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Item 7B - Kimley Horn_Detention MemoKimley»)Horn MEMORANDUM To: Chris Paulus—Cooper and Company From: Steven Galloway, P.E.—Kimley-Horn and Associates, Inc. Danny Torres, E.I.T.—Kimley-Horn and Associates, Inc. Cc: Frank Bliss—Cooper and Company Date: December 20, 2019 December 20, 2019 Subject: Southlake Town Square—Block 11 and McPherson Pond Assumptions PRELIMINARY FOR REVIEW ONLY Not for construction or permit purposes. Kimley>Morn Engineer Steven D. Galloway P.E. No. 94899 Date 12-20-2019 Kimley-Horn ("KH") has reviewed the proposed improvements to Block 11 of Southlake Town Square ("STS") to determine if McPherson Pond may accommodate its runoff without detention. KH has reviewed construction plans within the watershed and evaluated the capacity McPherson Pond based on current drainage criteria. KH has determined that: • Block 11 does not require onsite detention; • Block 11 should send at least 6.30 acres to McPherson Pond to be consistent with the STS Master Plan; • Block 11 may send up to 7.50 acres to McPherson Pond without modifying the pond's geometry or outfall structure; and • Block 11 may bypass the remainder of its runoff un -detained. Block 11 is within the watershed of a 3-5'x4' culvert across SH 114 ("TxDOT Culvert B"). KH obtained the following data for the watershed: • Exhibit A - March 2005 construction plans for Southlake Town Center ("the STS master plan"); • Exhibit B - May 2008 construction plans for Kirkwood Boulevard, Grace Lane, & Blessed Way (downstream of STS, across SH 114) ("the Gateway plans"); • Exhibit C - November 2012 construction plans for Patrizio's (now it Calabreze, downstream of STS, at the southwest corner of State Street and SH 114); • Exhibit D – the effective crest of McPherson Pond per LiDAR topography for the area; and • Exhibit E - an Architectural concept plan for Block 11. Kimley»)Horn December 20, 2019 Page 2 STS MASTER PLAN Exhibit A shows that 36.43 acres of STS property are within the watershed of TxDOT Culvert B: • Basin C -A, shown on the drainage area map, is a 25.70 -acre drainage basin proposed to drain to McPherson Pond. • Basin C -B, shown on the drainage area map, is a 10.73 -acre drainage basin proposed to bypass McPherson Pond and drain un -detained to TxDOT Culvert B. Exhibits B and C consider that 25.70 acres of STS will be detained in McPherson Pond, and 10.73 acres the STS site will bypass McPherson Pond un -detained. BLOCK 11 DEVELOPMENT Block 11 is an area bounded by Division Street, State Street, N. Carrol Avenue, and Federal Way. In Exhibit A, this was a 6.30 -acre area intended to drain to McPherson pond. However, the area is approximately 7.90 acres today because Division Street was built north of its proposed alignment in Exhibit A. Exhibit A proposes McPherson Pond's bank was be graded 4:1 from top -of -bank (634') to toe -of -bank (628') with an outfall invert at approximately elevation 627'. LiDAR topography shows that the pond was built as planned, but that the actual top -of -bank is an effective crest at elevation 634.80' north of the outlet structure. The City of Southlake Code of Ordinances § 9.5-61 adopts the City of Fort Worth Drainage criteria for detention calculations, which requires detention ponds to contain the ultimate 100 -year storm with one foot of freeboard and recommends SCS hydrologic modeling for detention design. KH first modeled the watershed at pre -development conditions, with the 36.43 -acre basin from STS at pre -developed conditions. The pre -development runoff from the STS property was 225.90 cfs. Next, KH modeled the watershed at fully developed conditions with the drainage areas from Exhibit A. The proposed runoff from the STS property is 104.5 cfs—significantly less than pre -development conditions—and the 100 -year water surface elevation in McPherson Pond is 633.60'. In this condition, 6.30 acres of Block 11 is routed to McPherson Pond, and 1.60 acres bypasses the pond. KH then evaluated how much additional area could be detained within McPherson Pond while maintaining one foot of freeboard. With 26.90 acres to McPherson Pond and 9.53 acres bypassing the pond un -detained, the runoff from the STS property is 94.5 cfs, and the 100 -year water surface elevation in McPherson Pond is 633.80. In this condition, 7.50 acres of Block 11 is routed to McPherson Pond and 0.40 acres bypasses the pond. k:\dal_hydro\064538800 - southlake town square\docs\20191220 memo.docx Kimley>»Horn CONCLUSION December 20, 2019 Page 3 The STS master plan considered that Block 11 would be a 6.30 -acre area entirely detained within McPherson Pond, but as -built conditions indicate that Block 11 is approximately 7.90 acres. McPherson Pond satisfies current drainage criteria when detaining up to 7.50 acres from Block 11. Therefore: • Block 11 does not require onsite detention; • Block 11 should send at least 6.30 acres to McPherson Pond to be consistent with the STS Master Plan; • Block 11 may send up to 7.50 acres to McPherson Pond without modifying the pond's geometry or outfall structure; and • Block 11 may bypass the remainder of its runoff un -detained. k:\dal_hydro\064538800 - southlake town square\docs\20191220 memo.docx Predeveloped STS Maximum Conditions Master Plan Detention Area to be Detained from STS (AC.) N/A 25.70 26.90 Area to be Detained from Block 11 (AC.) N/A 6.30 7.50 Runoff (cfs) 225.90 104.50 94.50 McPherson Pond Freeboard (ft) N/A 1.20 1.00 The STS master plan considered that Block 11 would be a 6.30 -acre area entirely detained within McPherson Pond, but as -built conditions indicate that Block 11 is approximately 7.90 acres. McPherson Pond satisfies current drainage criteria when detaining up to 7.50 acres from Block 11. Therefore: • Block 11 does not require onsite detention; • Block 11 should send at least 6.30 acres to McPherson Pond to be consistent with the STS Master Plan; • Block 11 may send up to 7.50 acres to McPherson Pond without modifying the pond's geometry or outfall structure; and • Block 11 may bypass the remainder of its runoff un -detained. k:\dal_hydro\064538800 - southlake town square\docs\20191220 memo.docx Kimley>»Horn EXHIBIT A — STS Master Plan December 20, 2019 — - --___ SM #1 - REFERENCE ELEVATION - 647.73 N z -- CITY OF SOUTHLAKE GEODETIC MONUMENT #3 -- ALLUMINUM MONUMENT IN CONCRETE ON THE a ---- EAST SIDE OF N. CARROLL AVENUE IN O SM #2 - ELEVATION - 622.72 -' -- CUT 'X' ON TOP OF CURB INLET ALONG SOUTH z ---'- --._.- CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, -I-' STATE HIGHWAY 114 1100' t WEST Of THE CENTER UNE OF VILLAGE _---- _ z CENTER DRIVE ��_ _ W - .—._----__-- _ 0 20 40 60 BO - CAUTION !! CONTRACTOR IS TO CONTACT TEXAS ONE -CALL SYSTEM(1-800-245-4545) aR OTHER unun LOCATINGVICES Yk PARTNERS PRIOR TO ��Ny CONSTRUCTION A TIM71ES BURY NOT RESPONSIBLE FOR KNOWING ALL EXISTING UTILITIES IN THE PROJECT AREA NOR FOR DEPICTING THE EXACT LOCATIONS OF UTILITIES ON 01 STATE MGHWAY t14 -'� ' '"-- �-'`•-'-'---'- - `'_ FRONTAGE ROAD \ •, ; } -, __. - ,,,..-. 1 .—.-...— -- _. .. ..—._�__._------- - - -- ( ..... ... '- 1 \ ` - Q " , yi Lj F,/: / . �--_ ;=�' �- • _.. REMAINDER' %i -�, �;. •. ..\ . ,...... :' \.I'., :. \ � CALLED' 41,850 ACRE3 .. '' ` V'^ \ I \ / PK9 ENTERPRISES Ltd:- \t \ \ ';`'\ CD V/ jd(JL. 14661. PG. 525 DRTCTa' uj .j4 - I n HOME DEPOT •-.F--'7-i,=r`+ ;,;---DWISIGN�FR�- .� r-- '�. � , - -_ .. --- LLJ Lj Li : r: \ I e ! � I r//,r; /,:� \ �r /' �•u -- � -�---�=='-, --- -- - --c-; �'c--' - �\ \ !�_ a'� _ala .5 ` `\ ��` N1, r I � LL. 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A �a w If --i► .. t.�"IViSI ILII a � + ° • � - �, �I it r��cr �l terra ica�� � �L,►t +� . �\ P�©�.•�caNEW 100 co h PA RKING G,IKRAGE WEST �.� ♦ �� �2 BM #1 — REFERENCE ELEVATION - 647.73 CIN OF SOUTHLAKE GEODETIC MONUMENT #3 ALLUMINUM MONUMENT IN CONCRETE ON THE EAST SIDE OF N. CARROLL AVENUE IN FRONT OF CIN OF SOUTHLAKE FIRE STATION BM #2 — ELEVATION - 622.72 CUT 'X' ON TOP OF CURB INLET ALONG SOUTH CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, 1100' # WEST OF THE CENTER LINE OF VILLAGE CENTER DRIVE 173306-04\30604GRD.d— modifed by mmartinez at Mar 03. .2005 - M14. C !1 FFE W FIFE640.50 $Iui r' r "\ �� \ ` \fir`" /' �\ �-'3 f •> - ` � ,ar ' — _ _ �'— �— r vy I O m a ------------- \- i\ ito 40 po d :''"• \ \ j � � < aiQf � � -Y p� SHEET C3.3 .c. J ! Jl - PARKNG GARAGE EAS" f/ I I i ya- I 6 + n. f 1� N I I il4l ",V/,\ F / CAUTION 1! '' CONTRACTOR IS TO CONTACT TEXAS ONE -CALL SYSTEM (1-800-249-4593) OR OTHER UTILITY LOCATING SERVICES AT LEAST 48 HOURS PRIOR TO CONSTRUCTION ACTIVITIES. BURY & PARTNERS IS NOT RESPONSIBLE FOR KNOWING ALL EXISTING UTILITIES IN THE PROJECT AREA NOR FOR DEPICTING THE EXACT LOCATIONS OF UTILITIES ON THESE DRAWINGS. w 0 20 40 60 80 1`-40' GENERAL GRADING NOTES 1. GENERAL CONSTRUCTION NOTES: REFER TO SHEET C1.1 "GENERAL CONSTRUCTION NOTES, LEGEND AND ABBREVIATIONS" FOR THE GENERAL CONSTRUCTIO® NOTES FOR THE PROJECT. 2. GEOTECHNICAL ENGINEERING REPORTS: GEOTECHNICAL ENGINEERING REPORTS HAVE BEEN PREPARED BY CTL THOMPSON, TEXAS FOR BUILDINGS GA -1, GA -2, GA -3, GA -4, GA -5, GA -6, GA -7, GA -8, GA -9, GA -10, GA -11 (JOB 140. DA 6646) AND THE TWO PARKING GARAGE STRUCTURES (JOB NO. DA 6645), AND BY HBC TERRACON FOR GA -12 (REPORT N0. 94035335) AND FOR GA -13 (REPORT NO. 94035369). ALL EARTHWORK OPERATIONS RELATING TO THE BUILDING SITES SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GEOTECHNICAL STUDIES. 3. TESTING. ALL EARTHWORK OPERATIONS SHALL BE OBSERVED AND TESTED ON A CONTINUING BASIS BY THE GEOTECHNICAL ENGINEER FOR CONFORMANCE WITH THE REOUREMENTS SET FORTH IN THE GEOTECHNICAL STUDY PREPARED BY ALPHA TESTING, REPORT NO. 02029, DATED JUNE 19, 2002 WHICH IS MADE A PART OF THESE CONSTRUCTION DOCUMENTS, 4. UNDISTURBED AREAS: PRIOR TO GRADING, BRUSH REMOVAL. OR SITE CONSTRUCTION, THE CONTRACTOR SHALL MEET WITH THE DEVELOPER AND/OR ENGINEER AT THE SITE TO ASCERTAIN THE AREAS OF THE PROJECT SITE THAT ARE TO BE PROTECTED AND PRESERVED REFER TO THE "GENERAL TREE PROTECTION NOTES" FOR ALL CONSTRUCTION IN THE VICINITY OF EXISTING TREES. 5. STRIPPING AND DEBRIS REMOVAL' THE BUILDING PAD SITES, AREAS TO BE PAVED, AND ALL AREAS THAT ARE TO RECEIVE FILL MATERIAL SHALL BE STRIPPED OF VEGETATION, TREES, ROOTS, STUMPS. DEBRIS, AND OTHER ORGANIC MATERIAL. THE DEPTH OF STRIPPING IS ESTIMATED TO BE ON THE ORDER OF SIX (6) INCHES IN ORDER TO REMOVE THE SURFACE SOIL CONTAINING ORGANIC MATERIAL THE ACTUAL STRIPPING DEPTH SHALL BE BASED ON FIELDOBSERVATIONS. STRIPPED TOPSOIL SHALL STOCKPILED IN A LOCATION ON -51 APPROVED BY THE DEVELOPER. EVELOP R. TREES. INCLUDING STUMPS AN BE S70 LED C 1E E E ALL EE , LUD D ROOT SYSTEMS, VEGETATION, DEBRIS AND OTHER OBJECTIONABLE MATERIAL SHALL BE REMOVED AND DISPOSED OFF-SITE. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE LAWS GOVERNING SPILLAGE OF DEBRIS WHILE TRANSPORTING TO A DISPOSAL SITE. ALL COSTS ASSOCIATED WITH DISPOSL OF MATERIAL SHALL BE INCLUDED IN THE CONTRACT AMOUNT. 6. BURNING: BURNING SHALL NOT BE PERMITTED ON THE PROJECT SITE UNLESS APPROVED IN WRITING BY THE GOVERNING AUTHORITIES AND THE DEVELOPER, 7. PROOF ROLLING: UPON COMPLETION OF STRIPPING OPERATIONS, AND PRIOR TO PLACEMENT OF ANY FILL MATERIALS, THE STRIPPED AREAS SHOULD BE OBSERVED TO DETERMINE IF ADDITIONAL EXCAVATION IS REQUIRED TO REMOVE WEAK OR OTHERWISE OBJECTIONABLE MATERIALS THAT WOULD ADVERSELY AFFECT THE FILL PLACEMENT. THE SUBGRADE SHOULD BE FIRM AND ABLE TO SUPPORT CONSTRUCTION EQUIPMENT WITHOUT DISPLACEMENT. SOFT OR YIELDING SUBGRADE SHOULD BE CORRECTED AND MADE STABLE BEFORE CONSTRUCTION PROCEEDS. PROOF ROLLING SHOULD BE PERFORMED USING A HEAVY PNEUMATIC TIRE ROLLER, LOADED DUMP TRUCK, OR SIMILAR PIECE OF EQUIPMENT WEIGHING 25 TONS. THE PROOF ROWING OPERATIONS SHOULD BE OBSERVED BY THE GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE. B. PROPOSED GRADES: THE PROPOSED CONTOURS INDICATED ON THE GRADING PLAN ARE FINISHED GRADES AND ARE SHOWN AT ONE -FOOT INTERVALS. SPOT ELEVATIONS SHOWN IN PAVED AREAS ARE TOP OF PAVEMENT. UNLESS NOTED OTHERWISE. B. BUILDING ENTRANCE GRADES: REFER TO THE BUILDING PLANS FOR DETAILED SPOT GRADING AT THE BUILDING ENTRANCE AREAS. THE CONTRACTOR SHALL COMPLY WITH ALL ADA AND TEXAS ACCESSIBILITY STANDARDS FOR REQUIREMENTS REGARDING MAXIMUM SLOPES FOR HANDICAP PARKING AREAS, SIDEWALKS, ACCESS RAMPS AND ACCESSIBLE ROUTES. 