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Home My WebLink AboutOrd 953 Engineering StandardsAN ORDINANCE OF THE TOWN OF WESTLAKE, TEXAS, AMENDING THE ENGINEERING STANDARDS AND CONSTRUCTION DRAWINGS IN CHAPTER 36, ARTICLE I THROUGHT X; PROVIDING A PENALTY CLAUSE; PROVIDING A CUMULATIVE CLAUSE; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A SAVINGS CLAUSE; AUTHORIZING PUBLICATION; AND ESTABLISHING AN EFFECTIVE DATE. WHEREAS, the Town Council of the Town of Westlake has determined by updating the town engineering standards and construction drawings in Chapter 36 of the Code of Ordinance is necessary to adequately protect and preserve desirability & quality of life in Westlake; and WHEREAS, the Town Council of the Town of Westlake finds amending town engineering standards and construction drawings in Chapter 36 Article I thought X will ensure high quality planning, design & development; and WHERE, AS, the engineering design standards and construction drawings are the most current edition of the "Standard Specifications for Public Works Construction" as published under the authority of the North Central Texas Council of Governments (NCTCOG),; and WHEREAS, upon the recommendation of staff, the Town Council of the Town of Westlake, Texas, is of the opinion that it is in the best interests of the Town and its citizens that amending the Town engineering standards and construction drawings of Chapter 36 Article I thought X should be approved and adopted. NOW, THEREFORE, BE IT ORDAINED BY THE TOWN COUNCIL OF THE TOWN OF WESTLAKE, TEXAS: SECTION 1: That all matters stated in the preamble are found to be true and correct and are incorporated herein as if copied in their entirety. SECTION 2: That the Town Council does hereby amend the Town engineering standards and construction drawings, Chapter 36, Article I through X, as shown. on attached Exhibit "A" hereto, and said exhibit is hereby incorporated in its entirety as if fully set forth." SECTION 3: That all provisions of this ordinance shall remain in full force and effect. SECTION 4: That this Ordinance shall be cumulative of all other Town Ordinances and all other provisions of other Ordinances adopted by the Town which are inconsistent with the terms or provisions of this Ordinance are hereby repealed. SECTION 5: That any person, firm or corporation violating any of the provisions or terms of this ordinance shall be subject to the sarne penalty as provided for in the Code of Ordinances of Ordinance 95' ) Page 1 of 3 the Town of Westlake, and upon conviction shall be punishable by a fine not to exceed the sum of Two Thousand Dollars ($2,000.00). Each day that a violation is permitted to exist shall constitute a separate offense. SECTION 6: It is hereby declared to be the intention of the Town Council of the Town of Westlake, Texas, that sections, paragraphs, clauses and phrases of this Ordinance are severable, and if any phrase, clause, sentence, paragraph or section of this Ordinance shall be declared legally invalid or unconstitutional by the valid judgment or decree of any court of competent jurisdiction, such legal invalidity or unconstitutionality shall not affect any of the remaining