C A D \ 0 2 - R I D G E T O P V I S T A P L A N S \ 4 4 I N T E R S E C T I O N D E T A I L S ( 2 O F 2 ) . d w g , 7 / 2 / 2 0 2 1 4 : 5 4 : 1 3 P M , A u t o C A D P D F ( G e n e r a l D o c u m e n t a t i o n ) . p c 3 Page 102 of 1965 City of Georgetown, Texas Planning and Zoning July 20, 2021 S UB J E C T: C onsideration and pos s ible ac tion to disapprove for the reasons set forth in the item applic ation for Construction Plans, cons is ting of approximately 62.048 acres in the John T. C hurc h S ur, Abs No. 140 and the Key Wes t Irrigation C o. S urvey Abs . No.711, generally loc ated at R M 2243 and C ypres s P aul S t. to be known as P arks ide P eninsula S ec tions 1 and 2 (2021-23-C O N) – David Munk, P E, and Lua S aluone, Utility Engineering IT E M S UMMARY: Project Information: Project Name: P arks ide P eninsula S ec tions 1 and 2 Project Location: R M 2243 and C ypress P aul S t., within the extraterritorial juris diction (ET J). Legal Description: 62.048 acres in the John T. C hurc h S ur, Abs No. 140 Zoning District: ET J Applicant: R andall Jones and As s ociates Engineering, Inc., c/o Kamal Neupane Property Owner: HM C R 179-2243, LP, c /o Dustin Einhaus Case History: T his is the first c onsideration of this request. Recommended Action: Dis approval bas ed on the findings that the reques t does not meet the C ity of G eorgetown ordinances, rules and regulations identified below and more s pecific ally lis ted in the attac hed Exhibits Intergovernmental and Interdepartmental Review: T he submitted C ons truction P lans was reviewed by the applicable C ity departments and Williamson C ounty (if applicable). T hese applications are reviewed to ensure c onsistenc y with the development s tandards of the Unified Development C ode (UDC ) and other applicable codes. S taff has determined that the reques t does not comply with the ordinances, rules and regulations identified below and more s pecific ally lis ted in the attac hed Exhibits. In ac cordance with Unified Development C ode (UDC ) S ection 3.08.100.D, a C onstruc tion P lan is s ubjec t to the following approval c riteria: Approval Criteria Complies Conditionally Complies Does Not Comply a. T he Development Engineer s hall approve c onstruc tion plans that are s ubmitted and sufficiently show compliance with any C ity- approved or adopted des ign or cons truction criteria manuals or in the abs enc e of C ity-approved or adopted design requirements, standard engineering prac tic es . x b. T he C ity reserves the right to require correc tions to ac tual c onditions in the field that are found to be c ontrary to or omitted from submitted plans . x c . T he Development Engineer shall not approve Page 103 of 1965 C ons truction P lans that do not adequately represent cons truction of the approved infras tructure and public improvements included in the approved P reliminary P lat or P reliminary F inal P lat. x d. C ons truction P lans s hall not be approved until an Elec tric Utility S ervices Availability Letter, as defined by the C ode, has been s ubmitted to the C ity. x Approval Criteria Complies Conditionally Complies Does Not Comply F IN AN C IAL IMPAC T: None. T he applicant has paid the required application fees . S UB MIT T E D B Y: Lua S aluone AT TAC H ME N T S: Description Type Exhibit A. Review Checklis t Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Exhibit B. Submitted Plans Exhibit Page 104 of 1965 Review Comments Checklist Page 1 of 3 Construction Plan Application Information Case Number 2021-23-CON Date Filed 07/06/2021 Project Name Parkside Peninsula Sections 1 and 2 Address/Location RM 2243 and Cypress Paul St. Case Manager Utility Engineering Edwards Aquifer Recharge Zoning N/A - ETJ Summary of Review Comments by Department Detailed comments can be found in Exhibit B. Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☐ ☐ ☒ ☐ 1, 2, 4, 5, 6, 10, 11, 20, 32, 33, 34, 35, 39, 41, 45, 46, 63, 67, 70 Compliance with Design Manuals City Construction Specifications and Standards Manual 1.12 ☐ ☐ ☒ ☐ 13, 15, 23, 43, 45, 49 Drainage Criteria Manual 1.13 ☐ ☐ ☒ ☐ 12, 13, 24, 30, 33, 34, 35, 36, 37, 39, 40 Subdivision of Land 3.08 ☒ ☐ ☐ ☐ Comprehensive Plan 1.08 ☒ ☐ ☐ ☐ TCEQ 290.44 ☐ ☐ ☒ ☐ 42, 43, 49, 62 TCEQ 213.67 ☐ ☐ ☒ ☐ TCEQ 217.67 ☐ ☐ ☒ ☐ 61, 62, 63, 64 Stormwater Management & Water Quality Page 105 of 1965 Page 2 of 3 Engineering Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Environmental Protection 11.01 ☒ ☐ ☐ ☐ Impervious Cover Ratio 11.02 ☒ ☐ ☐ ☐ Stormwater Management 11.04 ☐ ☐ ☒ ☐ 38 Water Quality 11.07 ☒ ☐ ☐ ☐ Circulation Subdivision and Street Design 12.05 ☒ ☐ ☐ ☐ Streets OTP Road Widths 12.02 ☐ ☐ ☐ ☒ Other Road Widths 12.03 ☐ ☐ ☒ ☐ 15, 19, 20 Design Standards 12.06 ☐ ☐ ☒ ☐ 18, 19, 20, 21, 22, 51 Public Improvements General Requirements 13.02 ☒ ☐ ☐ ☐ Utility Easements 12.03 ☒ ☐ ☐ ☐ Public Water Standards 13.04 ☐ ☐ ☒ ☐ 41, 44 Public Wastewater Standards 13.05 ☐ ☐ ☒ ☐ 45, 61 Electrical and Communications 13.06 ☒ ☐ ☐ ☐ Master Plan Infrastructure 13.07 ☐ ☐ ☐ ☒ Engineering Study (Decel) 3.19.050 ☐ ☐ ☐ ☒ Planning Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Residential Boundary Walls 8.07.060 ☒ ☐ ☐ ☐ Residential Mail Mailbox Kiosks 12.060.H ☐ ☐ ☒ ☐ 1 Page 106 of 1965 Page 3 of 3 Landscaping and Tree Preservation Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number Compliance with Application Checklist UDC Development Manual 1.11 ☐ ☐ ☒ ☐ 7, 8 Tree Preservation Heritage, Protected, and Tree Mitigation 8.02.030-40 ☐ ☐ ☒ ☐ 7, 8 Stormwater Management System Design General Design Requirements 11.04.030 ☐ ☐ ☒ ☐ 40, 41 Stormwater Management 11.06.050 ☒ ☐ ☐ ☐ Design and Technical Standards Street Tree 12.06 ☒ ☐ ☐ ☐ Pedestrian & Bicycle Mobility 12.07.010 ☒ ☐ ☐ ☐ Fire Requirement UDC Section Complies Complies w/ Conditions Does Not Comply N/A Sheet Number International Fire Code 7.02.010 ☐ ☐ ☒ ☐ 1, 13, 41 Williamson County See attached review letter. 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