10. LANDSCAPE AREAS: ALL LANDSCAPE AREAS AND OTHER DISTURBED AREAS WITHIN THE LIMITS OF THE PROPERTY NOT DESIGNATED TO BE PAVED SHALL RECEIVE SIX (6) INCHES OF TOPSOIL. REFER TO THE EROSION AND SEDIMENT CONTROL PLANS AND/OR LANDSCAPE PLANS FOR LIMITS OF TOPSOIL PLACEMENT. LEGEND PROP. CONTOUR LINE ""'•--..�``. \ '\ ,,' /,% ---'-660--"- EXISTING CONTOUR UNE V \. /'��/. /,.+f �•���, �``\\ '�.�.�� \ \ o �G� PROP. TOP OF CURB ELEVATION Xv PROP. TOP OF PAVEMENT ELEVATION T z TC 641. i EXIST, SPOT ELEVATION 306-04\30604GRO.dwq modified 6y mmortinez of Mar 03, BM #1 — REFERENCE ELEVATION = 647.73 CITY OF SOUTHLAKE GEODETIC MONUMENT #3 ALLUMINUM MONUMENT IN CONCRETE ON THE EAST SIDE OF N. CARROLL AVENUE IN FRONT OF CITY OF SOUTHLAKE FIRE STATION BM X12 — ELEVATION - 622.72 CUT 'X' ON TOP OF CURB INLET ALONG SOUTH CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, 1100' t WEST OF THE CENTER LINE OF VILLAGE CENTER DRIVE '^ W Q X U~ W J I-- j W O CO J L. LLO D r � U 0 3 N � lin a: O M I O M 3 prn p p p UI O (n d S v IZZ a. SHEET C3.4 O W X92' .. u 0-T pq W F A' DRAINAGE CALCULATIONS 2IWO U ATIONS � � h ���y"s [ I I I I z z J ~ aW V W CO a Z . a.. N W Q Z La X U~ W 3 J i 0 J W N J o a = D _� N V g d U � QaK b � 0 � o I 8 Mj 0O ~ = m `ggl Nj h Z 2 m � SHEET C4.2 :: \3306-04\306040A-CALC.dwq modified by mm -U- at Mar 03. 2005 - 12:04pm AREA AREA "C" Tc I1oo 010o REMARKS NO. (ACRES) (ult) (min.) (CFS) OF 8.00 0.80 10.0 11.55 55.44 TO EX. STUBS IN HOME DEPOT SITE A-1 18.66 0.80 16.2 9.20 137.34 DETAINED AT POND # 1 A-2 6,03 0.80 16.2 9.20 44.38 DETAINED A7 POND # 1 B -A 22.11 0.90 13.2 10.18 202.57 DETAINED AT POND # 2 B-0 0.04 0.90 10.0 11.55 0.42 TO PROP. CURB INLET B-1 0.52 0.90 10.0 11.55 5.41 TO ROOF DRAINS B -1A 0.17 0.90 10.0 11.55 1.77 TO ROOF DRAINS B -1B 0.31 0.90 10.0 11.55 3.22 TO ROOF DRAINS B -1D 0.24 0.90 10.0 11.55 2.49 TO ROOF DRAINS B -3A 6.19 0.90 10.0 11.55 1.98 TO ROOF DRAINS B -3B 0.19 0.90 10,0. 11.55 1.98 TO ROOF DRAINS B-5 D.42 0.90 10.0 11.55 4.37 TO ROOF DRAINS B -5A 0.35 0.96 10.0 11.55 3.95 TO PROP. CURB INLET B-6 0.76 0.90 10.0 11.55 7.90 TO PROP. CURB INLET B -8A 0.22 0.90 10.0 11.55 2.29 TO ROOF DRAINS B -8B 0.22 0.90 10.0 11.55 2.29 TO ROOF DRAINS B-10 0.60 0.90 10.0 11.55 6.24 TO PROP. CURB INLET B-11 1.08 0.90 10.0 11.55 11,23 TO PROP. CURB INLET B -12A 0.81 0.90 10.0 11.55 8.42- TO PROP. CURB INLET B-128 0.43 0.90 10.0 11.55 4.47 TO PROP, CURB INLET B-13 1.36 0.90 10.0 19.55 14.14 TO PROP, CURB INLET B-14 1.65 0.90 10.0 11.55 17.15 TO PROP. CURB INLET B-15 1.72 0.90 10.0 AREA AREA "C" Tc I1oo 010o REMARKS N0. (ACRES) (ult) {min.) (CFS) 81-1 0.12 090 10.0 11.55 1.25 TO ROOF DRAINS B1-2 0.58 0.90 10.0 11.55 6.03 TO ROOF DRAINS B1-3 0.13 0.90 10.0 11.55 1.35 TO ROOF DRAINS 61-4A 0.19 0.90 10.0 11.55 1.98 TO PROP. CURB INLET 81-4B 0.29 0.90 10.0 11.55 3,01 TO PROP. CURB INLET 81-5 0.15 0.90 10.0 11.55 1.56 TO.ROOFDRAINS B1-6 0.22 0.90 10.0 11.55 2.29 TO ROOF DRAINS B1-7 0.17 0.90 10.0 11.55 1.77 TO ROOF DRAINS B1-8 0.13 0.90 10.0 11.55 1.35 TO ROOF DRAINS 81-9 0.17 0.90 10.0 11.55 1.77 TO ROOF DRAINS B1-10 1.09 0.90 10.0 11.55 11.33 TO PROP. CURB INLET AREA (ACRES) "C" (ult) Tc {min.) I1oo 010o (CFS) REMARKS B3-1 1.37 0.90 10.0 11.55 14.24 TO PROP. "Y" INLET 63-2 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET 63-3 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET B4-1 0.90 0.90 10.0 ` 11.55 9.36 TO PROP. CURB INLET C -A 25.7D 0.90 11.5 10.85 250.96 DETAINED AT POND # 3 C -B iD.73 0.90 12.8 10.33 99.76 DRAINS DIRECTLY TO CULVERT UNDER 114 B -1C 0.25 D.90 10.0 11.55 2.60 TO ROOF DRAINS 0.90 10.0 11.55 6.63 61-11 0.32 0.90 10.0 11.55 3.33 TO PROP. CURB INLET B1-12 0.33 0.90 10.0 11,55 3.43 TO PROP. CURB INLET 61-10 1.09 0.90 10.0 11.55 11.33 TO PROP. CURB INLET B1-11 0.32 0.90 10.0 11.55 3.33 TO PROP. CURB INLET 81-12 0.33 0.90 10.D 11.55 3.43 TO PROP. CURB INLET 61-13 0.23 0.90 1 D.0 11.55 2.39 TO ROOF DRAINS B1-14 0.20 0.90 10.0 11.55 2.08 TO ROOF DRAINS B1-15 0.16 0.90 1D.0 11.55 1.66 TO ROOF DRAINS B1-16 0.11 0.90 10.0 11,55 1.14 TO ROOF DRAINS 81-17 0.91 0.90 1D.0 11.55 9.46 TO PROP. CURB INLET B1-18 3.90 0.80 10.0 11.55 36.04 TO 3-21" STUBS 81-19 0.33 0.90 1D.0 11.55 3.43 TO PROP. CURB INLET B1-20 0.31 0.9D 10.D 11.55 3.22 TO PROP. CURB INLET B1-21 0.68 0.90 1 D.0 11.55 7.07 TO ROOF DRAINS 61-22 0.44 0.90 10.0 11.55 4.57 TO PROP. CURB INLET B1-23 0.89 0.90 10.0 11.55 9.25 TO ROOF DRAINS B1-24 0.54 0.90 10.0 11.55 5.61 TO PROP. CURB INLET B1-25 0.42 0.90 10.0 11.55 4,37 TO PROP. CURB INLET B1-26 0.51 0.90 1D.0 11.55 5.30 11.55 17.88 TO PROP. CURB INLET AREA N0. B -B 22.10 0.80 16.2 9.20 162.66 DRAINS DIRECTLY TO CULVERT UNDER 114 B -1E 0.16 0.90 10.0 11.55 1.66 TO ROOF DRAINS B-2 0.54 0.90 10.0 11.55 5.61 TO PROP. CURB INLET B-4 0.44 0.90 10.0 11.55 4.57 TO PROP. CURB INLET B-7 1,44 0.90 10.0 11.55 14.97 TO PROP. CURB INLET B-9 0.59 0.90 10.0 11.55 6.13 TO ROOF DRAINS AREA (ACRES) "C" (ult) Tc {min.) I1oo 010o (CFS) REMARKS B3-1 1.37 0.90 10.0 11.55 14.24 TO PROP. "Y" INLET 63-2 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET 63-3 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET B4-1 0.90 0.90 10.0 ` 11.55 9.36 TO PROP. CURB INLET C -A 25.7D 0.90 11.5 10.85 250.96 DETAINED AT POND # 3 C -B iD.73 0.90 12.8 10.33 99.76 DRAINS DIRECTLY TO CULVERT UNDER 114 C-1 0.83 0.90 10.0 11.55 6.63 61-11 0.32 0.90 10.0 11.55 3.33 TO PROP. CURB INLET B1-12 0.33 0.90 10.0 11,55 3.43 TO PROP. CURB INLET 61-10 1.09 0.90 10.0 11.55 11.33 TO PROP. CURB INLET B1-11 0.32 0.90 10.0 11.55 3.33 TO PROP. CURB INLET 81-12 0.33 0.90 10.D 11.55 3.43 TO PROP. CURB INLET 61-13 0.23 0.90 1 D.0 11.55 2.39 TO ROOF DRAINS B1-14 0.20 0.90 10.0 11.55 2.08 TO ROOF DRAINS B1-15 0.16 0.90 1D.0 11.55 1.66 TO ROOF DRAINS B1-16 0.11 0.90 10.0 11,55 1.14 TO ROOF DRAINS 81-17 0.91 0.90 1D.0 11.55 9.46 TO PROP. CURB INLET B1-18 3.90 0.80 10.0 11.55 36.04 TO 3-21" STUBS 81-19 0.33 0.90 1D.0 11.55 3.43 TO PROP. CURB INLET B1-20 0.31 0.9D 10.D 11.55 3.22 TO PROP. CURB INLET B1-21 0.68 0.90 1 D.0 11.55 7.07 TO ROOF DRAINS 61-22 0.44 0.90 10.0 11.55 4.57 TO PROP. CURB INLET B1-23 0.89 0.90 10.0 11.55 9.25 TO ROOF DRAINS B1-24 0.54 0.90 10.0 11.55 5.61 TO PROP. CURB INLET B1-25 0.42 0.90 10.0 11.55 4,37 TO PROP. CURB INLET B1-26 0.51 0.90 1D.0 11.55 5.30 TO PROP. CURB INLET 62-1 1.36 0.90 10.0 11.55 14.14 TO PROP. CURB. INLET 62-2 0.25 0.90 10.0 11.55 2.60 ROOF DRAIN 62-3 0.36 0.90 10.0 11.55 3.74 ROOF DRAIN 82-4 0.42 0.90 10.0 11.55 4.37 TO PROP. CURB INLET 62-5 0.31 0.90 10.0 11.55 3.22 ROOF DRAIN B2-6 0.54 0.90 10.0 11.55 5.61 TO PROP, CURB INLET B2-7 1.02 0.90 10.0 11.55 10.60 TO PROP, CURB INLET 32-8 0.42 0.90 10.0 11.55 4.37 TO PROP. CURB INLET AREA N0. B -B 22.10 0.80 16.2 9.20 162.66 DRAINS DIRECTLY TO CULVERT UNDER 114 B -1E 0.16 0.90 10.0 11.55 1.66 TO ROOF DRAINS B-2 0.54 0.90 10.0 11.55 5.61 TO PROP. CURB INLET B-4 0.44 0.90 10.0 11.55 4.57 TO PROP. CURB INLET B-7 1,44 0.90 10.0 11.55 14.97 TO PROP. CURB INLET B-9 0.59 0.90 10.0 11.55 6.13 TO ROOF DRAINS AREA (ACRES) "C" (ult) Tc {min.) I1oo 010o (CFS) REMARKS B3-1 1.37 0.90 10.0 11.55 14.24 TO PROP. "Y" INLET 63-2 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET 63-3 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET B4-1 0.90 0.90 10.0 ` 11.55 9.36 TO PROP. CURB INLET C -A 25.7D 0.90 11.5 10.85 250.96 DETAINED AT POND # 3 C -B iD.73 0.90 12.8 10.33 99.76 DRAINS DIRECTLY TO CULVERT UNDER 114 C-1 0.83 0.90 10.0 11.55 6.63 TO PROP. CURB INLET C-2 0.18 0.90 10.0 11.55 1.87 TO PROP. CURB INLET C-3 0.73 0.90 10.0 11.55 7.59 ROOF D�3:aINS C-4 0.39 0.90 10.0 11.55 4.05 TO PROP. CURB INLET C-5 1.16 0.90 10,0 11.55 12.06 TO PROP. CURB INLET C-6 0.20 0.90 10.0 11.55 2.08 TO PROP. CURB INLET C-7 0.22 0.90 10.0 11.55 2.29 TO PROP. CURB INLET C-8 0.43 0.90 10.0 11.55 4,47 TO PROP. CURB INLET C-9 0.97 0.90 10.0 11.55 10.08 ROOF DRAINS C-10 3.73 0.90 10.0 11.55 38.77 DETENTION POND C-11 0.28 0.90 10.0 11.55 2.91 TO PROP. CURB INLET C-12 1.96 0.90 10.0 11.55 20.37 TO FUTURE CURB INLETS C-13 9.10 0.90 10.0 11.55 94.59 SURFACE FLOW C-14 0.19 0.90 10.0 11.55 1.98 TO PROP. CURB INLET C-15 0.13 0.90 10.0 11.55 1.35 TO PROP. CURB INLET OS -1 36.43 "O" PER EX. PLANS OS -2 23.09 "O" PER EX. PLANS OS -3 12.23 "O" PER EX. PLANS OS -4 6.30 0.90 10.0 11.55 65.49 TO FUTURE CUR8INLETS INLET COMPUTATIONS INLET TYPE NAME DRAINAGE AREA NO. OVER FLOW q C.F.S. POLTOW D. C.F.S. Z i ZIN C So FTIFT SLOPES Yo FT. Sp FT. Q -L C.F.S. -fT- L FT. OVER FLOW q C.F.S. COMMENTS 1 2 a L S 6 7 8 9 18 11 12 14 18 19 Sump B29 B7-24 . 0 5.81 50 3725 N/A 4= 0.56 10 N!A 10' C.I. On Grade 630 81-26 6.30 0 5.30 50 3725 D.030 0.22 10.98 0:61 10 0 10' C.I. Sump B31 61-25 4.37 0 4.37 50 3125 WA 0.44 21.97 0.87 5 m 5'C.I. Sump 832 81-22 4.57 0 4 57 50 3125 NIA 0.28 14.26 0.48 10 WA 10' C.I. Sump B33 81-19 3.43 0 3.43 SD 3125 WA c 0.37 18.70 0.69 5 NIA des Sump B34 Bi -20 322 0 3.22 50 3125 WA 0.36 17.92 0.84 5 WA 51 C.I. Sump 635 81-17 9.46 0 8.46 50 3725 N/A 0.98 23.16 0.95 10 N/A 51 C.I. Sump B36 81-10 11.33 0 11.33 50 3125 N/A 0.40 19.93 0.76 15 NIA 15' C.I. Sump B37 61-12 3.33 0 $.33 60 3125 WA 0.37 78.33 0.87 5 N/A 5'C.I. Sump 838 61-11 3.43 0 3.43 50 3125 NIA 0.37 16.70 0.69 5 NIA 51 C.I. Sump 839 Bt -08 3.01 0 3.01 50 3125 N/A 0.34 17.14 0.60 WA 5'C.I. Sump 840 B7 -4A 1.98 0 1.98 50 3125 NIA 0.28 12.98 0.40 5 NIA 5'C,I. Sump B41 (B2-1 )/2 7.07 0 707 5D 3125 WA 0.38 19.06 0.77 10 WA 10'C.1. Sump 842 (B2.1)12 7.07 0 7.07 50 3725 NIA 0,38 19.08 0.71 10 NIA 10'C.I. Sump B43 82-4 4.37 0 4.37 50 3125 N/A 0.44 21.97 0.87 5 NIA 5'C.I. Sump 644 B2d 4.37 __ 5 4.37 50 3125 NIA 0.44 21.97 0.87 5 N/A 5'C.I. On Glade B45 (82.6)l2 2.87 0 2.61 5D 3725 0.030 0.17 8.66 0.61 5 0 5' C.I. On Grade B46 (62.6y2 2.81 0 u SD 3125 0.030 0.17 8.86 0.67 5 0 5' C.I. Sump 847 (82-7)14 2.65 0 2.65 50 3125 WA 0.31 15.74 0.53 5 NIA 5 C.I. Sump B48 (B2 -7J/4 2.65 0 s oc ai W iF� 3725 N/A 0.31 15.74 0.53 5 WA 5- CA. Sump 849 (B2 -7u4 2.85 0 2.85 5D 3125 N/A 0.31 15.74 0.53 5 N/A 5'C.I. Sump B50 (B2.7p4 2.65 0 2.65 e, f y. SD .yb� 3125 WA 0.31 15.74 0.53 5 N/A 5'C.I. Sump C1 Ci 863 0 863 50 3125 NIA 04d 21.79 0.86 10 NIA 10' GI. Sump C2 C-2 1.87 0 1.57 50 3125 WA 0.25 12.48 0.37 5 WA 5'C.I. Sump C3 (OS -3)2 6.12 0 6.12 50 3725 WA 0,35 17.33 0.67 10 NIA 10' C.I. Sump C4 ■ �a4y1 6.12 0 6.12 50 3125 WA 0.35 77.33 0.61 10 NIA 10'C.I. Sump CS C-5 12.08 0 12.08 50 3125 NIA O.d2 20.78 0.80 15 WA 15! C.I. Sump C6 C-0 4.05 0 4.05 5D 3125 NIA 0.42 2D.89 0 1 5 WA 5'C.I. Sump C7 C-5 2.08 0 2.08 50 3125 WA 0.27 13.39 0.42 5 N/A 5' C.I. Sump CB G7 2.29 µ w�/ 2.29 50 3125 WA 0.29 14.28 0.46 5 NIA 5'C.I. Sump C9 C -e 4.47 0.28 13.86 0.44 5 NIA 5 C.I. Sump 828 (82-8)72 2.19 0 219 50 3125 NIA 0,28 13.86 0.44 5 N/A 5' C.I. 10.58 0.29 10 WA 10, C.I. Sump C11 C-15 1.35 0 1.35 50 3125 N/A 0.20 10.04 0.27 5 WA 5. C. Sump C12 C-14 1.98 0 1.98 50 3725 NIA 0.26 12.96 0.40 5 NIA 51 C.. UP INLET COMPUTATIONS INLET CARRY- TOTAL STRAIGHT CROWN SLOPES CARRY DRAINAGE qp OVER FLOW q -L L OVER i AREA NO. C.F.S. FLOW 0p Z Z!N So Yo Sp C.F.S. FT FLOW COMMENTS TYPE NAME q C.F.S. FTIFT FT. FT. -FT.