phrases, clauses, sentences, paragraphs or sections of this Ordinance since the same would have been enacted by the Town Council of the Town of Westlake without the incorporation in this Ordinance of any such legally invalid or unconstitutional, phrase, sentence, paragraph or section. SECTION 7: This ordinance shall take effect immediately from and after its passage as the law in such case provides. PASSED AND APPROVED ON THIS 26TH DAY OF SEPTEMBER 2022. F.11 ": • O :[excel"u a fair L.i� °tl iY L� ., T m. tl � "L-1- L77�kp' - Sean Kilbride, Mayor ager Ordinance 953 Page 2 of 3 Ordinance 953 Page 3 of 3 V T W T A 3-#4 BARS (4' & 5'M.H.) OR #5 BARS (6' M.H.) AT OPENING AS SHOWN. ®0wmwm© �mmwmm® ®=mwmw� ��mmmm® TABLE OF DIMENSIONS N.T.S. NON SHRINK GROUT 1:2 USE PRECAST CONCRETE — GRADE RINGS AS REQUIRED TO RAISE TO GRADE #4 BARS AT 18"— CLASS "A" CONCRETE A PLAN N.T.S. — BASS & HAYS BH-VRM-30 MANHOLE COVER DIA. ' #4 BARS AT 18" T 0 TOP OF PIPE � CO�U U aa <Q�� FA O Q 0 Ofm� m o z � Lo STEEL T o FINISH \ T #4 BARS AT 6" C-C (4' M.H.) OR #5 BARS AT 8" C-C (5" & 6"M.H.) EACH WAY. HOOK EACH END PRECAST CONCRETE GRADE RINGS TO TOP SLAB — 23 PAVING SURFACE---,, - #4 BARS AT 6" C-C (4' M.H.), OR #5 BARS AT 8" C-C (5' & 6' M.H.) EACH WAY. w VERTICAL BARS Q #4 BARS AT 18" > (IF WALL HEIGHT IS OVER 4'(4' & 5' M.H.), OR 6'(6' M.H.) USE STEEL REBAR SPACERS) _,,—SLOPE 3/8" TO DRAIN 2" X 4" KEYWAY OR #4 BARS AT 8" C-C (4' & 5' M.H.) #4 BARS AT 6" C-C (4' M.H.) OR #5 BARS AT 8" C-C (6' M.H.) #5 BARS AT 8" C-C (5' & 6' M.H.) IN LIEU OF KEYWAY EACH WAY SECTION B-B N.T.S. 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L.LJ J D 00 0 o Z — cD w(10 C/) «9 w w . m elf. a_ .o o . � D wm 0 CD o. . . U o ' • D GENERAL NOTES: 1. IN GENERAL REINFORCING STEEL SHALL BE #4 BARS ON 12" CENTERS BOTH WAYS FOR GUTTER, BOTTOM SLAB ENDS, FRONT AND BACK WALLS, AND #4 BARS ON 6" CENTERS BOTH WAYS FOR TOP SLAB. AN ADDITIONAL #6 BAR SHALL BE PLACED IN THE FRONT EDGE OF THE TOP SLAB IN THE INLETS AND ADDITIONAL REINFORCING STEEL SHALL BE PLACED AROUND MANHOLES AS SHOWN. 2. ALL REINFORCING STEEL SHALL BE GRADE 60. 3. ALL CONCRETE SHALL BE CLASS "A". ALL EXPOSED CORNERS HALL BE CHAMFERED 3/4". 4. ALL REINFORCING STEEL SHALL HAVE A MINIMUM COVER OF 2" TO THE CENTERS OF THE BARS. 5. 10'-0" OF EXISTING CURB AND GUTTER UPSTREAM AND 10'-0" OF EXISTING CURB AND GUTTER DOWNSTREAM SHALL BE REMOVED AND REPOURED INTEGRALLY WITH EACH INLET. 6. ALL BACK FILLING SHALL BE PERFORMED BY MECHANICAL TAMPING TO 90% STANDARD PROCTOR DENSITY. TOWN OF WESTLAKE CURB INLET SEPTEMBER 2022 1500 SOLANA BOULEVARD RECESSED BLDG. 7, SUITE 7200 wEsr�aKE WESTLAKE TEXAS 76262 WSD— 0 DISTINCTIVE or frtslcM ,,,, f 4" 4'-0" TOOLED EDGES - STONE CLAD SLOPE, TOP AND SIDES 1 \(O CONSTRUCTION JOINT AT CORNERS' 3'-0" #4 BARS 18" C-C W T STONE CLAD SLOPE, TOP AND SIDES — T - �" — #5 BENT BARS TOOLED EDGES To n. o. 3" FILLET IN 4, OPENING 10„ #4 at 18" C-C o BOTH WAYS CONSTRUCTION JOINT AT CORNERS SECTION $$A -A" N.T.S. TOOLED EDGES n INLET SIZE T W 2' SQUARE 7" 2'-0" 4' SQUARE 7" 4'-0" 5' SQUARE 8" 5'-0" 6' SQUARE 9" W-0" NOTES: 1. MATERIAL AND WORKMANSHIP SHALL CONFORM WITH THE REQUIREMENTS OF NCTCOG STANDARD SPECIFICATIONS FOR STANDARD CONCRETE MANHOLES. 