- q C.F.3. C.F.S. 1 2 3 4 6 6 7 8 9 10 11 12 14 18 19 ttr Sump BO v BO 0.42 0 0.42 50 3125 N/A 0.09 4.61 0.08 5 N1A 5' C.L O On Gratle 81 (B-2)!2 2.81 0 2.81 50 3125 D.007 0.23 11.37 0.66 5 0 5' C.I. On Grade 82 (B-2)!2 2.81 0 2.81 50 3125 0.007 0.23 11.37 0.68 6 0 6' C.I. a Sump B3 &4 4.57 0 4.57 50 3125 N/A 0.45 22.64 0.91 5 N1A 5' C.I. Sump On Grade B4 B5 8-5 (B-6)12 4.37 3.95 0 0 4.37 3.95 50 50 3125 3125 NIA 0.010 0.44 0.24 21.97 12.09 0.87 0.69 5 5 N/A 0 5' C.I. 5' C.I. W On Gratle 06 (BE)/2 3.95 0 3.95 50 3125 0.010 0.24 12.09 0.69 5 0 5' C.I. MW Sump B7 (B-7)!2 7.49 0 7.49 60 3125 N/A 0.40 19.82 0.75 10 NfA 10' C.I. O Sump- BB (6-7u2 Z49 0 7.49 50 3125 N!A 0.40 19.82 0.75 10 NIA 10'C.I. ilk On Gratle B9 (0-10)!2 3.12 0 3.12 50 3125 0.010 0.22 11.06 0.61 5 0 5' C.I. On Grade 810 (B-10)/2 3.12 0 3.12 50 3125 0.010 0.22 11.06 0.61 5 0 5' C.I. =�V W Sump 611 (B-11)!4 2.81 0 2.81 50 3125 NIA 0.33 16.37 0.56 5 N/A 5' C.I. J Sump B12 (0-11)/4 2.81 0 2.81 50 3125 N/A U.33 16.37 0.56 5 NIA 5'C.I. Z Sump 813 (8-11)14 2.81 0 2.81 60 3125 N/A 0.33 16.37 0.56 5 NIA 5' C.I. Sump 814 (8-11)14 2.81 0 281 50 3125 N1A 0.33 16.37 0.56 5 N/A 5' C.I. Sump B11a B -12a 8.42 0 6.42 50 3125 N/A 0.43 2143 0.84 10 NIA 10'C.I. Sump 815 &128 4.47 0 4.47 50 3725 N!A 0.45 22.31 0.89 5 N/A 5' C.I. Sump 816 (B-13)/4 3.54 0 3.54 50 3125 N!A 0,38 19.09 0.71 5 NfA 5' G.I. Sump B17 (8-13)/4 3.54 0 3.54 50 3125 N!A 0.38 19.09 0.71 5 NIA 5' C.I. Sump 818 (8-13)/4 3.54 0 3.54 50 3125 N!A 0.38 19.09 0.71 5 NIA 5' C.I. Sump B19 0,71 NIA 5' C.I. (B -13y4 3.54 0 3.54 50 3125 NIA 0.38 19.09 5 Y. Sump 820 (8-14)12 8.58 0 B.SB 50 3125 NfA 0.43 21.70 0.86 10 NIA 10' C.I.. W Q Sump 821 (B-14)12 8,58 0 8.58 50 3125 N!A 0.43 21]0 0.86 10 N!A 10'C.I. X sump 822 (8-15)2 8.94 0 8,94 50 3125 NIA 0.45 22.31 0.89 10 NIA 10' C.I. Sump 823 (B-15)2 8.94 0 8.94 50 3125 N!A 0.45 22.31 0.89 10 N!A 10' C.I. U~ Sump 624 841 9.36 0 9.36 50 3125 N/A 046 23.00 0.94 10 NIA 10'C.I. Sump 825 83-1 14.24 0 14.24 50 3125 NIA O.ab 2224 0.89 16 NIA 4'x4"Y' INLET W Sump 626 63-2 1.87 0 1,87 50 3125 NIA 0.25 12.48 0.37 5 N/A 5' C.I. Sump B26e 83-3 1.67 0 1.87 50 3125 N1A 0.25 12.48 0,37 5 N/A 5' C.I. 3TCT Sump 627 (82-8y2 2.19 0 2.19 50 3125 NIA O i 1W/ ♦0 V' NOTE: 1) ALL INLETS ARE DESIGNED FOR 0100 i 2) THE DEPTH OF WATER FOR INLETS AT SUMP IS CALCULATED WITH THE FOLLOWING FORMULA'. J 0 (Q/L)=3.Ox(Y^(312)) LL D r c U "s N a y 0 o w a 0 i 0 0 � V o m M Q 79 Z U i o K C1 v I a SHEET C4.3 F:\33OI5-04\30604IN1-ET-CALC.dwq modified by m -U- of Mor 03, 2005 - 11:49om INLET COMPUTATIONS INLET TYPE NAME DRAINAGE AREA NO. OVER FLOW q C.F.S. POLTOW D. C.F.S. Z i ZIN C So FTIFT SLOPES Yo FT. Sp FT. Q -L C.F.S. -fT- L FT. OVER FLOW q C.F.S. COMMENTS 1 2 3 L S 6 7 8 9 18 11 12 14 18 19 Sump B29 B7-24 . 0 5.81 50 3725 N/A 0.33 16.35 0.56 10 N!A 10' C.I. On Grade 630 81-26 6.30 0 5.30 50 3725 D.030 0.22 10.98 0:61 10 0 10' C.I. Sump B31 61-25 4.37 0 4.37 50 3125 WA 0.44 21.97 0.87 5 NIA 5'C.I. Sump 832 81-22 4.57 0 4 57 50 3125 NIA 0.28 14.26 0.48 10 WA 10' C.I. Sump B33 81-19 3.43 0 3.43 SD 3125 WA c 0.37 18.70 0.69 5 NIA 5'C.I. Sump B34 Bi -20 322 0 3.22 50 3125 WA 0.36 17.92 0.84 5 WA 51 C.I. Sump 635 81-17 9.46 0 8.46 50 3725 N/A 0.98 23.16 0.95 10 N/A 51 C.I. Sump B36 81-10 11.33 0 11.33 50 3125 N/A 0.40 19.93 0.76 15 NIA 15' C.I. Sump B37 61-12 3.33 0 $.33 60 3125 WA 0.37 78.33 0.87 5 N/A 5'C.I. Sump 838 61-11 3.43 0 3.43 50 3125 NIA 0.37 16.70 0.69 5 NIA 51 C.I. Sump 839 Bt -08 3.01 0 3.01 50 3125 N/A 0.34 17.14 0.60 WA 5'C.I. Sump 840 B7 -4A 1.98 0 1.98 50 3125 NIA 0.28 12.98 0.40 5 NIA 5'C,I. Sump B41 (B2-1 )/2 7.07 0 707 5D 3125 WA 0.38 19.06 0.77 10 WA 10'C.1. Sump 842 (B2.1)12 7.07 0 7.07 50 3725 NIA 0,38 19.08 0.71 10 NIA 10'C.I. Sump B43 82-4 4.37 0 4.37 50 3125 N/A 0.44 21.97 0.87 5 NIA 5'C.I. Sump 644 B2d 4.37 0 4.37 50 3125 NIA 0.44 21.97 0.87 5 N/A 5'C.I. On Glade B45 (82.6)l2 2.87 0 2.61 5D 3725 0.030 0.17 8.66 0.61 5 0 5' C.I. On Grade B46 (62.6y2 2.81 0 2.81 SD 3125 0.030 0.17 8.86 0.67 5 0 5' C.I. Sump 847 (82-7)14 2.65 0 2.65 50 3125 WA 0.31 15.74 0.53 5 NIA 5 C.I. Sump B48 (B2 -7J/4 2.65 0 2.65 50 3725 N/A 0.31 15.74 0.53 5 WA 5- CA. Sump 849 (B2 -7u4 2.85 0 2.85 5D 3125 N/A 0.31 15.74 0.53 5 N/A 5'C.I. Sump B50 (B2.7p4 2.65 0 2.65 e, f y. SD .yb� 3125 WA 0.31 15.74 0.53 5 N/A 5'C.I. Sump C1 Ci 863 0 863 50 3125 NIA 04d 21.79 0.86 10 NIA 10' GI. Sump C2 C-2 1.87 0 1.57 50 3125 WA 0.25 12.48 0.37 5 WA 5'C.I. Sump C3 (OS -3)2 6.12 0 6.12 50 3725 WA 0,35 17.33 0.67 10 NIA 10' C.I. Sump C4 (03-3)2 6.12 0 6.12 50 3125 WA 0.35 77.33 0.61 10 NIA 10'C.I. Sump CS C-5 12.08 0 12.08 50 3125 NIA O.d2 20.78 0.80 15 WA 15! C.I. Sump C6 C-0 4.05 0 4.05 5D 3125 NIA 0.42 2D.89 0 1 5 WA 5'C.I. Sump C7 C-5 2.08 0 2.08 50 3125 WA 0.27 13.39 0.42 5 N/A 5' C.I. Sump CB G7 2.29 0 2.29 50 3125 WA 0.29 14.28 0.46 5 NIA 5'C.I. Sump C9 C -e 4.47 0.28 13.86 0.44 5 NIA 5 C.I. Sump 828 (82-8)72 2.19 0 219 50 3125 NIA 0,28 13.86 0.44 5 N/A 5' C.I. INLET COMPUTATIONS INLET TYPE NAME DRAINAGE AREA NO. OVER FLOW q C.F.S. POLTOW D. C.F.S. Z i ZIN C So FTIFT SLOPES Yo FT. Sp FT. Q -L C.F.S. -fT- L FT. OVER FLOW q C.F.S. COMMENTS 1 2 3 L S 6 7 8 9 18 11 12 14 18 19 Sump B29 B7-24 . 0 5.81 50 3725 N/A 0.33 16.35 0.56 10 N!A 10' C.I. On Grade 630 81-26 6.30 0 5.30 50 3725 D.030 0.22 10.98 0:61 10 0 10' C.I. Sump B31 61-25 4.37 0 4.37 50 3125 WA 0.44 21.97 0.87 5 NIA 5'C.I. Sump 832 81-22 4.57 0 4 57 50 3125 NIA 0.28 14.26 0.48 10 WA 10' C.I. Sump B33 81-19 3.43 0 3.43 SD 3125 WA c 0.37 18.70 0.69 5 NIA 5'C.I. Sump B34 Bi -20 322 0 3.22 50 3125 WA 0.36 17.92 0.84 5 WA 51 C.I. Sump 635 81-17 9.46 0 8.46 50 3725 N/A 0.98 23.16 0.95 10 N/A 51 C.I. Sump B36 81-10 11.33 0 11.33 50 3125 N/A 0.40 19.93 0.76 15 NIA 15' C.I. Sump B37 61-12 3.33 0 $.33 60 3125 WA 0.37 78.33 0.87 5 N/A 5'C.I. Sump 838 61-11 3.43 0 3.43 50 3125 NIA 0.37 16.70 0.69 5 NIA 51 C.I. Sump 839 Bt -08 3.01 0 3.01 50 3125 N/A 0.34 17.14 0.60 WA 5'C.I. Sump 840 B7 -4A 1.98 0 1.98 50 3125 NIA 0.28 12.98 0.40 5 NIA 5'C,I. Sump B41 (B2-1 )/2 7.07 0 707 5D 3125 WA 0.38 19.06 0.77 10 WA 10'C.1. Sump 842 (B2.1)12 7.07 0 7.07 50 3725 NIA 0,38 19.08 0.71 10 NIA 10'C.I. Sump B43 82-4 4.37 0 4.37 50 3125 N/A 0.44 21.97 0.87 5 NIA 5'C.I. Sump 644 B2d 4.37 0 4.37 50 3125 NIA 0.44 21.97 0.87 5 N/A 5'C.I. On Glade B45 (82.6)l2 2.87 0 2.61 5D 3725 0.030 0.17 8.66 0.61 5 0 5' C.I. On Grade B46 (62.6y2 2.81 0 2.81 SD 3125 0.030 0.17 8.86 0.67 5 0 5' C.I. Sump 847 (82-7)14 2.65 0 2.65 50 3125 WA 0.31 15.74 0.53 5 NIA 5 C.I. Sump B48 (B2 -7J/4 2.65 0 2.65 50 3725 N/A 0.31 15.74 0.53 5 WA 5- CA. Sump 849 (B2 -7u4 2.85 0 2.85 5D 3125 N/A 0.31 15.74 0.53 5 N/A 5'C.I. Sump B50 (B2.7p4 2.65 0 2.65 e, f y. SD .yb� 3125 WA 0.31 15.74 0.53 5 N/A 5'C.I. Sump C1 Ci 863 0 863 50 3125 NIA 04d 21.79 0.86 10 NIA 10' GI. Sump C2 C-2 1.87 0 1.57 50 3125 WA 0.25 12.48 0.37 5 WA 5'C.I. Sump C3 (OS -3)2 6.12 0 6.12 50 3725 WA 0,35 17.33 0.67 10 NIA 10' C.I. Sump C4 (03-3)2 6.12 0 6.12 50 3125 WA 0.35 77.33 0.61 10 NIA 10'C.I. Sump CS C-5 12.08 0 12.08 50 3125 NIA O.d2 20.78 0.80 15 WA 15! C.I. Sump C6 C-0 4.05 0 4.05 5D 3125 NIA 0.42 2D.89 0 1 5 WA 5'C.I. Sump C7 C-5 2.08 0 2.08 50 3125 WA 0.27 13.39 0.42 5 N/A 5' C.I. Sump CB G7 2.29 0 2.29 50 3125 WA 0.29 14.28 0.46 5 NIA 5'C.I. Sump C9 C -e 4.47 0 4.47 5D 3125 WA 0.45 22.31 0.89 5 NIA 5'C.I. Sump C70 G-11 2.91 0 2.91 5D 3125 N/A 0.21 10.58 0.29 10 WA 10, C.I. Sump C11 C-15 1.35 0 1.35 50 3125 N/A 0.20 10.04 0.27 5 WA 5. C. Sump C12 C-14 1.98 0 1.98 50 3725 NIA 0.26 12.96 0.40 5 NIA 51 C.. AREA AREA AREA „C„ Tc 15 inlhr Q5 Izs Qts 11Do of NO. (Acres) (c.fs,) A 24.69 DETENTION POND CALCULATIONS 5.08 85.30 6.86 115.25 8.5$ 144.11 44.21 0,45 18.3 5.11 101.67 6.90 137.35 9.20 183.03 DETENTION POND -1 DETENTION POND -2 DETENTION POND -3 PREDEVELOPMENT DRAINAGE CALCULATIONS PREDEVELOPMENT DRAINAGE CALCULATIONS PREDEVELOPMENT DRAINAGE CALCULATIONS e o AREA AREA „C„ Tc 15 (In/hr) Qs Its Q25 Itoo Qtoo W r �w NO. {Acres) (min) {aTs.) {Inlhr) (Cls.) (!in/hr) AREA AREA Te I5 (infhr 45 126 Q x5 I too 1 4 too 2 NO. (Aeras) (min) (e.f.s.) (in/hr) (c.fs.j (inlhr) (a1.s.) p m 1* u POST -DEVELOPMENT DRAINAGE CALCULATIONS POST -DEVELOPMENT DRAINAGE CALCULATIONS C 36.43 0.46 18,3 5.11 85.64 6.90 115.70 9.20 POST -DEVELOPMENT DRAINAGE CALCULATIONS 754.11 4 W q s AREA AREA � TC Q5 125 Q25 1100 15 (inlhr) Q100 AREA AREA Tc q5 125 425 1100 GI 100 "C" 15 (inlh r) A EA AREA c 5 125 Qzs 1ao C 11, lin/hq 4100 NO. Acres Irlin C.Ls. 1rUhr C.f.3. INhr 0.f.S. NO. Acres min c.f. s. inlhr c.fs. in/hr c.f.s. NO. Acres {min c.fs. (in/hr c.f.s. pnPor A 24.69 0.80 16.2 5.45 107.56 7.35 145.26 9.20 181.77 B 44,21 0.85 16.2 5.45 204.63 7.35 276.36 9.20 345.72 C 36.43 0.90 1.5 642 210.40 6.66 283.91 9.2 30.64 AREA A = (A-1) + (A-2) = 18.66 + 6.03 = 24.69 ACRES AREA B = (B -A) + (B -B) = 22.11 + 22.10 = 44.21 ACRES AREA C - (C -A) + (C -B) - 25.70 + 10.73 = 36.43 ACRES ` \\\ THE AREA 'A' IS THE AREA CONTRIBUTING TO THE POND -1 AREA (B -A) IS THE AREA CONTRIBUTING TO THE POND -2 = 22.11 ACRES AREA (C -A) IS THE AREA CONTRIBUTING TO THE POND -3 = 25.70 ACRES U9�zsu1<r� AREA (B -B) DRAINS TO CULVERT UNDER S.H. 114 = 22.10 ACRES AREA (C -B) DRAINS TO CULVERT UNDER S.H. 114 fr d• I ,�44,y,� II; fR.6s1 5 YEARS 5 YEARS 5 YEARS Acreage ram ng o Mention ion STORAGE VOLUME CALCULATIONS Detention 24:89. Inflow Outflow Inflow 0 '. 09 Q(5) 5.0 a(s) USA Tc o "p' Intensities �WC 6.8 Te 18.2 OatntlW i(5) 6.4 t Outflow Q( 9. Q(5) 75.0 Q(51 119.4 alma 5 Inn- ownaw 6to109e I Intensity 60456 2475 W 0(5) 40.0 Q(6) 106.66 Proposed 10 57981 5 8.7 I'll, 3225 91401 10 9.8 O X Proposed Int -I isB 15 it 7834 3975 113859 75 5.7 A Intensities Time Inflow Outflow Store's % Intenslty 2a 135217 4725 130492 2D 4.9 1L Time Inflow Oatfl- storage TC Intensity 6 52011 8190 43821 5 8.7 30 160511 8225 154286 30 3.8 5 51827 25440 28187 5 8.7 10 81408 1044D 70968 70 6.8 40 178823 '/725 171098 40 3.2 Z 70 80607 31440 49367 10 6,8 16 101374 12690 88884 78 5.7 58 6a 793194 9225 183989 50 2.8 205048 10]25 194323 60 2.5 O O 15 100625 37440 63185 75 5.7 20 118329 14840 107389 20 4.9 70 2151 se 12225 202830 io 2.2 20 115469 43440 72029 20 4.9 30 138089 19440 118649 30 3.9 80 223995 13725 21D2ro ea 20 f 50 137069 56440 81629 30 3.9 40 153844 23840 129904 40 3.2 SO 166207 20440 137787 50 2.8 90 231857 15225 216632 9D 1.9 40 152707 67440 85267 40 3.2 60 179405 32940 143465 100 238950 18725 222225 100 1.1 50 164979 79440 86638 50 2.6 60 2.5 70 165104 37440 147664 110 245420 18225 2x7185 110 1.6 WL 60 176102 91440 83662 60 2.5 70 2.2 80 192706 41940 130766 80 2.0 150- 200 288894 24225 242869 150 1.3 287488 31725 255774 200 1.0 70 183737 103440 60297 70 2.2 90 199469 46440 153029 90 1.9 300° 317945 48725 27122D 300 0.8 W J 80 191282 1[5440 75642 Bo 2.0 100 205571 50940 154631 100 1.7 400 340740 61725 279015 400 0.6 Q 90 787898 127440 70556 90 1.9 110 271138 55440 155688 110 t.fi 500 359208 76725 282493 SOo 0.5 100 204053 139440 84613 100 1.7 130 229612 73440 755172 150 1.3 600 374858 91725 283133 600 o.s 110 209578 151440 58138 110 1.6 200 247339 95940 151399 200 1.0 700 800 388512 108715 281787 Tan O4 400888 121725 278944 800 04 - 150 227916 199440 28476 150 1.3 300 273531 140940 132591 300 0.8 9DO 411658 13 25 274933 800 0.3 DO 245511 259440 -13929 200 1.0 400 293143 195940 107203 400 0.6 1000 421707 151725 289982 800 0.3 300 271511 379440 -107929 300 0.6 500 309031 290940 78091 500 0.5 1100 430982 166725 284257 so0 0.3 400 290977 488440 -208463 400 0.6 600 322495 275940 46565 600 0.5 1200 1300 438607 181725 257882 800 0.] 447676 198715 250951 e0D 0.2 REQUIRED VOLUME = 86,000 Cu. Ft. REQUIRED VOLUME 157,000 Cu. Ft. REQUIRED VOLUME = 284,000 Cu. Ft. PROVIDED VOLUME = AVERAGE AREA x AVERAGE DEPTH = 13,600 x 110,400 Cu. Ft. PROVIDED VOLUME = AVERAGE AREA x AVERAGE DEPTH = 25,190 x 9 = 226,710 Cu. Ft. PROVIDED VOLUME = 424,800 Cu. Ft. MM I.i.. W.S.E. (5 YR.) - 620 + 86.000 = 626.2 W.S.E. (5 YR.) = 615.24 + 157,000 = 621.44 PERMANENT WATER SURFACE ELEVATION = 625.40 W 13,800 25,190 r X W.S.E. (5 YR.) = 630.30' /Z V 2)CALCULATION OF TH OPENING AREA IN THEOUTLET STRUCTURE (WY' Ii c NLET) 2) CALCULATION OF THE OP NIN ARA IN TH 0 T 7R R OYYE INLET) W Z REDUCED FLOW - 40 cfs = 0.6 x NA 2gh REDUCED FLOW = 15 cfs = 0.6 x NA 2gh Q USING NA: NET AREA OF OPENING (S.F.) = Q1 x b, Nn= at x bt h = 5.7' O W O he N WYE INLET WYE INLET J LL 41 L5' c1 1.30' = O b1 2.37 b1 1.00' O U o W.S.E. = 626.2 y W.S.E. = 621.44 En vt 8 �' t L � b1 b1 � q at at � � $ m � M 620 AlS m O Z N mT g 2 C 9 8 u m ° ro m 2 N in SHEET C4.4 F: \3306-04\306040PON0-CALC.dwq modified by mmartinez at Mor 03. 2005 - 9:50cm AREA AREA AREA „C„ Tc 15 inlhr Q5 Izs Qts 11Do of NO. (Acres) (c.fs,) A 24.69 0.68 18.5 5.08 85.30 6.86 115.25 8.5$ 144.11 AREA AREA AREA „C„ Tc 15 inlhr Q5 Izs Qts 11Do of NO. (Acres) (min) (In/hr) (cls.) (in/hr) (c.fs.) B 44.21 0,45 18.3 5.11 101.67 6.90 137.35 9.20 183.03 AREA ,.C" Tc DETENTION POND CALCULATIONS pts I9W plao NO. (Acres) (min) �o (c.fs.j (in7hrj (c.ts.) B 4421 0.45 18.3 5.11 101.67 6.90 137.35 9.20 183.03 �s �U DETENTION POND -1 DETENTION POND -2 DETENTION POND -,3:= a PREDEVELOPMENT DRAINAGE CALCULATIONS PREDEVELOPMENT DRAINAGE CALCULATIONS PREDEVELOPMENT DRAINAGE CALCULATIONS -H AREA AREA Tc p s 126 025.) 1100 C I p Sao AREA s (inlhr) C.I. (in/hr) (c.fs(inlhr) NO. (Acres) (min) (c.fs.) AREA AREA Tt s I z5 Q 29 III (In/hr)l 1100PD411] NO.(Acres)(IT (.0.f.) (In7h(in/hr) A 24.69 0.68 1 B.5 5.08 85.30 6.86 115.25 8.58 144.11 611 6 9.20 0 .� w `.8 t A' POST -DEVELOPMENT DRAINAGE CALCULATIONS POST -DEVELOPMENT DRAINAGE CALCULATIONS POST -DEVELOPMENT DRAINAGE CALCULATIONS AREA AREA TO p s I zs p zs 1 100 C" I s (In/hr) Ci too AREA AREA Tc q 6 128 p 26 1100 C I s (inlhr) 01 AREA AREA "C" Ta p 6 126 p 26' 1 100 Q-1 0-0 NO. cres min c.fs. 1Nhr c.fs, in/hr c.fs. NO. Acres min afs. iNhr c.fs. inlhr af.s. NO. Acres III (Inlhr) min a f.s. tin/hr c.f.s. riti c.f s. A 24.69 0.80 16.2 5.45 107.56 7.35 145.26 9.20 181.77 B 44.21 0.85 16.2 5.45 204.63 7.35 276.36 9.20 345.72 C 36.43 0.90 11.5 6.42 210.40 8.66 283.91 9.20 301.64 AREA A - (A-1) + (A-2) = 18.66 + 6.03 - 24.69 ACRES AREA A = (A-1) + (A-2) = 18.66 + 6.03 = 24.69 ACRES THE AREA 'A' IS THE AREA CONTRIBUTING TO THE POND -1 THE AREA 'A' IS THE AREA CONTRIBUTING TO THE POND-lin a err N �/ U ,410e, 6, 11` 100 YEARS 100 YEARS 100 YEARS d = 1) STORAGE VO UME CALCULATIONS Pon. t 1 -0 ]) STORAGE VOLUME CALCULATIONS Acreage13,111019 0 crease ram ng to Detention '22.11 n " .• 3: Detention "24.89 - - Inflow Inn tu Inflow C 0.8 O - -0.9 Tc 13.2 09 Tc ",'115: W Te 8.2 OuMlow I(700) 10:98 Ort00) I(100) `101.3' outflow 1(100) 9.2 0(100) 89.0 0(700) 191.72 0(100) 42.0 Q(100) 202.8 Proposed 3100) 15.0 3(100! 2511. �Op0Sed 0/� ♦A CL V/ Propose. btanenies Intensities inteneitl "� Time Inn Outflow storage Te intensity Time Inflow Outflow storage Tc Intensity 7106 Irilov Outflow sta19. Tc Intmily Z 6 87830 86988 81882 ti 14.8 5 88484 22932 66552 5 14.8 5 102851 7425 95426 5 14.8 O O 10 138859 99788 97899 10 11.65 10 137878 29232 108646 90 11.55 10 1802W 9675 150590 10 11.5 15 170104 82388 87738 15 9.0 15 171370 35532 135838 95 9.6 15 199195 11925 197270 15 9.6 1_ r 20 198042 86668 99474 20 8.2 20 196493 41832 154661 20 8.2 '10 278398 14175 30 231470 121968 109802 30 9.5 40 257888 148788 109630 a0 6.4 30 233193 54432 178781 30 6.5 23175 65 z ' 1 , 60 278928 773788 104168 s0 4.7 40 259918 67032 192886 40 51. 4400 3pM21 278946 4400 SA F so 299269 207188 86100 80 4.2 50 281002 79632 201370 50 4.7 50 326628 27675 298853 50 4.7 / 1 70 311121 2275:8 83668 70 3.8 BO 296473 92232 208241 60 41 BO 348936 32175 314761 60 42 W J 90 324136 263868 70177 eo 3.4 70 313437 104832 208605 70 3.8 70 360329 36675 327654 70 32 Q 80 336789 290388 96401 90 3.1 80 326558 117432 209126 80 3.4 80 37ggg-I 49175 339406 80 31. 100 346284 3067$8 39696 too 2.9 90 338268 130032 208236 90 3.1 gg 392 4$575 337517 s0 31 110 366900 333166 22732 Ito 2.7 100 348861 142632 206229 100 22 100 405505 50175 355330 100 29 950 387982 438768 -60806 150 2.2 110 358548 155232 203316 110 2.7 110 416786 54675 382091 110 27 200 419992 670788 -161036 200 t.8 - 300 485019 8087 8 150 390850 205632 185218 150 2.2 150 454312 72675 381631 150 22 -399749 300 1.3 600 499749 1098768 •898010 400 1.1 200 422050 268632 153418 200 1.8 200 490518 95175 395403 200 12 300 468480 394632 73848 300 9.3 app 544547 140175 ® 300 1.3 400 585218 185175 d00M1 400 1.1 500 616309 230175 399134 500 OS REQUIRED VOLUME = 110,000 Cu. Ft. REQUIRED VOLUME a 210,000 Cu. Ft. 600 646443 076175 371288 6W 0.8 PROVIDED VOLUME = AVERAGE AREA x AVERAGE DEPTH = 13,800 x 110,400 Cu. Ft. PROVIDED VOLUME = AVERAGE AREA x AVERAGE DEPTH = 25,190 x 9.0 226,710 Cu. Ft. 700 800 671051 320175 350876 700 693008 365175 327833 000 0.7 U N Ld 100 YR. WATER SURFACE ELEVATION = 630.0 100 YR. WATER SURFACE ELEVATION = �O x (26 - 17) + 617 ee 625.4 60 REQUIRED VOLUME = 405,000 Cu. Ft. le- Q X . PROVIDED VOLUME = 424,800 Cu. Ft. �r W ,Z PERMANENT WATER SURFACE ELEVATION - 625.4 V 2) OPENING OUTLET 100 YR. WATER SURFACE ELEVATION = 632.7 W CALCULATION OF THE OPENING AREA IN THE OUTLET STRUCTURE (WYE INLET) 2) CCALCULATION OF THE AREA IN THE STRUCTURE (WYE INLET) Z he REDUCED FLOW = 88 cis = 0.6 x NA, x 2gh, + 0.6 NA, x 2gh2 REDUCED FLOW = 42.0 cfs a 0.6 x NA, x 2gh, + 0.6 NA, x 2gh2 3 REDUCED FLOW = 15.0 cfs = 0.6 x NA, x Lgh,+ 0.6 NA, x-� O III - 9.25' NA, a, x b, = 1.5 x 2.37 - 3.56 S.F. h, - 9.66' a, - 1.30 LL= h2= 2.25' NA2 = a2 x b2 h2= 2.62' b, = 1.00 USING 0 = 0.6 x NA x 2gl-i - 15.0 cfs 1"- r NET AREA OF THE OUTFLOW PIPE = UJ 0 IF, PIPE SIZE = 15" THROAT OF THROAT OF h - (632.7 - 625.4) - 0.625 = 6.68' Q LA WYE INLET a2 1.5' WYE INLET = W.S.E. (100 YR.) = 625.40 a2 1.5' NA = 1.21 S.F. - JI x R R = 0,62', - J 0 b2 3.32' b2 = 1.92' D = 15' s THE OUTFALL STRUCTURE WILL BE A 15" SLOPING HEADWALL 0'^ b2 a2 b2 o2 cn 627.00 622.00 N j � as 'b b1 b1 ~ m ai at 620.00 615.24 r o v T iD -0 o o 4 a U o v (� o_ SHEET C4.5 F:\3306-04\30604DPOND-CALCA19 modified by mmortlnez at Mor 03, 2005 - 9:51om AREA ,.C" Tc Is (inlhr) p6 126 pts I9W plao NO. (Acres) (min) (c.ts.) pnlhr) (c.fs.j (in7hrj (c.ts.) B 4421 0.45 18.3 5.11 101.67 6.90 137.35 9.20 183.03 F:\3306-04\30604DA-CALC.dwg modified by mmartinez at Mar 03. 2005 - 12'. OSpm 0 W 0 m HYDRAULIC COMPUTATIONS FOR STORM DRAIN SYSTEMS MANHOLE OR INLET z w TIME OF HYDRAULIC � � ¢ CONCENTRATION U GRADIENT HEAD LOSS AT CHANGE IN SECTION z = COMMENTS Z DRAINAGE AREA y w z O ELEVATIONS FROM TO w I-- � �+ D Wm oa Iwiw ¢ � D � N U w m z O U Z Z � � (If � � E �1 ? ffi DESIGN DRAINAGE AREA U w ¢ � g v � LL z w ¢ w � o O� w w 4 POINT ¢� w TOTAL � LL g w o 1= �� J z a a � x o LL z V2 2 V' K' z K'V' hi � w w W ANA � AREA w r co ¢ O t_n O I- � a a o� NO. AREA � z z � z O 0 r i � 29 29 29 w o a o � > Q o- � a 0 (FEET) (ACRES) (ACRES) Min. Min. Min. Years In/Hr CFS INCH FT/FT Ft/M SL Ft/M SL FPS FPS FT FT CONST. FT FT Ft/MSL Ft/MSL Ft/MSL 4 5 6 7 8 9 10 11 12 13 14 15 16 17 _ 18_ _19 2_0__ 21 22 23 24 25 26 27 28 29 *•s�t�� 1 2 "B-1" 3 SD LINE f TS a� 1374.54 1229.75 144.79 off-site 10.0 100 - 7.40 21 0.0022 634.66 634.35 - 3,08 - - - - - JUNC. STR. / I y� 1229.76 1208.00 21.76 - 0.00 0.00 0.90 0.00 0.00 10.0 0.2 10.0 100 '1'1.55 7.40 24 0.6011 634.30 634,27 3.08 2.36 0.09 0.15 0.25 0.04 0.05 634.35 JUNC. STR. 9 y 1208.00 1176.00 32.00 81-1 0.12 0.12 0.90 0.11 0.11 10.0 0.2 10.2 100 11.47 8.64 24 0,0015 634.18 834.14 2.36 2.75 0.12 0.09 0.30 0.03 0.09 634.27 LATERAL 1176,00 1152.00 24.00 81-2 0.58 0.70 0.90 0,52 0.63 10.0 0.1 10.3 100 11.38 14.57 24 0.0041 633.83 633.73 2.75 4.64 0.33 0.12 0.25 0.03 0.30 634.14 LATERAL d z 1152.00 1126.08 25.92 61-3 0.13 0.83 0.90 0.12 0.75 10.0 0.1 10.4 100 11.34 15.87 24 0.0049 633.44 633.31 4.64 5.05 0.40 0.33 0.30 0.10 0.30 633.73 LATERAL 1126.08 1088.00 38.08 (61 AA)+(Bi-g6)+off-site 1.91 2.74 0.90 1.72 2.47 10.0 0.2 10.5 100 11.30 35.26 42 0.0012 633.20 633.15 5.05 3.67 0.21 0.40 0.25 0.10 0.11 633.31 JUNC. STR. 1088.00 1044.00 44.00 61-5 0.15 2.89 0.90 0.14 2.60 10.0 0.2 10.7 100 11.22 36.58 42 6.0013 632.99 632.93 3.67 3.80 0.22 0.21 0.30 0.06 0.16 633.15 LATERAL Z 1044.00 1009.00 35.00 B1-6 0.22 3.11 0.90 0.20 2.80 10.0 0,1 10.9 100 11.13 38.55 42 0.0015 632.75 632.74 3.80 4.01 0.25 0.22 0.30 0.07 0.18 632.93 LATERAL 1009.00 939.00 70.00 B1-7 0.17 3.28 0.90 0.15 2.95 10.0 0.3 11.0 100 11.07 40.06 42 0.0016 632.50 632.39 4.01 4.16 0.27 0.25 0.30 0.07 0.19 632.70 LATERAL _0 939.00 934.00 5.00 B1-8 0.13 3.41 0.90 0.12 3.07 10.0 0.6 11.3 100 10.94 40.98 42 0.0017 632.19 632.18 4.16 4.26 0.28 0.27 0.30 0.08 0.20 632.39 LATERAL 934.00 889.39 44.61 B1-9 0.17 3.58 0.90 0.15 3.22 10.0 02 11.3 100 10.93 42.63 42 0.0018 631.96 631.88 4.26 4.43 0.30 0.28 0.30 0.08 0.22 632.18 LATERAL a 889.39 871.50 17.89 61-10 1.09 4.67 0.90 0.98 4.20 10.0 0.1 11.5 100 10.86 53.65 42 0.0028 631.50 631.45 4.43 5.51 0.47 0.30 0.30 0.09 0.38 631.88 LATERAL 871.50 834.92 36.58 0.00 4.87 0.90 0.00 4.20 10.0 0.1 11.6 100 10.84 52.95 48 0.0014 631.29 631.25 5.51 4.21 0.28 0.47 0.25 0.12 0.16 631.45 JUNC. STR. 834.92 816.38 16.54 01-11 0,32 4.99 0.90 0.29 4.49 10.0 0.1 11.7 100 10.78 55.80 48 0.0015 631.02 630.99 4.21 4,44 0.31 0.28 0.30 0.08 0.22 631.25 LATERAL O W 816.38 645.50 170.88 61-12 0.33 5.32 0.90 0.30 4.79 10.0 0.6 11.8 100 10.75 58.86 48 0.0017 630.74 630.46 4.44 4.68 0.34 0.31 0.30 0.09 0.25 630.99 LATERAL �.% W 645.50 515.23 130.27 B1-13 thru 81-17 1.61 6.93 0.90 1.45 6.24 10.0 0.4 12.4 100 10.50 72.89 48 0.0026 630.02 629.69 4.68 5.80 0.52 0.34 0.25 0.09 0.44 630.46 JUNC. STR. 515.23 354.88 160.35 (81-18)13)+(81-18)+(61-19)+off-si 6.99 13.92 0.90 6.29 12.53 10.4 0.4 12.7 100 10.36 137.13 60 0.0028 629.06 628,61 5.80 6.98 0.76 0.52 0.25 0.13 0.63 828,88 JUNC. STR. co 354.88 248.76 106.12 (B1-18)!3 1.30 15.22 0.90 1.17 13.70 10.0 0.2 13.1 100 10.21 147.27 60 0.0032 627.97 627.63 6.96 7.50 0.87 0.76 0.30 0.23 0.65 628.61 LATERAL J 248.76 116.59 132.17 (81-21)+(B1-22) 1.12 16.34 0.90 1.01 14.71 10.0 0.3 13.4 100 10.12 156.29 60 0.0036 626.91 626.43 7.50 7.96 0.98 0.87 0.30 0.26 0.72 627.63 LATERAL a 116.59 100.00 16.59 B1-23 thru B1-26 2.36 18.70 0.90 2.12 16.83 10.0 0.0 13.6 100 10.03 176.12 60 0.0046 625.48 625.40 7.96 8.97 1.25 0.98 0.30 0.30 0.95 626.43 LATERAL SD LINE "81-1" .Z 313.22 298.78 14.44 81-0A 0.19 0.19 0.90 0.77 0.17 10.0 0.2 10.0 100 11.55 1.97 18 0..0004 634.09 634.08 - 1.12 0.02 - - - - LATERAL INLET 298.78 223.50 75.28 - 0.00 0.19 0.90 0.00 0.17 10.0 1.1 10.2 100 11.44 1.96 18 0.0003 634.07 634.04 1.12 1.11 0.02 0.02 0.35 0.01 0.01 634.08 HORIZ. BEND 223.50 133.78 89.72 OFF-SITE -1 43 1.62 0.90 1.29 1.46 10.0 0.5 11.3 100 10.93 15.93 30 0.0015 633.89 633.75 1.11 3.25 0.16 0.02 0.25 0.00 0.16 634.04 JUNC. STR. 133.78 0.00 133.78 B1 -4B 0.29 1.91 0.90 0.26 1.72 10.0 0.6 91.8 100 10.73 18.45 30 0.0020 633.58 633.31 3.25 3.76 0.22 0.16 0.30 0.05 0.17 633,75 10.0 LATERAL 10.0 100 11.55 9.25 18 0.0076 628.87 627.57 0.00 5.23 0.43 0.00 0.30 0.00 0.43 0.00 LATERAL 20.48 0.00 20.48 B1-24 0.54 1,43 0.90 0.49 1.29 10.0 0.1 10.5 100 11.29 14.53 24 O.D041 SD LINE "B1-2" 627.28 5.23 4.63 0.33 0.43 0.30 0.13 0.20 827,57 LATERAL N wa 42.00 30 EXISTING 30" RCP �x 161.67 145.84 15.83 (81-18)13 1.30 1.30 0.90 1.17 1.17 10.0 0.0 10.0 100 11.55 55.51 30 0.0183 637.69 637.40 8.56 11.31 1.99 1.14 0.30 0.34 1.64 _ EXISTING 30" RCP 145.84 32.96 112.88 - 0.00 1.30 0.90 0.00 1.17 70.0 0.2 10.0 100 11.54 55.50 30 0.0183 635.91 633.84 11.31 11.31 1.98 1.99 0.25 0.50 1.49 637.40 JUNC. STR. 32.96 14.84 18.12 B1-19 0,33 1.63 0.90 0.30 1.47 10.0 0.0 10.2 100 11.46 58.81 30 0.0206 632.21 631.84 11.31 71.98 2.23 1.98 0.30 0.60 1.63 633.84 LATERAL U~ 14.84 0.00 _1 4.84 81-20 0.31 1.94 0.90 0.28 1.75 10.0 0.0 10:2 100 11.44 61.98 30 0.0228 630.03 629.69 11.98 12.63 2.48 2.23 0.30 0.67 1.81 631.84 LATERAL W SD LINE "81-3" �j� +'c' J 223.18 40.00 183.18 81-21 0.68 0.68 0.90 0.61 0.61 10.0 0.8 10.0 100 11.55 7.07 18 0.0045 628.67 627.84 0.00 4.00 0.25 0.00 0.30 0.00 0.25 0.00 LATERAL 34.41 0.00 34.41 61-22 0.44 1.12 0.90 0.40 1.01 10.0 0,2 10.8 100 11.19 11.28 24 0.0025 627.72 627.63 4.00 3.59 0.20 0.25 0.30 0.07 0.13 627,84 LATERAL 0 SD LINE "61-4" `d i 134.83 120.66 14.17 81-25 0.42 0.42 0.90 0.38 0.38 10.0 0.1 10.0 100 11.55 4.37 18 0.0017 627.30 627.28 - 2.47 0.09 - - - INLET J L�. 120.68 55.89 64.77 30 0,0022 627.07 626.93 0 (61-23)+(g1-24) 1.43 1.85 0.90 1.29 1.67 10.0 0.3 10.1 100 11.50 19.15 2.47 3.90 0.24 0.09 0.30 0.03 0.21 627,28 LATERAL = 55.89 0.00 55.89 B1-26 0.51 2.36 0.90 0.46 2.12 10.0 0 � U ov' N O 41 I `m _ d o�om"m •o ;{ m SHEET C4.6 F:\3306-04\30604DA-CALC.dwg modified by mmartinez at Mar 03. 2005 - 12'. OSpm .2 10.4 100 11.37 24.15 30 0.0035 626.62 626.43 3.90 4.92 0.38 0.24 0.30 0.07 0.30 626.93 LATERAL SD LINE "61-5" 188.42 20.48 167.94 B1-23 0.89 0.89 0.90 0.80 0.80 10.0 0.5 10.0 100 11.55 9.25 18 0.0076 628.87 627.57 0.00 5.23 0.43 0.00 0.30 0.00 0.43 0.00 LATERAL 20.48 0.00 20.48 B1-24 0.54 1,43 0.90 0.49 1.29 10.0 0.1 10.5 100 11.29 14.53 24 O.D041 627.36 627.28 5.23 4.63 0.33 0.43 0.30 0.13 0.20 827,57 LATERAL F:\3306-04\30604DA-CALC.dwg modified by mmartinez at Mar 03. 2005 - 12'. OSpm }6 Is aI w � coI z tls` + _m ui €�y��rl N Ir�}j3t0 W y j �, QQQ 0j d a Q pw UW U tl) J 4 N W Q x U~ J O j W 0 N J0 0 U Lo N Q m 0 mf mom,_ SHEET 7 C4rl F� \3306-04\30604DA-CA�C.dwq modified by mmarti- at Mar 03, 2005 - 12:06pm HYDRAULIC COMPUTATIONS FOR STORM DRAIN SYSTEMS MANHOLE w TIME OF HYDRAULIC OR INLET � ;Q CONCENTRATION U z GRADIENT HEAD LOSS AT CHANGE IN SECTION z � COMMENTS DRAINAGE AREA v S U � fd O ELEVATIONS C7 + FROM TO o a u z w N � w m z O DESIGN v � DRAINAGE AREA z v w � g � � � o: z ¢ w � m w 'S p � � w w POINT ¢� TOTAL � LL f'- F x a w I m O � z z 2 O �- w w I... w AREA w w w Q z z O a a � r j ti Iw- Vz V, K K V h > -' cn o p w � w p rn � C7 m O r- z x --- � i� � w~ a a o N0. AREA v z z Lol 0. Lj cn L z O � o � ? � > O 29 29 29 w � a a O j n. (FEET) (ACRES) (ACRES) Min. Min. Min, Years In/Hr CFS INCH FT/FT Ft1M SL Ft/M SL FPS FPS FT FT CONST. FT FT Ft/MSL Ft/MSL Ft/MSL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 SD LINE "B" 1975.26 1963.11 12.15 - - - - - - - 10.0 100 - 0.00 18 0.0000 637.66 637.66 0.00 0.00 0.00 0.00 0.35 0.00 0.00 600 BEND 1963.11 1883.12 79.99 B-tA 0.17 0.17 0.90 0.15 0.15 10.0 1,3 10.0 100 11,55 1.77 18 0.0003 637.64 637.62 0.00 1.00 0.02 0.00 0.25 0.00 0.02 637.66 JUNC.STR.� 1883.12 1845.20 37.92 B-1 8- 0.31 0.48 0.90 0.28 0.43 10.0 0.2 10.0 100 11.55 4.99 18 0.0023 637.50 637.41 1.00 2.82 0.12 0.02 0.25 0.00 0.12 637.62 JUNG. STIR. 1845.20 1787.52 57.68 B-1 0.52 1.00 0.90 0.47 0.90 10.0 0.3 10.2 100 11.44 10.30 24 0.0021 637.29 637.17 2.82 3.28 0.17 0.12 0.30 0.04 0.13 637..41 JUNC. STR, 1787.52 1770.13 17.39 B -1C 0.25 1.25 0.90 0.23 1.13 10.0 0.1 10,5 100 11.30 12.71 24 0.0032 636.96 636.91 3,28 4.05 0.25 0.17 0.30 0.05 0.20 637,17 LATERAL 1770.13 1758.46 17.67 (B-2)/2 027 1.52 0.90 0:24 1.37 10.0 0.0 10.6 100 11.27 15.41 24 0.0046 636.61 636.56 4.05 4.91 0.37 0.25 0.30 0.08 0.30 636.91 LATERAL 1758.46 1706.95 51.51 (B-2)/2 0.27 1.79 0.90 0.24 1.61 10.0 0.1 10.6 100 11.25 18.12 24 0.0064 636.15 635.82 4.91 5.77 0.52 0.37 0.30 0.11 0.40 636.56 LATERAL 1706.95 1660.00 46.95 B-1 D 0.24 2.03 0.90 0.22 1.83 10.0 0.1 10.8 100 11.18 20.43 24 0.0082 635.32 634.94 5.77 6.50 0.66 0.52 0.30 0.15 0.50 635.82 LATERAL 1660.00 1632.00 28.00 B -3A 0.19 2.22 0,90 0.17 2.00 10.0 0.1 10.9 100 11.13 22.23 24 0.0097 634.36 634.09 6.50 7.08 0.78 0.66 0.30 0.20 0.58 634.94 LATERAL 1632.00 1530.00 102.00 B-tE 0.16 1.95 0.90 0.14 2.14 10.0 0.2 11.0 100 11.10 23.77 24 0.0110 633.43 632.30 7.08 7.57 0.89 0.78 0.30 0.23 0.66 634.09 LATERAL 1530.00 1511.08 18.92 B -3B 0.19 2.14 0.90 0.17 2.31 10.0 0,1 11.2 100 11.00 25.43 36 0.0015 632.37 632.34 7.57 3.60 0.20 0.89 0.30 0.27 -0.07 632.30 LATERAL 1511.08 1503.18 7.90 B-4 0.44 2.58 0.90 0.40 2.71 10.0 0.0 11.3 100 10.96 29.68 36 0.0020 632.13 632.11 3.60 4.20 0.27 0.20 0.30 0.06 0.21 632.34 LATERAL 1503.18 1383.39 119.79 B-5 0.42 3.00 0.90 0.38 3.09 10.0 0.4 11.3 100 10.94 33.78 36 0.0026 631.84 631.53 4.20 4.78 0.35 0.27 0.30 0.08 0.27 632.11 LATERAL 1383.39 1287.41 95.98 B -5A 0.38 3.38 0.90 0.34 3.43 10.0 0.4 17.7 100 10.77 36.91 42 0.0013 631.41 631.28 4.78 3.84 0.23 0.35 0.30 0.11 0.12 631.53 LATERAL 1287.41 1283.63 3.78 (B-6)/2 0.38 3.76 0.90 0.34 3.77 10.0 0.0 12.1 100 10.59 39.95 42 0.0016 631.08 631.08 3.84 4.15 0.27 0.23 0.30 0.07 0.20 631.28 LATERAL 1283.63 1228.32 55.31 (B-6)!2 0.38 2.96 0.90 0.34 4.11 10.0 p2 12.2 100 10.59 43.55 42 0.0019 630.84 630.73 4.15 4.53 0.32 0.27 0.30 0.08 0.24 631.08 LATERAL 1228.32 1161.41 66.91 B-7 1.44 4.44 0.90 1.30 5.41 10.0 0.2 12.4 100 10.51 56.83 48 0.0016 630.50 630.39 4.53 4.52 0.32 0.32 0.25 0.08 0.24 630.73 JUNC. STR. 1161.41 1137.00 24.41 B -8A 0.22 4.66 0.90 0.20 5.61 10.0 0.1 12.6 100 10.41 58.37 48 0.0017 630.15 630.11 4.52 4.64 0.34 0.32 0.30 0.10 0.24 630.39 LATERAL 1137.00 1095.38 41.62 B-9 0.59 5.25 0.90 0.53 6.14 10.0 0,1 12.7 100 10.38 63.69 48 0.0020 629.81 629.73 4.64 5.07 0.40 0.34 0.30 0.10 0.30 630.11 LATERAL 1095.38 105628 39.10 8-86 0.22 5.47 0.90 0.20 6.34 10.0 0.1 12.8 100 10.32 65.41 48 0.0021 629.43 629.35 5.07 5.21 0.42 0.40 0.30 0.12 0.30 628,73 LATERAL 1056.28 1053.28 3.00 (B-10)!2 0.30 5.77 0.90 0.27 6.61 10.0 0,0 13.0 100 1028 67.89 48 0.0022 629.02 629.02 5.21 5.40 0.45 0.42 0.30 0.13 0.33 629.35 LATERAL 1053.28 971.32 81.96 (8-10)!2 0.30 6.07 0.90 0.27 6.88 10.0 p2 13.0 100 10.27 70.64 48 0.0024 628.66 628.46 5.40 5.62 0.49 0.45 0.30 0.14 0.35 629.02 LATERAL 971.32 945.32 26.00 (B11(2)+(g-72A 1.35 Z 0.90 1.22 8.09 10.0 0,1 13.2 100 10.18 82.39 54 0.0018 628.17 628.12 5.62 5.18 0.42 0.49 0.25 0.12 0.29 628.46 JUNC. STIR. 945.32 941.76 3.56 (B-11)/4 0.27 5.74 0.90 0.24 8.33 10.0 0.0 13.3 100 10.15 84.61 54 0.0019 627.81 627.80 5.18 5.32 0.44 0.42 0.30 0.13 0.31 628.12 LATERAL 941.76 864.30 77.46 (B-11)/4 0.27 6.01 0.90 0.24 8.58 10.0 0.2 13.3 100 10.15 87.04 54 0.0020 627.47 627.32 5.32 5.47 0.47 0.44 0.30 0.13 0.33 627.80 LATERAL 864.30 832.51 31.79 B-128 0.43 6.44 0.90 0.39 8.96 10.0 0,1 13.5 100 10.06 90.20 54 0.0029 626.96 626.89 5.47 5.67 0.50 0.47 0.30 0.14 0.36 627.32 LATERAL 832.51 821.32 11.19 (B-13)/4 0.34 6.78 0.90 0.31 9.27 10.0 0,0 13.6 100 10.03 92.97 54 0.0022 626.51 626.48 5.67 5.85 0.53 0.50 0.30 0.15 0.38 626.89 LATERAL 821.32 792.02 29.30 (B-13)/4 0.34 7.12 0.90 0.31 9.58 10.0 0.1 13.7 100 10.02 95.93 54 0.0024 626.05 625.98 5.85 6,03 0.56 0.53 0.25 0.13 0.43 626.48 LATERAL 792.02 786.64 5.38 (B-13)!4 0.34 7.46 0.90 0.31 9.88 10.0 0.0 13.7 100 9.99 98.71 54 0.0025 625.55 625.54 6.03 6.21 0.60 0.56 0.30 0.17 0.43 625,98 LATERAL 786.64 572.03 214.61 (6-13)14 0.34 6.78 0.90 0.31 10.19 10.0 0,6 13.8 100 9.98 101.72 54 0.0027 625.08 624.51 6.21 6.40 0.64 0.60 0.30 0.18 0.46 625.54 LATERAL 572.03 209.68 362.35 B-14 1.65 8.43 0.90 1.49 11.67 10.0 0.8 14.3 100 9.79 114.30 54 0.0034 623.87 622.64 6.40 7.19 0.80 0.64 0.25 0.16 0.64 624.51 JUNC. STR. 209.68 145.63 64.05 (8-15)12 0.86 7.98 0.90 0.77 12.45 10.0 0.1 15.2 100 9.52 118.47 54 0.0036 622.02 621.79 7.19 7.45 0.86 0.80 0.30 0.24 0.62 622.64 LATERAL 145.63 100.00 45.63 (B-15)12 0.86 2.81 0.90 0.77 13.22 10.0 0.1 15.3 100 9.47 125.24 54 0.0041 621.09 620.90 7.45 7.88 0.96 0.86 0.30 0.26 0.70 621.79 LATERAL SD LINE "B-3" 847.81 816.08 31.73 (B2-1)12 0.68 0.68 0.90 0.61 0.61 10.0 0,1 10.0 100 11.55 7.07 18 0.0045 628.88 628.74 - 4.00 0.25 - 0.30 - - _ INLET 816.08 789.09 26.99 (B2-1)/2 0.68 1.36 0.90 0.61 1.22 10.0 p,t 10.1 100 11.48 14.06 24 0.0039 628.50 628.40 4.00 4.47 0.31 0.25 0.30 0.07 0.24 628,74 LATERAL 789.09 658.10 130.99 B2-2 0.25 1.61 0.90 0.23 1.45 10.0 0.4 10.2 100 11.43 16.57 24 0.0054 628.04 627.34 4.47 527 0.43 0.31 0.25 0.08 0.35 628,40 JUNC. STR. 658.1 D 592.23 65.87 -3)+(82.4)+{B2 1.09 2.70 0.90 0.98 2.43 10.0 0,2 10.6 100 11.24 27.31 30 0.0044 626.97 626.68 5.27 5.56 0.48 0.43 0.25 0.11 0.37 627.34 JUNC. STR. 592.23 586.46 5.77 B2-6 0.27 2.97 0.90 0.24 2.67 10.0 0.0 10.8 100 11.15 29.80 30 0.0053 626.25 626.22 5.56 6.07 0.57 0.48 0.30 0.14 0.43 626.68 LATERAL 586.46 401.10 185.36 62-6 0.27 3.24 0.90 0.24 2.92 10.0 0,5 10.9 100 11.14 32.49 30 0.0063 625.71 624.55 6.07 6.62 0.68 0.57 0.30 0.17 0.51 626.22 LATERAL 401.10 383.06 18.04 (62-7)12 0.51 3.75 0.90 0.46 3.38 10.0 0,0 11.3 100 10.94 36.91 30 0.0081 623.84 623.69 6.62 7.52 0.88 0.68 0.25 0.17 0.71 624.55 JUNC. STR. 383.06 370.59 12.47 (82-7)14 0.25 4.00 0.90 0.23 3.60 10.0 0.0 11.4 100 10.92 39.30 30 0.0092 622.96 622.85 7.52 8.01 1.00 0.88 0.30 026 0.73 623.69 LATERAL 370.59 85.32 285.27 (82-7)/4 0.25 4.25 0.90 0.23 3.83 10.0 0_6 11.4 100 10.91 41.72 30 0.0103 622.02 619.07 8.01 8.50 1.12 1.00 0.30 0,30 0.82 622,gy LATERAL 85.32 82.00 3.32 (82-8)!2 0.21 4.46 0.90 0.19 4.01 10.0 0.' 12.0 12.0 100 10.67 42.83 36 0.0041 618.84 618.82 8.50 6.06 0.57 1.12 0.30 0.34 0.23 618,07 LATERAL 82.00 0.00 82.00 (62-8)/2 0.21 4.67 0,90 0.19 4.20 10.0 p2 12.0 100 10.67 44.84 36 0.0045 618.37 618.00 6.06 6.34 0.62 0.57 0.30 0.17 0.45 618.82 P 8 W p m ^•r+� tl � °� 9 gg� Z n i w HYDRAULIC COMPUTATIONS FOR STORM DRAIN SYSTEMS MANHOLE z w TIME OF HYDRAULIC OR INLET CONCENTRATION �„ ,.. z DRAINAGE AREA � � z z GRADIENT HEAD LOSS AT CHANGE IN SECTION z � COMMENTS FROM TO w D O ELEVATIONS C7 + � F- 00 w laiz O W ¢ �" � � w N v g Lu - � 11� DESIGN z v O z DRAINAGE AREA z v � w ¢ W W a � W a z w ¢ (n w K �- � w 's p Ei �- � w w 1111 POINT - ¢rn TOTAL LEL: O _ a z H z a_ w ¢ w a O J LL z z z c � O� w -� w u~i o AREA w0 � w O � � � z Lf) Oa z � VZ V+ Ki KiV+ hi w w g o N0. AREA U z z � z O a v> � O 29 29 2g �� a a 11.55 1.97 18 0.0004 631.61 631.60 F- o 0.02 - 0.30 - j > 149.65 100.00 49.65 C-15 0.13 O 0.90 0.12 0.29 10.0 0.4 10.0 100 11.55 3.33 18 0.0010 631.55 631.50" 1.12 1.88 0.06 0.02 0.30 0,01 0.05 631.60 PARTIAL FLOW o > a (ACRES) (ACRES Min. Min. Min. Years In/Hr CFS INCH FT/FT FtlM SL FUM SL FPS FPS FT FT CONST. FT FT Ft/MSL FVMSL FUMSL Z (FEET) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 O SD LINE °'C-1" 744.64 673.08 71.56 OS2 - - 100 - 23.09 30 0.0032 639.13 638.90 4.70 4.70 0.34 0.34 0.35 0.12 0.12 60° BEND 'Q 673.08 575.64 97.44 OS1 - 100 - 59.52 42 0.0035 638.39 638.05 4.70 6.19 0.59 0.34 0.25 0.09 0.51 638.90 JUNC. STR. 575.64 406.72 168.92 C-1 +C-2 1:01 1.01 0.90 0.91 0.91 10.0 10.0 100 11.55 70.03 48 0.0024 637.72 637.32 6.19 5.57 0.5 0.48 0.59 0.25 0.15 0.33 638.05 JUNC. STR. a 406.72 217.66 189.06 C-3 0.73 1.74 0.90 0.66 1.57 10.0 0.5 10.5 100 11.31 77.24 48 0.6029 636.87 636.33 5.57 6.15 0.59 0.48 0.30 0.14 0.44 637.32 JUNC. STIR. 217.66 216.97 0.69 C-4 0.39 2.13 0.90 0.35 1.92 10.0 0.0 11.0 100 11.07 80.75 48 0.0032 635.86 635.88 6.15 6.43 0.64 0.59 0.30 0.18 0.47 636.33 LATERAL OW 216.97 262.08 14.89 GS 1.16 3.29 0.90 1.04 2.96 10.0 0.0 11.0 100 11.07 92.31 48 0.0041 635.21 635.15 6,43 7.35 0.84 0.64 0.30 0.19 0.65 635.86 LATERAL UW 202.08 169.73 32.35 G6 6.20 3.49 0.90 0.18 3.14 10.0 0.1 11.1 100 11.06 94.26 48 0.0043 634.53 634.39 7.35 7.50 0.87 0.84 0.30 0.25 0.62 635.15 LATERAL U tri 169.73 123.90 45.83 C-7 0.22 3.71 0.90 0.20 3.34 10.0 0.1 11.1 100 11.02 96.34 48 0.0045 633.74 633.54 7.50 7.67 0.91 0.87 0.30 0.26 0.65 634.39 LATERAL J 123.90 100.00 23.90 C-8 0.43 4.14 0.90 0.39 3.73 10.0 0.0 11.2 100 10.98 100.44 48 0.0049 632.82 632.70 7.67 7.99 0.99 0.91 0.30 0.27 0.72 633.54 LATERAL Q SD LINE "C-2" 201.15 107.97 93.18 100 - 12.23 24 0.0029 632.97 632.70 - 3.89 0.24 - - - - PARTIAL FLOW SD LINE "C-3" 223.43 89.11 134.32 C-11 0.68 0.68 0.90 0.61 0.61 10.0 0.0 10.0 100 11.55 7.07 24 0.0010 632.83 632.70 - 2.25 0.08 - - - PARTIAL FLOW SD LINE "C-4" N 183.60 149.65 33.95 C-14 0.19 0.19 0.90 0.17 0.17 10.0 p.5 10.0 100 W Q x U~ Ld Z se o= �D �CO J� O = m D N c U $ N � a O cy pMo T m Z d y O� O �{ 3 O Y li d •O m G O U i� a SHEET C4.8 F:\3306-04\306040A-CALC.Aw9 modified by mmo,U- at Mor 03, 2005 - 12:06pm 11.55 1.97 18 0.0004 631.61 631.60 - 1.12 0.02 - 0.30 - 149.65 100.00 49.65 C-15 0.13 0.32 0.90 0.12 0.29 10.0 0.4 10.0 100 11.55 3.33 18 0.0010 631.55 631.50" 1.12 1.88 0.06 0.02 0.30 0,01 0.05 631.60 PARTIAL FLOW == Ay 114 » R S-11 114 Eq p CAUTION II o UA 1 - CONTRACTOR IS TO CONTACT TEXAS ONE -CALL --�� ✓�a $ p �" �' �T VDFRO/OAC p SYSTEM (1-800-245-4545) OR OTHER UTILITY -�`"�--may 0 20 40 60 80 5 E= Fi, ®A i _ LOCATING SERVICES AT LEAST 48 HOURS PRIOR TO - 1 "=40' a 'a t7 �' -"• + _ T Y Tq GE _�,OjJSTRUCTION ACTIVITIES. BURY d1 PARTNERS IS m _~ S 'C- ' ® Nbr RESRQySISLE FOR KNOWING ALL EXISTINGE`- IT^pTlQgD UTILITIES IN l€iERRQJECT AREA NOR FOR w v, DEPICTING THE EXACT LOCATI Sx OF UTIUTIES ON m < FL -630.85 I� THICK CONCRETE RIP -RAP I 5 OMM x 120OMM Qa =70. 3 CFS ` • BAR_t PER TXDOT PLANS""- ,z, "AlE T H DWALL. BOT=6250 _ BOT=825.3 �--` K; INST 12 LF 0 / HEADWALL 6x3 RCB ®0.40% 3i .0 -"- --� -� S o BOT -625. ST % ARA t {� ' _ -� !^'•-� HEADWALL ,a _ .44 M 1+00-5p / CONCRETE RIP -RAP CONST tIB'"15� HEADWgq11,,JJ�� WITH j3 BAR -18' O.C.EW. Ems.-2388Q':f ""�••�_„®,�.-H- 7030503,81 00» D HE 'C' ONST ,5' TYPE 'S' HEADWAIJ. I I� 0T - 2388870.51 = 7030636.38 11, == Ay 114 » R S-11 114 Eq p CAUTION II o UA 1 - CONTRACTOR IS TO CONTACT TEXAS ONE -CALL --�� ✓�a $ p �" �' �T VDFRO/OAC p SYSTEM (1-800-245-4545) OR OTHER UTILITY -�`"�--may 0 20 40 60 80 5 E= Fi, ®A i _ LOCATING SERVICES AT LEAST 48 HOURS PRIOR TO - 1 "=40' a 'a t7 �' -"• + _ T Y Tq GE _�,OjJSTRUCTION ACTIVITIES. BURY d1 PARTNERS IS m _~ S 'C- ' ® Nbr RESRQySISLE FOR KNOWING ALL EXISTINGE`- IT^pTlQgD UTILITIES IN l€iERRQJECT AREA NOR FOR w v, DEPICTING THE EXACT LOCATI Sx OF UTIUTIES ON m < FL -630.85 I� I wl 3i S o LTJ I I� $ I� i g I I 16' DRAINAGE EASEMENT 4.241114O P STA 5+0 .1 SD LINE 'C' L -88.20'/t5 DRMNA E EASEMENT Lr80.i8 - T -40.e2 / O /% / ,\. 2 151 �� 5x68• ,x00ACONST 5 CUI oa4 �*ed, STA 1+38.88«SD UN 'C- ' y 10✓ CONNECT ID 8' SD / / $ TO PROPOSED 'C J��•Nq"'a g0 FL -6, 01 \ \3 / BEGIN i8' ROP t / CONST 18' SLOPING HEADWALL E - 2388531.09 A 6+48.97»SD N 7030104.55 HEA W LL CONS 15 SLOPI E = 2388434.47 N = 7030748.95 DETENTION POND 3 F \11nA-04\1nRn4STM f)Wf-difl,d h, innn>nle> nt Jun 29. 2005 - R: 00n 634,95 630.85 '"=-"�- THESE DRAWINGS. y m a k A 0+82.10»SD LAT�� CONST STD 10 CURB INLET - z ,.••• •.FI-I�QOp - 70' �` `` , �` `_'�-„_ .u"°.�•-�,..,.., TC -630.65 � fo - "Y *�+ ' • y *+p _^�'• "`'• M1 ""'• EL -826,15 STA 0+3&83 -SD LINE 'B- in m o'• d w � - - - STA o+o0»sD LAT B -x Z BIMRRB °a ^-- FL 18-e824.78 1±72.03D -91 -UNE 'B'= o y e -SLA BOX P a g w pp ER DETAIL- JUN(. B_'",..e K c¢ z d111A �O 4 o PIPE SIZE CLiANGE FL 18 18"-8 24.82 + FL 25.32 o _ 0+3&2 CON NOTES: S A 0+12.25 -SD LAT 'B -x' - 822.50 r CONST STD 10 CURB INLET •`�•� UNE g" FL- A CONTRACTOR STALL SUBMIT PERMIT APPLICATION TO S4" iix TC=630.65 10. SS TXDOTCONST FOR THAT PORTION OF THE STORM GRAIN FL=826.15 CONSTRUCTION THAT WILL BE WITHIN SH 114 I + •"-�-� UNE .. cc RIGHT-OF-WAY (NOTICE OF PROPOSED INSTALLATION ILLI .�'�•-,,,,� 8 Lir /Q/ OF UTIUTY UNE ON NON -CONTROLLED ACCESS e i e � --*'o W Lia HIGHWAY) PRIOR TO CONSTRUCTION AND SHALL COMPLY WITH ALL THE REQUIREMENTS OF THAT Z 3► PERMIT INCLUDING EROSION CONTROL, TRAFFIC W R=3351.34 rte' a CONTROL AND RE5TORATION OF DISTURBED AREAS TO ` L-344.34' W TXDOT STANDARDS AND REGULATIONS. �" a3'41',3" uj € I = Q d I° T=172.23 S N ZINC g I•- cy ir 0 W _J F= - I J STA 7+92.02-'D LINE U. O "• -...-> .a..J ,-:•✓' .-.• -/ STA 0+23. 5[,. LAT'B-u' `J L W Z STA 0+1 SO LAT 'B- ' 0+55.9050 LA7 'B -r CONST 5 CUR N CONST b CURB INLET CONST b' CURB INLET TC=629.45 I 5i 6 « 'B'= > TC=630.17 TC=629.85 FL -824.95 ST 0+00 SD LAT B -J F1=625.67 FL®825.35 I .- O a _ STA 0+38.00»SD LAT 'B -n' 'w. - - x IR 'B -J w CONST STD 10 CURB INLET NST 'CURB INLET A.30 X +iT UNE 'B -n- ••» 0 7g n f1. STA 38.24»50 T'B34 ....- STA 0+08.21»5D LAT B -o 7(=830.17 " X97• A - " SA + �•� 8 W - - ._ IC 27.21 CURB'I FL 62567 LAT 'B o d ��� yQ+ a' W r• f m T 3 S NE 'B'- FL -822.71 DIVISION STREET �' 4 SD NE 'B' CONST 8x6' NC. BOf STA 0+ 8» LA -3 d' STA 0+00»SD LAT 'B -o' f97•Z;_3WYE CONNECTION STA 9+71.32»SD LINE 'B'- SFA 8+64 SO»SD UN 8' Q /� AaPER DETAIL EET 12" W_ _m / T W FL 12' 623.32, FL B" 623.57 :. _ -_�"$' _ STA 0+00»SD LAT 'B -n' $ ST'A 9+47 76-9D UN. - 1°I � Z CONST 8x8 JUNG. BOX + J,87 8' WYE NEC110N ST 0+1 »S ST « 8-t' """"'"""""�-'-` - - - --- _ -- - - '"""'�'""`"'"' 5i 5 CURB INLET CONST 5 CURB INLET END 12" SD, BEGIN SD �STA �+31.00»SD L T "B- 630.17 `�• - T(>. C 829.45 x FL 12' t a4$,.ELL.9' 824.13 �" C N URB MLE FL -626.67 SFA 0+21.38» LA 'B -e' FL=624.95 6' SS T 8 » 6- W TC -630.17 -.-----.-.-_ AB+31:ST�SO -_ C FL -82&87 CONST B CUR IN i STA 10+73.28»SD LAT T3'= f S 1 10+5 .28»SD UNE 'B'= T1�629.45Sr 0+00«� LAT B-® FL 8" 82+.29. 8" 6{� Z STA 0+00 -SD LAT 8-1 I SFA 0+00 LAT B -k FL=824,95 2.q05 sc Q •'""' •47 I ENO PLUG Sip 125 WYE CO NE 0 �' i- 3 �- { 627.95 FL B' 6 7 T. __ _ : ,. 2 .48rL___NLEL_-_., w a CONST 5 CURB INLET TA -- -- - TO _631.16 W �h 9' » I 5 9+33» LAT 4" 26.27' 0 FL -626.66 - - w WYE CONNECTION V + e. t1.I _ FL 8' 625.19. FL 4" 628.35 4' >s > S A 4 » ' ' t . STA 10+95,00»SD LINE 'B' Q J CONN. 12• ROOF DRAIN I CONN. 8 ROOF Q _ GA -J O CONST 2'x2' JUNCTION BOX PER DETAIL -SHEET C9.3 '1 GA -5 GA -6 0 Top 632.10 » Z STA1+50»SD LAT 'B -K - FL 12'=627.00 12" SD ( CONN. 8 ROOF DRAIN ^' LA V -j- o CONST 4•x4• JUNCTION BOX = O PER DETAIL -SHEET C9.3 STA 0+ _ -- FL 8"-627.00 U TOP e=820 +A STA 12+26.32»SD UNE 'B'- FL 24'=828.00 4. » D c ;/ i » 18•=628.00 d' _ OONST 6'x3 JUNC. BOX PER C DETAIL -SHEET C9.3, U. - _ ��..�.�_._.'1.•B -: NE u1 a C IN 'rt I. CONST 3x3 U CTION GA -12 PER DEiA - T C9 w v S _ TM _ srl� D+ sOd'�T'Isom !(y�y,�� T -R-h- FL T8" $28.0944T PIPE SIZE'CHANGE' Il / FA 8+47.81«SD IAT 'B-3' •C STA 12+83.63 -SD UNE 'B'- q1' M .. o } TA 0+ «SD LAT. B }; ,04 - 'm / ST SID 10 CURB INLET �---w - -= 0 ". $ . B 9:lpt ! �! A 0a aD•Wio 13a'•v- F m �. 7,SD U - E 'y mra 3»SD LA B -i #1 - REFERENCE ELEVATION 647.73 0+00 -SD LAT TSTA 0+43.D B f g 4" SS r .0 g 0 CONST 10 CURB INLET / M Y OF SOUTHLAKE GEODETIC MONUMENT 3 I ° ( O -- 14-5'D RB INLET el >. z .UMINUM MONUMENT IN CONCRETE ON THE �.__.l$uSD - STA 0+38.32«SD LAT' 7C=633.03 /($ m o ON 10' CURB INLET m li iT SIDE OF N. CARROLL AVENUE 1N �.�.. _.__z 1 _ CONST 10 IN I FL -82&53 I c x v Z _u CONN. 8' ROOF y pi a JNT OF CITY OF SOUTHLAKE FIRE STATION FL -633.03 q N S A 0+19. »SD LA B f o 7 F1=628.53 FL 8=829.50 I c o f z •o CON5T 5' CURB INLET q FL (B') 628.40 `I j p p U i.E a � i , ELEVATION - 62.2.72 TC=833.39 •(- STA 0+12.18 -SI) LAT 'B uj LA1 FL=a2&ee tq 3 SHEET T 'X' ON TOP OF CURB INLET ALONG SOUTH 9� I TC=63309 m il� aoIN :T RB LINE OF THE S H 114 EASTBOUND FRONTAGE RD, « D ' �+ FL -62&S9 • Z Z GA -11 Z Z )0' f WEST OF THE CENTER LINE OF VILLAGE CTION BOX `� CONN. e ROOIN d Q W Ui x Q LLJ PER DETAIL -SHEET 09.3 TO INLET FL 8--_888�Z29.00 i N NTER DRIVE p TOP -633.76 � � LJJ '_ .5 � � Q FL 12'-829,15 12" SOI I - 8"-63 00 Q I _ Q uJ c W r _lam- CAUTION !! n CONTRACTOR IS TO CONTACT TEXAS ONE -CALL o m � SYSTEM (1-800-245-4645) OR OTHER UTILITY t- LOCATING SERVICES AT LEAST 48 HOURS PRIOR To CONSTRUCTION ACTIVITIES. BURY &PARTNERS IS NOT RESPONSIBLE FOR K4MN0_9U.-OSN6- -..____-DS-IN-THE-PRGJECT AREA NOR FOR _ a DEPICTING o S•~•I jO S -"• c�. THE EXACT LOCATIONS OF UTILITIES ON THESE DRAWNGS. ��EVED z CCS 0 W ,g STATE HIGHWAY 114 JUL 3 2005 o -� °' is n^qa I - REFERENCE SHEET 4.3 FOR STORM DRAIN NOTES BECK n w 9 it _. --- -- ------ -- __ F __...-----._��.-----BM #t-= -REFERENCE ELEVATION a 647.73 m a �- EX 4-1900MM z 600MM '� i' m 5 0 o o CITY IN SOUTH LAKE GEODETIC MONUMENT HE w F - ----._ Q. =9.21 M' /SEC=325.2 CFS ro i o ALLUMINUM MONUMENT IN CONCRETE ON THE CONSTRU i EAST SIDE OF N. CARROLL AVENUE IN FRONT OF CITY Of SOUTHLAKE FIRE STATION STA 0+08.97»SD LAT 'S -Z' DETAIL -SPL(FW) CONST STD ROP JUNCTION BOX �, �n PROP. JUNcnoN Box BM #2 - ELEVATION 6 622.72 _ 'BTI �,q, TOP=8,9. • w (27") = 613.50 �_. CUT X' ON TOP OF CURB INLET ALONG SOUTH ? ° o BOT=8,3.80 a: N= 7029833.20 �-- z i 3 a F M1 D 1�R8 I _ a I I I I E - 2389860.61 c ON Box __. 1100' tN WEST OF THE CECLTEB_lANE-O-QF{tFRONTAGE RD,_ w m M z W . f,ETROCFUM PIP, EX 18"RCP SOT -613.50 _ "•�. 0+94. X 20' S 1 SD LAT ' -2c' y m a > < 9Q -.., Ct TOP = __ _ _ CONST 6 CURB INLETT o J F g �...?....•.. :•* 4 -STA 0+16.37»SD LAT B- �. BEGIN S.H.S114 EASTBOUND FRONTAGE ROAD CONST STD 4' X 4' JUNCTION BOX o °' o ERRO�BIBB a SON D JUNCTION BOX ,_„_BOT = 61 - ._ _ - AS PER DETAIL -SHEET CB.3 0 0 0 w w 4 ••'"~•�,•µ•t -..� 'N 7028645.02 `�--�` FL -618.00 - _ 3 BM #2 _ _--_ 2-6Sy�(�sF'�`��'�G�e TOP ELEV. 822.72 4q'ONA� -�� - 1+ 0 54' Y3¢Q849.89 r,,,� - -�.w>m -�-®...�--j-_-.,_..�- - - ....�. o -- 2+00 a'�J ®"V d'7 Sp UNE • \ m. �t 4ryE. 3+00 3 ` SD UN ' _ - - _ _ z PETROLEUM PIPE LWE _ `_._-. ('"^`\X12.80» �.. m A 2+0 .(.INE 'B'= PC = 1+3 .21 ?x p0 �..- _- A0+00»SD B- e' SS ST 5 CURB INLET PT = 91.93 623.50 _ _ - _ _ _ _ _ BEGIN 42 IB' ei 619.00 $.00' - \ v WARNING STA 0+9647» PROP. JUNCTION BOX PC = 2+20.1 STA 3+66.46»SD LINE EXISTING UNDERGROUND 5=38 23' N - 702982838 - 1- $\ PETROLEUM PIPE LINE VARIFY R=6g E = 2389875.62 50 8' SD \\ ` LOCATION PRIOR TO STORM CONNECTRCVS PROP 38 TO E% \ 2-8'x3' A E - 2390481.07.2li L=57.22 STA 2+57.69»sD 4"'`� 40 /p _?8' _L_ 18"_-, \ \\ DRAINAGE CROSSING N = 7028347.23 Tan=30.02 STA 0+00»SD LAT. 'B- c' 1p. 6 LAT�3�' MrN I ( v� MSN CONST 4'x4' -627 0 -�,� �- STA 1+40.80»SD LINE 'B'= xC THROAT ELEV=8220 15' WA ,GAS I STA 0+00»SD LAT 'BY A 2+82.1 » U E 'B- ' \ o FL=815.30 "'� �..it�' \ `\ �N /it Q� STA 0+00 -SD LAT. 'B 2a' TA 0+23.10»30 LAT 'B -2o'® g *Z�n ! �y o UJI STA(( 0+00»SO IAT. 'B-2pi {(3 BARS 4" THICKFL CONST STDG 1»S CURB INLET 802211 FL (18') = 815.39 BOTH, WAYS CONCRET3000 PSIS\\ \ W Q TC=621.00 ®170.00 _ \ FL=818.50 46 co ma 1:DT +01ik SECTION A -A �\ \ STA 0+00»SD LAT B-3-3, ST 0+82,Op»SD NE 'B-3' SCS - CALLED 41.B50RACR£'S NTS S JO -SD T' -3' - STA 0+00»30 T. B3I O 9 \ \�0 f PKB 14651, RISES Lad. `` STA 0+00»5D LAT Bae' �2Fq VOL. 14661, PG. 525 �\ Q STA CONST 4'x4' JUNC. BOX PER ST +17.57»SD DETAIL -SHEET 9.3 C S 5 CURB IN -I 6\ 1 DRTGT \ \ h LAT 63-e 6 70 m STA 4+13.08»SD ONE 'B-2'= \ \ \ \\ CONST 5' 8.44»SD LAT'93f 82 .20 o w. STA 0+00»SD \ W _ 5=150-0 7.21,00Y + CON9T 5'x4' JUNG BOX PER DETAIL -SHEET C9.3 � R=,50.00 6zi 2Lcr Q: CRBWN - - 16 J 2-71 gar "1� f Ft'=6 " " " " 8 32»50 U E 'B 1' _ - Toa -40.55 9.20 O \ L L\ ) DIVISION ST R T 5TA LAT. B>h , B-3 N PT STA 4+26.46 -SD LINE '8-2' I 3+00 2+00 °J 1+00 " SDIJNE, a �H��OM 6' W STA 2+45.03-P.E»SD UNE 'B7-3'- _ 30 SO STA 0+90»SD 5=3022'47` CONST 5' CURB INLET \\ Fj 55DEPOT at OZ STA 0+00»SD LAT B t2' 'N PIPE.51 CHAN R=36.oFL 680 \ Lu Tan=17.65 s STA 6+1 .41»SD UNE\ C "` / ` O d" Y " I STA 0 21 J•' �Fl B' 622 10. D -_--_ - k ,..m NST 5 R8 I 4+ 8. 1» -2' • .\'� J TC=62 .21 - CONST 1-24 �, u` 0+1 L , 6' S A. ° 5' CURB I " -&Z,.71 6' L/, = 4614DRIZ. BEND p -_.-_ -.-_- ___'' • FL 8" 624.15 C=624.70 P, STA 2+13»5. [it S 5" 623. 620.20 EN 24 CO 3' O E �. -_..__ _ 12. sn5T 0+00�S T B e1 STA 0+727 SD E B1 `''$ L+J REGI III - --------- EL V. = 622.30 1-- rn \ STA 5+26.21»SD UNE 'B-2' CONSTRUCT 36 SLOPING HDWL \ 5 FL 15') 2 E - 2389983.71 CONSTRUCT 3' CONC. _ COT ToNST STD 0 CUB 2+10.12»SD UNE B7 _ PC = 0 24 1 HEADWALL N = 7029300.01 E = 2390219.03 FL=821,35 I _ PILOT CHANNEL z `r 0+1 SD LAT 'B3e' +00»SD LAT 'B7 W A N = 7028198.68 \ �\ �\ E = 2389752.79 r - 60.40»SD LAT 81- o N = 7029449.00 T C r` - - - - J/ a CO ,80' BEND j FL �T8'� £ 17 STD 104.,C�1�2B 1 LE q N 70293614.36 (' \ '`\ \ i' ��� �,/ it6=6?7.80- 4'� 25 CY ROCK RIP -RAP \ /� » - . FL=B23.10 yq THD ITEM 436.4 8' DEPTH Z W T ! pp STA 1" 621. D lAT 'b -add' 7'. �� •0�' DETENTION POND 1 TYPE A DRY RIP -RAP \J ! I� FL 8' 827.50 12' 622-20 STA 1+52.23»SD UNE '8 �� it 8 LAT - STA 0+00»5D LAT B,-3'1'-- FL 3 DETENTION v y LLj SU INSTALL: » 10 Q POND 2 ` i` _ \. Ne �'. 1-12" 30' BEND Z FL 12' 622.44 P. STA 5+90»SD LAT '6-3' _ ° n Z I-' CONSTRUCT 3' CONC. PILOT CHANNEL / O T STA 0+00 B -3c � Z / _ _ S� �� AV� i o W / 60.00_00" E _._ 27�_a8 - 0+081 » 'B -3c' $ , ` END S PI OT CH NEL + U N . 029327.74 CONST 5' CURB INLET e / \ / To- 30.55 - F1=626.56 PT = t8-50 L-79.400 00 ' 2389695.77 /,/ r - / :�'= ==- / \ '� \ \ \ \\UJ 0 J � L=78.41 D• / / / Tan=45.1 9 - 1 STA +5080.1 SD UNE_B-3' a FL 12' 830.6 I _ I og. STA 1+83.86»SD UNE 'B.�-'1'�� ,/ m` /""� T' = °�' `C JJ C�S" - _ �R -.. y� i \ \ \ LL - STA 4'x4' NC. BOX PER GA -13 CONST 24' SLOPING E?D ALL ^ �/ o _)j - `� yy'p 'd \, \ \�\ \ DETAIL»SH C9.3 G e 2389881.27 O -.- 7+001 UNE 'B -3'I N 7029319.)3- 2e 029318. 3' z4' so 6 (18) 6z6� z = -- _ r. - - \\i :F .m STA 0+37. LAT B-Jb' ?. // / "� /mac\ >� i \ \ \ \ \\ �,, •Y� \ \\ \,� r 'l .i F- -2! STA 0+00 'B» S 2+58.77»SDE B -i'= / .• "'I \ \ \ \ '\ \, \ -� 1 j \�`\ �' ''�'� Q \ \ \ \ \ ".,i O 82 + - STA 0+08.5 SD LAT 'B -3b-2' F- ! / A �V \ \� \�- A N tAT B 36 7 e SO PC=2+66.56 //'� \ 0 \ \ \ \ \ 5 Mcn CONST 5 LA 'B-th• ' Guse 1N �. FL -62 .81 TC=63231 STA O+ 83»SD LAT 'B -7h' ST 2 93.66 .UNE FL -627.07 4' ' `S CONST 10 WRB INLE + '" _LA7_'B-3b' TC=633 7\. �. i \, \ / /,/ \ \ •\ \�'" / \ \ \ . ; '1� 1\\ \ y�C\/ / J i\ \ \. \\ 0 3 PIPE 91 t FL= M50'0 1 5' � G�/ / A A A ��` A A A i �\ l � V ! � \ � / s \ \ R=100.00 - \ \'i i \\\ \ \\ .\\ \ \ \ �°', ' \ FL (12') = 627.35 L=87.27 / `� "".. \ \ ", \ 9\ N 1iI = ran=46.63 ✓ �„ '� A' `� �Vt,�'.. n i'` V A A'A' A, \ a INNQ w A A \ 5 3+54.68»30 UNE 6-1 - .r!� � V A \ V ��• � \ YiV AO. .. (1 1 -ROOF DRQ NN TO 12 SD f (12•) = e2z62 sT o+oo»sD ur B- 9 � 21' � � a 4.. ,5 _ sT » B i ' B fjO1NNSTO1n'tcc�.� WN" a, vv �v • v i+ TEs v a y� �l v A`,9 0 g� o Wit' \ \ \ \ \\ '�'% /� dP TRACIY7R SHALL\ UB I 'RER\ y / 'N\ \\ Q I M Y• '• ��RMM oo ANO LAG \ \ \ \ Q ' I a �( \\ \ \ i i / \' \ \ "^ TT FO IHATPOR ON' 0 QTH I $70RMCDRAIN TO \ SMOG 'J C / ' TM�Y1Q R, \ 71 B _ TH N H 114 \ m M I ° Q �>� \ \ ; \ �� \ `^� NIGH 7RUCnpN lHA'gZ WIFL $$ _ SRA 1+75�' D LAT '8-36' o �',\ IDH OF- Y (N E AF OSETJ INSTKLLAhON /\ / \ II m / Z CONN 1 F DRAIN 1a 72' SD I \ \ \ \ 0 20 \40' 60 80 �, Q •-\ OPA ❑ 7Y U ON NQN=�CONjR O i1C`�ESS / \,\ 1+ ddd S1'A 0+13.80»60 $ 'B-1 Y.. \ \ \ \ \\ \ 1�� • \ 0 Q \ \. �_\ .k\ \ \ \ \ \ \ HIM Y IT 0 TMCECN. TI AN ALL „ \ \ \\` \�\� °o _rn 3 v ,2"=62 _ 1 _ 0. ` \ .'1 Ffi40' \ \ e C0 H,WA .PRI L1,TO R�STRUC DISH \ Y i� ` � \ %/ _ \ < RERMTI UDING`EROSIQQUIR NTIbOE,mnrFlCTi� -I i ONST 1-2, 45' BEND i. A Q Q yA I FL 21- = 626.33 \ \ �.� = - > -,� \ , \ \ \ \ \ \ \ k o Qi o ;a V \ \ �a A ' y Cp fn o o v o_ 46.73' \ \ �\ F' \ \ Q�� \ \ \y " \\� i \ ' Y' �\ \. y NTROL A RESFORAT- Ol: Dj�iUR\BEdY AS TO \ \ \� \ \ 8'\.,� IN RDS AND CATIONS. k i �. �A\ �\ �l I ! N • � I v \ v>, , ' w'v �\ v �Q °\ v yv. � v �_ A y.v. _ �'<, y. � vv v ��`, A \ �, v` ", ., `;�"� v`. v A� � �� vA SHEEP 04.10 f:\3306-04\30604STM.DWG modified by i9onzalez at Jul 13. 2005 - 6:53om \ = STA 0+84.19 -SD LAT ' 19 s DETENTION \ TC = 833.80 % I 1 CON POND 3 0 i FL = 829.30 o I I ST `14+0 *• y A - I i I . ROOF DRDRAININ G n ti h SiA 13+N1. AL- UN y p PIPE SIZE CHANGE \ ST 1 00»• U E 'C -t' 4 =150. STA 0+15.34=SD UNE -1f I 4 FL 10'=830.00 CONST 48 SLOPING HEADWALL Q ego. CONST f3'1 WRB INLET I I I I M S, =327 '49" TC = 638.15 I ! 43. FL = 631.65 z I t 0 20 40 60 80 9STA 1+23.90�SD U 'C-1'= \ - 1'=40' �iA \ STA 0+0p -SD LA -11g, G'=' CSQ „ „ Y `- - STA 1+89 7' =SD UNE 'C- ' h " ` �� \ \ STA 0+00"•SD LAT 'C- " STA 0+04.91»•5 U +03. e S -_ \ 18' S4 CONST 5 CURB INLET FEDERAL WAY I DUNE 'B' \ x I TO 636.15 STA 16+13.80_�UN 'B' q5+00 SD LAT. B -e' _tv _j --- o .i FL = 631.65 e" 'v1 STA 0+00=SDS B -d' STA 1+07.92»•SD UNE 'C-2' ' P7 - t+92.55 0 8, 1y ..i _ , gip.-_ _ __ _...__ .....-__.... . __.. _.._.__ _.._. .-_......-..-_ __._.. _._... _ .. ..__ _-. S .- I.f CAUTION !!12-21T _ � \\ HEADWALL 5000000W PC STA 2+10.87 „ „ „ „„ �I-- Le,J CONTRACTOR IS TO CONTACT TEXAS ONE -CALL 2+ 200 9=SD UNE 'C-1'= ig SD CONST 5 CURB INLET ST 0 11.22 -SD UNE 'C -td SYSTEM (1-800-245-4645) OR OTHER UTILITYRIO\N'� 0+0p»• LAT C-te e , A LOCATING AOIAO SAT LEAST 48 HOURS PRIOR TO \ \ J CONST 5 URB INLET STA 0+04.88�SD LAT 8-d' a 630 75 CON LOTION ACTMTIES. BURY &PARTNERS IS " ` » TO = 636.70 CONST 5 CURB INLET ' NOT RESPONSIBLE FOR KNOWING ALL EXISTING p. 5„ •C_2• ,b `�`� S A 0+ 4 »• 'C -1d' FL = 832.20 TC 635.25 - •-; t;g�% •- Q UTIUTIES IN THE PROJECT AREA NOR FOR ` ♦• CON 75 B INLET R=150.00 FL=6307 �;;;"t I ! DEPICTING THE EXACT LOCATIONS OF UTILITIES ON "Nr•• BIXp " �AV TC " 636.70 L=78,54 e THESE NG THEGS. G fr C=30'00'00' i5+33. FL 10"-631.50 wSD y_ �`Ov 2+18.97=SD T=40.19 Ir CONST 5'X 3' JUNCTION B 1 ,.,_, _.`, �.. `/ PER DETAIL -SHEET C 9.3 EXIST. 24 P " TA 0+00»•SD T id t [""•"...""` - ' ....... .... W 6 A� STA 2+17.66�SD N 'C-'= PT STA 2+89.41 -SD LINE 'C-1'� STA 15+69.43=SD - O+OO�SD C- o r} CONN. 10 ROOF D IN ; - I W .-........ SEE SHEET 4.3 FOR STORM DRAIN NOTES a�P g --------------------------- --------- W __. ! o F \�X ,S m� .. Z G -10 Ld Z / £ p» C MOVE 10' ib `' a _ o W i o c CONST 57D Or RS INLET --- ""'"'"^"' ••^•• `-- AN 10 LF 21 SD 30'00'06E ..rt; �y "q_; .:.,-- a.,.�, _�.,._..__<.�_-a ,,. r i - BM TC = 637.80 j z c ' - o °;! - . sa..•a�t. = I ... a CONST 0' CURB IN T FL = 634.00 j m STA 16+62«SD UNE '8' 1 0 I X 6 / A 2 LF OF 2 SD IA 3+85�SD UNE 'C-1' Y CONN. 10 ROOF DRAIN Z 0 TC = 37.50 /� a CONNE R OS 27" 1 NN. 8 RO DRAIN I I Q Z / FI. = 6 .00 / / \ I G 10' S In-.,.._-._,....._:_,.:_.-M,>.t r r `t L (TO BE FIL EX F1 6 .70ED) \\ 5 4+•08.72«SO UNE 'C-1'= 4+�,L" FL 10"=63200 - 1 30' BEND 8"' z¢ .,,.�.,.....,,..,.,,,....� ..._.... V » 629.94 V \ \ FL 8"=632.00 . 1 r I° o ' a` SO FL 8"=632.00 ! I TA 1+75 SD LI E '91-1I ` CONN 887 ROOF DRAIN ! .T •(� < CONN. 8' OOF DRAIN IPA _ 17+59.48 --SD LINE'B= U 'a'= ISTA 0+00 SO LAT.'B-c'- TA +88.78 -SD UNE '01 V • No \ \ STA 5+34 -SD LINE 'C-1' STA O+Op�SD LAT. 'B -b' „ - ' BEND a <s \ $ \ CONN. 8 ROOF GRAIN {�- ° PARKING GARA WEST inrse-b. T�9 STA 0+24 SD LAT „ FL B"=633.00 F STA 0+04.04• -SD LAT 'B -b' �S TC=637 76 -iB 1 LET i STA 3+13.22 -SO UNE B 1' ° m x� g x \ TC=637.76 STA 17+9 D NE 'B' CONST 5 CURB INLET \ Z \ STA 5+75.46 -SD LINE '9-1' _ ''d FL=833.26 6 S CONN. 6 OOF RAIN TC=637.42 m� �Z ° NDD \ OD TA +00»•S C -1a S A 78+OB�SD UNE 'B' - FL -63292 STA 7+44.64»•SD LINE 'C-1' \ d0, \" SD CONST 6'x8' JUNG. BOX PER :� CONN. 8' ROOF DRAIN i FL 6 8 3.7 w 3� DETAIL -SHEET C9.3 'CONN, 6 d CO NEC TO IX. 30 SD \ 1 5" Oo° STA 18+45. OnS UNE B'= I ` tt 8"=633.00 \ F \ I STA 0+00 9-a GA -2 E, .11N ern \ ® STA 7+41.15=SD UNE 'C-1' \ - 0+07 -SD LA -a' STA 0+79 SD LAT CO B -30 6D' B \\ 11-12 D STA 0+00 LAT B a1 0 31. 5»•S L SD •C -ib' W 1 ON 0.849. a B -a' r 0" 18' SD CONST 5 CURB INLET LAT 'B-aSTA G+97• -SD LAT ' G =639.80 T 18 50.0 »•SD LINE ' ' LAT 0-0 STA k \ H• 12 633.64 FL - 635.30 1 SI E CHANG 12" SD ON 0.709. l w BTA 0+09 SD LAT B at' h Z L 30� \ `'p 0.'1• G E r CONST 1-12 45' BEND W ------ `\l\\\ `-°4,\„ VNF' p0� STA 6+23.8t�•SD LAT 'C-ta'= STA 0+37�SD LAT 'B -o1' m" \ Y1°+O \ \ STA 0+00»•SD LAT "C -ib' CONST 1-12 45' BEND "� FL 12" = 633.54 '> ! \ \ _ FL 12" = 633.74 m° FL (19") = 633.37 v'I STA 0+51.50»•5 UNE 'B -a1' Q \ \ \ CONN. 8' ROOF DRAIN STA 1+00 -SD LAT 'C -7o' + z -B-."12` = 633. ro CONN. 8 ROOF DRAIN m A 0+46.70=SD LAT 3 (18») = 834.13 1 0 \ \ FL (8") = 634.55 STA 19+23�SD LINE '8' ONST 1-12"45' BEND \ ;` JUNC. BOPER DETAIL \ n CO N. a R00 R AL 12' = 633.81 H C=840.70 Z W \ ON EX 36' AND 27' \ o- \ FL 8'=635.00 6" '^ Q SD g"\gp �'.y FL 8'=635.0 8 LF. OF 18' SD \ \ CONST SID 10 URB INLET I Wy \\ \ \ TO = 83.25 `STA 19+28.00»•SD U _'B) ® , \ \ \ 1+ FL = 8344.75 E�{D 9'" D N P ,,,gip � � ..•""'_,mss..-� ':'_:_ _ _ _ mbl E 19' SO TO I !mrx B. w 1-19 60' BEND \ © o LX. 19" SD FL (18") = 634.43 \ n v Y X \ll , X a EX. 18"=630.60 BE FIELD VERIFIED) ® a L'J - C ' 8 Ex 2-2" o X �' r '+ I� OEADHEAOS II SM #1 - REFERENCE ELEVATION = 647.73 CITY OF SOUTHLAKE GEODETIC MONUMENT #3 O �_`X` 7 'd \• �. CO it, ALLUMINUM MONUMENT IN CONCRETE ON THE EAST SIDE OF N. CARROLL AVENUE IN FRONT OF CITY OF SOUTHLAKE FIRE. STATION / BM #2 - ELEVATION = 622.72 CUT 'X' ON TOP OF CURB INLET ALONG SOUTH CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, 1100' t WEST OF THE CENTER LINE OF VILLAGE CENTER DRIVE F:\3306-04\30604STM.OWG-dllied by jgonzolez at Apr 28, 2005 - 1:14pm o w m o < m z n z0i5 L 'zF�Dn9 Iltitill _ o W �oFm o � o - N 7 a pp 4 v a ht'^' F`„Tfkq 10 s0 og :� 0 °••SliERROD•91BB •*m p««.......... 89442 �PdSOFF 6(SrF.N.S�'G��a �Op�ONA uoN z QZQ ori � CL z LLI Ix �:® 'W'A V! G o O -+P co 30" SO J ]�rcb Q W co �rI 10' .T! = 631.20 O _ I D LINE -1' 1 0 DRAIN 6 1 La UJ 10"SD I- Ul IE -1 W ' , ` D AI �� � v e' y W Z STTC Oi Ex F UTL STA 13+74.54 -SD UNE 1B-1' 3-x3- JG W0 '^ DETAIL«SHEET 09.3 AAI W aILL. _ o J cn U o Q o RECEOVED o = m IM APR 28 m i z CK N m 3 U d °u a? 2 t v o o` / SHEET - C4.11 F:\3306-04\30604STM.DWG modified by lgwzalez at Jul 13, 2005 — 6:55am n / 1Q0 "p \� 0 '20 40 60 80 GENERAL NOTES- STORM DRAIN 1. GENERAL CONSTRUCTION NOTES: REFER TO SHEET CIA 1GENERAL CONSTRUCTION NOTES, LEGEND AND ABBREVIATIONS" FOR THE GENERAL CONSTRUCTION NOTES FORD THE PROJECT. 2. PROTECTION OF UTILITIES: THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS FOR THE SUPPORT AND PROTECTION OF ALL UTIUTY POLES, FENCES, TREES, SHRUBS, GAS MAINS, TELEPHONE CABLES, ELECTRIC CABLES, DRAINAGE PIPES, UTILITY SERVICES, AND ALL OTHER UTILITIES AND STRUCTURES BOTH ABOVE AND BELOW THE GROUND, 3. PUBLIC STORM DRAIN PIPE: UNLESS OTHERWISE NOTED ON THE DRAWINGS, ALL PIPE FOR PUBLIC STORM DRAIN IMPROVEMENTS SHALL BE REINFORCED CONCRETE PIPE RCP), CLASS III. CONTRACTOR SHALL USE RADIUS PIPE FOR ALL CURVED STORM DRAIN IN LIEU OF PULLING PIPE,, JOINTS" 4. PRIVATE STORM DRAIN PIPE: UNLESS OTHERWISE NOTED: ON THE DRAWINGS, ALL PIPE FOR PRIVATE STORM DRAIN IMPROVEMENTS SHALL BE AS FOLLOWS: GREATER THAN 36": REINFORCED CONCRETE PIPE (RCP), CLASS III 15" THROUGH 36": REINFORCED CONCRETE PIPE (RCP), CLASS III OR HIGH DENSITY POLYETHYLENE PIPE (HDPE), N-12 4" THROUGH 12": POLYVINYL CHLORIDE PIPE (PVC), SDR - 35, OR HIGH DENSITY POLYETHYLENE PIPE (HOPE), N-12 5. RCP JOINT SEALANT: REINFORCED CONCRETE PIPE JOINTS SHALL BE SEALED WITH RAMNECK OR APPROVED EQUAL. 6. GROUTING: ALL PIPE ENTERING PUBLIC STORM DRAIN S STRUCTURES SHALL BE GROUTED TO ASSURE WATERTIGHT CONNECTIONNON-SHRINK GROUT SHALL BE US D ON ALL STORM SEWER 36" OR GREATER IN SIZE. 7. PIPE CONNECTIONS CONTRACTORS SHALL PROVIDE PREFABRICATED REDUCERS AT ALL PIPE SIZE CHANGES TO PREFABRICATED WYE CONNECTIONS AT ALL LATERAL CONNECTING TO PUBLIC MAIN LINES 8. F DRAINS: THE CONTRACTOR SHALL COORDINATE THE EXACT LOCATION OF ROOF DRAIN LATERALS WITH BUILDINGROOPLANS FOR DOWNSPOUT CONNECTIONS END AND CAP ROOF DRAIN LATERALS FIVE (5) FEET FROM BUILDING AT 12" BELOW FINISH GRADE FOR CONNECTION OF DOWNSPOUTS. 9. ADJUSTMENT OF STRUCTURES: ALL STORM DRAIN STRUCTURES INCLUDING MANHOLES, INLETS AND CLEANOUTS MUST BE ADJUSTED WITH ADJUSTMENT RINGS TO PROPER LINE AND GRADE BY THE CONTRACTOR PRIOR TO, AND AFTER, PLACEMENT OF PAVING AND GRASSING! 10, INLET STATIONING: STATIONING OF INLETS IS TO THE INSIDE FACE OF WALL AT CENTERLINE OF INLET STRUCTURE. CITY OF SOLITFILAKE STORM DRAI NAGE NOTES 1. ALL STORM SEWER AND CULVERT PIPE AND FITTINGS SHALL BE ASTM C76. CLASS III REINFORCED CONCRETE PIPE (RCP), INSTALLED WITH COMPRESSIVE TYPE JOINTS. 2. AFTER COMPLETION OF ALL STORM SEWER INSTALLATION FOR SIZES THROUGH 36", THE CONTRACTOR SHALL PERFORM A TELEVISION INSPECTION AND PROVIDE A VIDEOTAPE TO THE PUBLIC WORKS DEPARTMENT. 3. INSTALL (2) BENCHMARKS (2" SRASSDISK) ON DRAINAGE STRUCTURES WITHIN OR NEAR THE SITE. A LETTER INCLUDING THE LOCATION AND ELEVATION USING STATE PLAIN COORDINATES (NAD 1963) OFTHE BENCHMARKS MUST BE SUBMITT€6 TO PUBLIC WORKS PRIOR. TO THE FINAL ACCEPTANCE OF THE PROJECT. 4, STORM SEWER PIPES LARGER THAN 36" MUST BE WIPED WITH NON—SHRINK GROUT AFTER INSPECTION AND APPROVAL. 8M #1 - REFERENCE ELEVATION - 647.73 CITY OF SOUTHLAKE GEODETIC MONUMENT #3 ALLUMINUM MONUMENT IN CONCRETE ON THE EAST SIDE OF N. CARROLL AVENUE IN FRONT OF CIN OF SOUTHLAKE FIRE STATION 8M #2 — ELEVATION a 622.72 CUT 'X' ON TOP OF CURB INLET ALONG SOUTH CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, 1100' t WEST OF THE CENTER LINE OF VILLAGE CENTER DRIVE 12 O 0 0 3 Z 1 9L ■ cc9 W V+ J 2a Cc Illl- P^ co T J5 `W co 0 f^ W Q X LLJ W J 0 2 H j \W '0^ i 4 LL.J 0 c U RECEIVED E® 0 JUL 13 2005 BECK 0 Iz CD rn o v v (z a SHEET C4.12 r 6" SKIRT WALL o aL-------- _----__ °— TOE WALL 36" RCP AT POND1 24" RCP AT POND 2 I i1�t TOP OF GROUN THROAT 36' RCP AT POND $1 24" RCP AT POND 2 3' CONC. u PILOT CHANNEL Q I ! 6"r4'll " 6 4" THICK CONC. 3000 PS RECTION A—A THROAT ELEVATION 100 Yr. W.S.E. ph 5 Yr. W.S.E. - 626.20 b2 100 Yr. W.S.E. = 630.00 01= 1.5' 02 = 1.5' a2 b1 = 2.37' b2 = 3.32' BOTTOM OF OUTLET STRUCTURE 5 Yr. W.S.E. a ELEVATION - 620.00 L4!l�fE 61 5 Yr. W.S.E. - 621.44 BOTTOM OF OUTLAY 100 Yr. W.S.E. - 625.40 STRUCTURE ELEVATION 01 01 = 1.00' a2 = 1.50' b1 = 1.30' b2 1.92' BOTTOM OF OUTLET STRUCTURE ELEVATION - 615.24 OUTLET STRUCTURE 'WYE' INLET DETAIL FOR POND *1 AND #2 NOT TO SCALE cc�^ W Q LJx U~ W i D W 0'^ i V J J 0 D I— tc U SHEET C4.18 5' ALL REINF. HALL BE 5 BARS SLOPE TO MATCH POND I.'� SIDE SLOPE (3:1 MAX) \ \�� 6" CONCRETE PVMT. REINF. - Soso• (SEE VIE- W/44 BARS O 12" OCEW 1. SPECIAL TYPE Y INLET HAS WEIR OPENING �___—____ _ REQUIRED ON ONE SIDE. _ 2. ALL REINFORCING SHALL BE w/ #5 — — — - _ e" SKIRT WALL- BARS 0 12" CENTERS. \ i TOE WALL - 36' RCP AT POND #1 J W-cTm 24" RCP AT POND #2 p sm 1�7� SLOPED HEADWALL NOT TO SCALE THROAT ELEVATION 100 Yr. W.S.E. ph 5 Yr. W.S.E. - 626.20 b2 100 Yr. W.S.E. = 630.00 01= 1.5' 02 = 1.5' a2 b1 = 2.37' b2 = 3.32' BOTTOM OF OUTLET STRUCTURE 5 Yr. W.S.E. a ELEVATION - 620.00 L4!l�fE 61 5 Yr. W.S.E. - 621.44 BOTTOM OF OUTLAY 100 Yr. W.S.E. - 625.40 STRUCTURE ELEVATION 01 01 = 1.00' a2 = 1.50' b1 = 1.30' b2 1.92' BOTTOM OF OUTLET STRUCTURE ELEVATION - 615.24 OUTLET STRUCTURE 'WYE' INLET DETAIL FOR POND *1 AND #2 NOT TO SCALE cc�^ W Q LJx U~ W i D W 0'^ i V J J 0 D I— tc U SHEET C4.18 O h incl O D ^ I Q M � S.H. 114 - EASTBOUND FRONTAGE RD. Z t� ---- o BM #1 - REFERENCE ELEVATION = 647.73 N CITY OF SOUTHLAKE GEODETIC MONUMENT #3 � I- _ PC STA 2+62.77»W.L N0. 1 � y AILUMINUM MONUMENT IN CONCRETE ON THE CAUTION !! (f) - 0\, INSTALL: ot EAST SIDE OF N. CARROLL AVENUE IN ¢ 1-12" 45' HORIZ BEND FRONT OF CITY OF SOUTHLAKE FIRE STATION CONTRACTOR IS TO CONTACT TEXAS ONE -CALL o SYSTEM (1-BGO-245-4545) OR OTHER UnuTY 12" WATER UNE NO. 1 \ 8 w 1 LOCATING SERVICES AT LEAST 48 HOURS PRIOR TO 2 \ a3 n T BM #2 - ELEVATION = 622.72 CONSTRUCTION ACTIVITIES. BURY & PARTNERS IS g o= B CUT •X' ON TOP OF CURB INLET ALONG SOUTH NOT RESPONSIBLE FOR KNOWING ALL EXISTING CURB LINE OF THE S.H. 114 EASTBOUND FRONTAGE RD, UTILITIES IN THE PROJECT AREA NOR FOR "NP�'( v+ m - v - " r_ a 1100' f WEST OF THE CENTER LINE OF VILLAGE DEPICTING THE EXACT LOCATIONS OF UTILITIES ON _ + U � S � THESE DRAWINGS.25 50 11111111751 w a o CENTER DRIVE 00 1"=50' WARNING( EXISTING UNDERGROUND \\ 50 ®� �= PETROLEUM PIPELINE HOMES o N� oo EXISTING ROCK RIP -RAP \ as EPOT a in < < TF➢7L TO BE REPLACED Lu STA 25+95.82-W.L NO. 1 •-�_`-__!'�- 12` WATER UNE N0. 1 �\ WATER 3 a >' • 0E2R.BIBB;•e END LU 12' W.L. EXIST 72' �"� \� 6` �' w 88442 1-12'INSTALL, PIPELINE CROSSING \ \ / U aP'ac �n&�tl`n�^N�`=� 1-12' PLUG_ "---__ 1-z' BLowoFF WARNINGI WA NI EXISTING UNDERGROUND w o cn ONAL ¢e PETROLEUM PIPELINE VERIFY LOCATION STA D+38.27`x STA 25+74.45»W.L N0, t S TA A T� INSTALL• - 2s+ INSTALL 1 / t PRIOR TO WATER INSTAU ATION 1-12* 90' HORIZ BEND Q Q Q ®Q z a s HORIZ TA 0+10.77 1-12' GATE VALVE & BOX EXIS EXISTING OVERHEAD IVARiAB�' WIDTH ROW)114 I CL WATER AT PROPERTY UNE ELECTRIC UNES STA KIN Gt e _--_ CONNECT TOES Sf 1, & \ �:^ �._. 1j'• I � WATER LINE ` N TALL:k-1.. 114 \ z I-Irx6n TEE+��� ' "-== _ _ Bas Row 1--1RE TE E & 00'� "�.. 1 BOUND FRONT yGF (� 0 w WARNING! m cc - - a 3 \ III EXISTING UNDERGROUND N I z PETROLEUM PIPEUNE ----__ Z cc O 1 �_ "�-'-•y._, I " PT STA 7+44.02»W.L N0. 1 O co " N TA 23+80.92-W.L NO. 1 _ W nn. K INSTALL' U) W¢ INTALL• � - _...,- r -- - "`""--••^• ,�_.__ •� I I I �er r�•ary 1-12" 90' HORIZ BEND �+ _ 1-12'x8' TEE� ` 1-B' GATE VALVE &BOX _ '��"---~, _ � _ � ek so• ci -- _ - - _ Q --_�_ - 12" WATER UNE N0. 1 f-- 8' WATER FOR FUTURE BUILDING 21' END &PLUG B' W.L. O ROW UNE Tn - --Ci- -- Z INSTALL: 2' BLOWOFF - \; TOP OF PIPE = 632.5 O� Q WATER LINE CURVE TABLE _ CURVE DELTA RADIUS LENGTH CH. BRG. H. DIST ANGEN V jk B• WATER FOR FUTURE BUILDING 8" WATER FOR FUTURE BUILDING + C1 5313.84 461.24 55 5'3 "E 461.10 230.77 END & PLUG 8' W.L. END & PLUG B" WL 12` WATER UNE N0. 1 I TOP OF PIPE=625.0 TOP OF PIPE=625.0 _ STA 7+7276»W.L N0. 1 112" WATER UNE N0. 1 INSTALL - NSTALL-. INSTALL 1-8' PLUG 1-8• PLUG 1-12'xA TEE 1-2' SERVICE TAP 8 1-2` SERVICE TAP _ 3 1-6' GATE VALVE BOX 1-2" BALL VALVE & BOX a 1-2' BALL VALVE & BOX j "04 -FIRE HYDRANT ♦rp^� C'= - 1-2" IRRIGATION METER ROW 1-2' IRRIGATION_ METER g" WATER FOR FUTURE BUILDING - 4\ V! I N 1 -BACKFLOW PREVENTER I ( 1 -BACKFLOW PREVENTER '- TA 20+80.28»w.L NO. 1 TA 11+22.70 END &PLUG 8" WL O ROW UNE I \ \ 17.75' W STA 21+61 87»W.L No. 1 INSTALL: - 12" WATER UNE NO. 1 15 5' 12 WATER UNE NO. 1 INsrax6 TOPINSOF IP Blow OFF INSTALL:\� ' II t -12'x 6• TEE 1-12'x8" TEE TOP OF PIPE = 620.0 I 6' WATER FOR FUTURE BUILDING X 1_12• TEE i-6' GATE VALVE &BOX I \ 1-6 GATE VALVE & BOX I. `, STA 9+32.27»W.L N0. 1 Z 1-12'x8' REDUCER 1-4' TURBINE M & V UL 1-FlREHYDRANT 15• I ' INSTALL W 1-12' GATE VALVE & BOX 2-6'x4• REDUCER - Tn + 1-12'xA TEE W 0 1-8' GATE VALVE &BOX 1- 'PLUG ROW E .. ^ # ® 1-6" GATE VALVE &BOX • ^ 3" 3 i 1 2' BLOW'OFFROW UNE U DIVISION STREET �, - - - - CD 'Lp �, _� _DIVISION STREET _ _ . / W 1s' o0 20+00 2• 9+00 +a % n s+oo 14+00 / /3+o J z+oo 12" W +ao 04 6` W Z 7 12` W IN 2" 11STA _j 56»W.L NO 1 " 1 Z 1-12"x8` REDUCER STA 16+96.33»WL N0. / W O STA 18+31.64-W.L N0. 1 INS1'AlL•1®Ll-J I e STA 15+81.33-W.L NO. 1 STA 14+56.51--L N0. 1 STA 12+80.92 W.L N0. 1 2-12" GATE VALVE &BOX INSTALL: INSTALOI I I I 1-12'x8" TEE --. INSTALL: INSTALL INSTALL I TA 10+26.83»W.L Q T-8' GATE VALVE&, BOX 1-8"x6' TEE STA 27+00.00»W.L NO., 1 1-12"x8" TEE 1-8' GAZE VALVE &BOX ---�- 1-12'x8' TEE 1-12 A IEE L I 1-2' SERVICE TAP INSTALL: �1I YVj/11 1-fi GATE VALVE & g0% 1-8' GATE VALVE & BOX _1-6' GATE VALVE &BOX.. __i 1-2` BALL VALVE & BOX 1-12'xB" TEE -I 1-6• GATE VALVE &Box INSTALL• I 1 -FIRE HYDRANT Q 3 1-FlRE HYDRANT i-2' SERVICE TAP 1-FlRE HYDRANT INSTALL: i-2" IRRIGATION METER 1-e' GATE VALVE &BOX W 0 1-2` BALL VALVE & 60x I 1-B'x8' TEE I I I I 1 -BACKFLOW PREVENTER _ L,, -,0/ ` ♦n 1-2" IRRIGATION METER STA 20+39.29»W.L N0. 1 1-6' GATE VALVE & BO% -- _�.` V J INSTALL' t-6" PLUG O ROW UNE-. .. .. ... ROW.,„., -- 1-12'X8' TEE ENO &PLUG 8" W.L 1-B` GALE VALVE &BOX INSTALL; STA 16+5483-W.L NO. 1 - WSTALL 2' BLOWOFF 1-2' SERVICE TAP 6" W INSTALL. 0 ` $" WATER UNE N0. 7 ``�\ J 1-8' PLUG O ROW UNE -- - 1-2" BALL VALVE & BOX 1-12` TEE INSTALL• ! O 1-2" DOMESTIC METER j 2-12" GATE VALVE & BOX' SERVICE TAP 1-8' GATE VALVE & BOX 1-Y BALL VALVE W ` 1-IVX8' REDUCER 1-2" DOMESTIC METER 8" WATER UNE NO. 2 11 ¢ o INSTALL j D GA -6 o GAB- 1-3' 7URBINE MMR & VAULT O r' GA -5 Z INSTAU: 1-4"x3` REDUCER 1-8'x6" TEECIO 15.5' 1-6' GATE VALVE & BOX INSTALL: �.; 82 (� 1-6" PLUG O ROW UNE 1-8' TEE ROW 1-2' SERVICE TAP 1-8" GATE VALVE &BOX • INSTALL; ., . 1-2' BALL VALVE & BOX 1-8' PLUG O ROW_ UNE II INSTALL• �� 1 8 22.5' HORIZ BEND 1-2' DOMESTIC METER e - 3 Q s 4" W VI LVE &BOX ✓- N 3 INSTALL• ......: ........ .." _ - ' 1 8`xG TEE 3 1 e'x6' TEE ^ ^ ® 'i INSTALL• ` AlE_ 1-8" GATE VALVE & BOX 1-2" SERVICE TAP 3 1 _` ---. - • . _8A TEE /� y 0 GA -12 a 1-s• GATE VALVE &Box - " 0 8" WATER UNE N0. 2 LO 1-2' BALL VALVE & BO% _ ry 1-8' GATE VALVE &Box e �p a '� 0' 1-FlRE HYDRANT / $ W 1-2' DOMESTIC METER $" W ✓ srALL ra........ o 6" FIRE LINE m o _ 1 8" 90 HORIZ BEND --- .. .... " INSTALL. - / 17.75 / i QP N S" m M 1-8 TEE o I Z Z1 8 GATE VALVE & BOX 1-6" GATE VALVE & BOX W ! 1-8' 22,5' HORIZ BEND I 1 -FIRE HYDRANT T �! J� \\a'\'\ RECOVED ALU Q F INTALL 1- 8' TO \� o rn o m ti 1-8"x6• TEE r\ \\ 3 o w w '� 8" WATER UNEJ N0. 2 1-a'xs' REDUCER j I ;a- W 1-8' GATE VALVE & BOX \ \ JUN 2 2 2005 $ a $ v a Z 3 W / 1-6" GATE VALVE & BOX 1-8' PLUG PROP UNE OC/'�L/ SHEET ".00Q W i-FlRE HYDRANT 8 WATER UNE NO. 2 .67GVf� 1786' GA -4 Row GA -11 Row GA -8 GA -13 �\ 71 C5.1 F:\3306-04\30604WTR.dw9 modified by j90nzo1e1 of Jun 22, 2005 - 7:410M STA 10 •• 94 5' DISS I "^+-,,,•`,y` CONST A MH SM S' RIM ELEV = 629.10 N7030544,37 E 2388806.70 - �^� W � a" SS w 6 55 �>URE) (pSN c PAD RESTAURANT F:\3306-04\30604SWR.dwg modified by jgonzalez OL Jun 11, LUW - /:"Llam - _ ►'S5' 4 E a --Y` ' - '� '1 - CAUTION !! 15.3 - STgr� E �G -_-.._-'.WARNINEx! _ Sr �q E HIGHbyAY --. _ CONTRACTOR (iOeoo T24 ON45 5)TOR OTHERAS un TY _ EASTQOU Hf Y ND FRO 114 EXISTING1=26RAs_e Wwr 114 - �` N ROW7 - --------- HOURS PRIOR TO CONSTRUCTION ACCTINIIES BURY& PARTNERS IS �W� aGe RogD PIPELINE -__._ - I hl ! it NOT RESPONSIBLE FOR KNOWING ALL EXISTING '�j .Id O -- �--__ S48-21-21 -E WARNING! -__ _._ UTILITIES IN THE PROJECT AREA NOR FOR I�If II DEPICTING THE EXACT LOCATIONS OF U71UTIES ON I o 7 -_ 19.72 STA 7+00 - SS UNE 'A' CONST STD 5' DIA MH �- __ _ EXISTING UNDERGROUND --- I i THESE DRAVANGS. - --- 1 a V m __ _ "-•�.yw RIM ELEV = 631.92-->.y:_. '....,- PETROLEUM PIPELINE -"---- STA 0+00 -SS LINE 'A' I�III---'- !!! ^ .�,• g+ _ .. ,�..,__ N 7030280.96 E 2389101.02 ' ' SS LINE A '„�_ STA 4+43.18=SS UNE 'A' STA 0+00=55 UNE '8' CONST STD V DIA _ " 0 (PUBLIC) -•-�_, STA 0+00=SS UNE A -T CONST DIA DROP MH-- - D-4'15'28" RIM ELEV - 620.95 FL ELEV (EX 12") 609.87 # (VERIFY) ------_ I�, _. __ __.r l� 0 25 50 75 100 -----__ i < E., a _ �,� V RIM ELEV = 631.00 -.-- - - R-306.64 FL 029 5.' (PROP) = 610.03 ) N 7029815.04 i °, -----_ - I I ---__,_.., 1 °=50' 1� I4 �'.-..._-._.--_ ¢ o ¢ rn o = a _ N 7030109.85 238829219 T=19 5�- E 2389820.38 ry______ i I ji lip I o in n h+4 E' SS LINE 'A' _ -_ \ -- �_ -- = L 394.51 C=394.42 - '� - I I y REMOVE PLUG &CONNECT m ® a w n 'w r �1V 10" (PUBLIC) �� _ .,_ l,^, 0p - .. _ _ .. s_ . • CBaS 9'23 33 E STA 0+98.89 =SS - �I!, a ��I' III TO IX m,. r, i EXIEND .�` 12" PVC TO PROP MH J s z u O Irl -.._.._,_ -•„.. �.-•-..,....,,, 4+p0' --'�� ---_-_ ._ CIAUNE'A''- CONST STD 5' 3.1 MH RIM ELEV = 623.10 N 7029866.85_._, ^-�.._....,. S34'40' 5"E t f • __.,--�....•.-., �_ ._....._,.¢ If�� -_... -- _..._ SiA 1+114.6"SS UNE B' a `" ° 6 E 2389554.57 _- fI� T STA I� 'ILII STATE ATE HIGHWAY CONST O+OO!SS. UNE 'B t STD 5' DIA MH _ 4 a •�?• "meq *4p o --•- .� - .__ 114 II J� EASTQOU RIM ND F80NIAG ELEV = 623.75 ____._ ----� 5 o E ROAD N o 7029717.73 e 2;2�� _ 5E -= - 2359786.92 &8442 ` 7 -,-._. S552 w w = ddd�6NF'ANl$ENo\'`e> ROW SS LINE 'A-1' ® o � L' \ \ - 198.65' OO�c --- - --:r a' Fe;Roea o g o rc °� �� \': I 10" (PUBLIC) \ `r - - %J 21TT65 \ f-10 -- 0+00 _ _ - _ - - B STA 0+61.25 -SS UNE '8-1' i SS LINE 'B' \•' t \ e INSTALL 61 LF-8"SS ON 2% END & PLUG 6" SS O ROW 1� 1 - iii 'A' � 10" (PUBLIC) 11175 FL ELEV = 612.50 I" STA 0+38.54-85 UNE 82' O - CONST STD 5' DIA MH ftIM ROW W � N 70298298 37.22 E 2389588.84 S30"00'00"W Z \\ , SS UNE 'A-1' I a !. rz r1.89D z I o o char. -o ncees 10" (PUBLIC) z I FERPRI PKa enreRpRr s I.Qd. VOL. 14561, PG. 525 DHTC) CL A KD7 DIVISION STREET STA 4+79.01 « SS UNE 'A -T CONST STD 5' DIA MH STA 3+19.51 ^• SS UNE 'A-1' - STA O+OOlS: UNE 'A-2' CONST STD 5' DIA MH SS UNE 'A-2' DIVISION STREET v`3 RIM ELEV = 630.20 N 7029912.90 n RIM ELEV = 630.24 6 PUBLIC N 7029833.15 " (PUBLIC) 12" W E 2388994.30 9 12 W E 2389132.44 12 W T -V _i _ _ 0 12" W W - ._ _ 0 STA 7+22 = SS UNE 'A-1' t+00 -N - - STA 2+94.52"•55 UNE 'A-2'-, \ 'I INSTALL 4' SS LAT O 2.08% MIN GRADE W/ CLEANOUTS RIM T S 828DIA25MH R. 4'=829.80 C PER PLUMBING CODE $I n M I I N 7029685.90 E 55' FL 6"=621 8 � w FL 4'=625.50 _ .__ - � 2389387.48 _ [ W v. z S SSS UNE 'A-1 ... OW ' _ '` END & PLUG CONST STD 5' DIA MH RIM ELEV� 630.85 4"-625. 0 » - 'A-2' _ ; Q co FL 8 =623.02 80% W/ STUBOUTS TO WEST - STA 1+79 �, SS UNE 'INSTALL 47 b 55' N 7SEfaV-.25 E 2388962.17 W 9TA INSTALL 0+14.42 SS UNE A Y 6" SS LAT O 208% 4" $5 LAT O 2.08% IN GRADE W/ CLEANOU75 i Q ' I' SS FL 4"=627.50 .. '� W 9 MIN PER GRADE W/ CLEANOUTS PLUMBING CODE PER PLUMBING CODE STA CONST ++70.92 -SS UNE 'B' STD V DIA MH _ I- Z .� U 3 SS LINE 'A-1' GA -5 a ° GA I(ry O o RIM ,^ V�J 10" (PUBLIC) +I FIFE = 633.66 Z H�� FFE = 633.66 FFE = 634.16 y SS LINE 'A-2' W/4"LLSTUBOUT N E TO WEST 7029478.48 2359650.78 y STA 5+87.50 - SS UNE 'A -i 2 STA 1+55 - SS UNE 'A-2' 6" PUBLIC ( ) _ ` - INSTALL4' SS LAT 0.26.1f t7 INSTALL 4" SS LAT O 2.08% `� W MIN GRADE W/ CLEAN TS G PER PLUMBING CODE ( MIN GRADE W/ CLEANWTS PER PLUMBING =- SS UNE 'B' TA 8+31-5S UNE 'B' 15.5' :.; 10" (PUBLIC) I 'ONS. STD 5' DIA MH IM ELEV = LK2-I_-1 _�-�J" m r-, '• W wT-C-; s G INSTALL: _ e, 633.07 N 7029339.85 E 238957 .7 W GA -12 I PLAZA PLACE 3 37 DOUBLE FFE CLEANOUTS �/ FFE = 636.75STA 7+22 = SS U NE 'A-1' INSTALL 4" SS LAT O 2.08% I in 3 o „ W o + w i 6' I _ 8" W END AND PLUG 8' SS ✓ i STA 7+94.17,UNE 'B' Q MIN GRADE W/ CLEANOUTS O + - .. - - __ _ • �.. [_} - - L„? ' -29220.94 __ FL 8' ELEV = 625.08 i p T O 2 PER PLUMBING CODE " ml FL 6"=627.17 \ N 70 i E 2389572.83 SS FL 4'=627.50 N W _ F Q STA 7+3292=SS UNE 'B' CON CON CON CONCON CON CON CON CON CON AMH CON 20.75 �j�j�,,�a�� BR T010)iE• i 1� J • o INSTALL 6" SS LATERAL 3 W -: I GA -11 i ° W 3 " STA 5+55 -SS LINE 'A-2' CONST STD 4' DIA MH RCON IM ELEV D 634.57I W STUBOUT TO EAST / N 7029251.56 - ry,a� /1 1 p OWNS PY-' O 'A-7' I O 1.04% MIN GRADE W o p CLEANOUTS PER : I FFE = 634.25 I W o > FFE = 633.67 RIM ELEV = 632.21 W/4" STUBOUT TO WEST E 2389519.78 - Ov ,, ,,/� %���• i .Y� STA 8+19.07 SS UNE CONST STD 5' DIA MH d ° PLUMBING CODE Z W Z p W F _ N 7029460.30 �� RIM ELEV = 633.55 W/ STUBOUIS EAST & WEST II _ ° GA- o 9 Q 1 0 a = ' G _g o I E 2389257.23 R 4'=829.80 " ` --' I Yt� P P' LL O N 7029618.49 E 2388824.33 o FFE = 634.00 p Z Z p ' S-,- t e" SS Q m FL 6"=62&08 a OC a SS LINE 'A-2' STA 7+22 - SS UNE INSTALL 6" SS LAT O 1.04 SS UNE ENO &PLUG s O 28% J�FF�WESS _ 634.58 ` `. _ I c [ V' P FFE - 634.50 6" (PUBLIC) MIN GRADE W/ CLEANOUTS PER PLUMBING CODE 6" (PUBLIC) �\ \77 ✓ �' 'y,,, FL 8"=825.77 i - MATCHLINE-SEE SHEET C5.6 RECOEDN t JUN 22 2005 a BECK o ro .5 o O I 10 L•Oj M Y O in 0 O M BM #1 - REFERENCE ELEVATION = 647.73 n m o CITY OF SOUTHLAKE GEODETIC MONUMENT #3 II v xy rn "M1 Z ALLUMINUM MONUMENT IN CONCRETE ON THE c s tl 5 EAST SIDE OF N. 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CARROLL AVE. LOCK 11 Tp o STATE ST. CPHERSON PON 0 EFFECTIVE CREST w r�rn w s � � Na GRAPHIC SCALE IN FEET z 0 50 100 200 \ \\\\ Amin W7 ,� alum --RJR= _- i l � t AW LEGEND EXISTING STORM SEWER 1 -FT EXISTING CONTOURS z 0 0-O z O °' �O W CL =O U~ SHEET EXH Kimley>»Horn EXHIBIT E — Architectural Concept December 20, 2019 Lu D z Lu Q O ry ry Q U z COOPER AND COMPANY MAI r 1-13 ME DAVID M. SCHWARZ ARCHITECTS DIVISION STREET Fd J BLOCK 11 r� FEDERAL WAY I BLOCK 11 ILLUSTRATIVE SITE PLAN SOUTLAKE, TX LECEI�D BLOCK 11 - PROPOSED DEVELOPMENT EXISTING DEVELOPMENT N 0 20' 40' 80' SCALE: 1" = 40' 6 DECEMBER 2919