2. LAYERS OF REINFORCING STEEL NEAREST THE INTERIOR AND EXTERIOR SURFACES SHALL HAVE A COVER OF 2" TO THE CENTER OF BARS, UNLESS OTHERWISE NOTED. MINIMUM CLASS "A" CONCRETE. 3. FOR DETAILS OF REINFORCING OF LOWER PORTIONS OF INLET SEE APPROPRIATE SQUARE MANHOLE DETAILS. 4. DEPTH OF DROP INLET FROM FINISHED GRADE TO FLOW LINE OF INLET IS VARIABLE. APPROXIMATE DEPTH WILL BE SHOWN ON PLANS AT LOCATION OF INLET. 5. ALL STANDARD DROP INLETS SHALL HAVE ONE OPENING ON EACH SIDE UNLESS OTHERWISE SHOWN ON PLANS. 6. DECK MAY BE REINFORCED SAME AS 4' SQUARE MANHOLE. 7. ALL EXPOSED CONCRETE SHALL BE FACED WITH STONE (COLOR TO BE DETERMINED BY THE TOWN OF WESTLAKE 4 TOWN OF WESTLAKE SEPTEMBER 2022 1500 SOLANA BOULEVARD DROP INLET ' " E° W " BLDG. 7, SUITE 7200 WS D —1 1 WSTLAKE DISTINCTIVE o, M IG, " WESTLAKE, TEXAS 76262 TOP OF HEADWALL 00 12" #3 BARS AT 18" C - C BOTH WAYS 2D+2.0' on Itto o STONE CLADDING ON ALL EXPOSED SURFACES MAX. SLOPE 2:1 s' 0 G-. D+2.0' SECTION "B-B" MAX. SLOPE 2:1 at12"C—C 5 L 4'-0 #3 BARS at 18" SEE C - C BOTH WAYS DETAIL "D" SECTION $$A -A" N.T.S. B ji A N FLOW o PLAN N.T.S. N.T.S. #3 BARS at 18" C — C BOTH WAYS #4 at 12" C—C .O .a s.A AvJ.I *�.V 1� CONST. JT. DETAIL "D" N.T.S. #4 at 12" C-CAIVARIES STONE CLADDING ON ALL Ir'n EXTERIOR SURFACES BAR DETAIL a- C CONCRETE CRADLE (SEE SECTION "C-C") B N.T.S. #3 BARS at 18" C - C BOTH WAYS O D MINUS 4" SECTION "C-C" N.T.S. NOTES: 1. CONCRETE SHALL BE CLASS "A" 2. ALL EXPOSED CONCRETE SHALL BE FACED WITH STONE (COLOR TO BE DETERMINED BY THE TOWN OF WESTLAKE) TOWN OF WESTLAKE CONC. APRON SEPTEMBER 2022 1500 SOLANA BOULEVARD VERTICALHEADWALL BLDG. 7, SUITE 7200 WESTLAKE WSD-12 °,SJ;NC7;y� °„E�,�„� WESTLAKE, TEXAS 76262 I STONE CALDDING STONE CLADDING ON ALL EXTERIOR SURFACES P91 A A 1 N.T.S. 2D + 2.0' MAX. SLOPE 2:1 F-1 #3C BOTH WAYS BARS. AT 18"1 F * 12"io I 4'-0» N AF 5" #3 BARS at 18" C — C BOTH WAYS #3 BARS at 18" SECTION A- A C — C BOTH WAYS N.T.S. TOP OF HEADWALL O `o STONE CLADDING 00 MAX. SLOPE 2:1 D MINUS 4" "2� + SECTION C- C N.T.S. #3 BARS AT 18" �fF7 o ' , a ff7 C — C BOTH WAYS :.s;;.:..a 5" NOTE: 1. CONCRETE SHALL BE CLASS "A". 2. ALL EXPOSED CONCRETE SHALL BE FACED STONE 0 BE SECTION B—B DETERM NIED BY THE(TOWN OF N.T.S. WESTLAKE) TOWN OF WESTLAKE CONC. APRON SEPTEMBER 2022 1500 SOLANA BOULEVARD SLOPING ' BLDG. 7, SUITE 7200 HEADWALL WESTLAKE p„J;N�7;y o ,;; WESTLAKE, TEXAS 76262 WS D 13 z� LLJ CD 12 1 Y C U ULLJ a m cl:f m Z_ pCN cc Li O:f of \ w O U Z Z O \r) cD w OON W p Q i\ 04 LLJ m U � o C/) Q < 101 II O LU H a W U OOf m Q m (f) W Sao QNH Cn � C Z ' Q � O J J J O J Y c)�c�c� Z v0i�g zz m o ov o0 O m W O V) C/) Z Li Li 0 to Wgo � O LLJ W Q = U 0- Ctf ftf (/7 � Q U ry r`w pLLJ U �/ Q _ (A a- LLJ W uj CD - O o U � N N O N � m m o C/i Ld o\ Z Z �o� z o z zLd �oo Ld �� (U C D O J O W F- Qt>J U C�f O U-) p LLJ LLJ M (n Q O O (LLJn OC) LLJ 0p mP �° m U ~ p CD LLJ LLJ. .. 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D Y p im a- LLJ Z ° o D' D C Q Q D CD Ll Y W O a ;'�:w mo W J U p W :Lc p W Q >w O mph Q > pm U � JoLLJ2p L� ULLJ Z O m (n LZ p Z p Lr V) O m II II g Of m II (D C-)-0 cn W —mmp W O Z N n #3 BARS AT 18" C/C EACH WAY UNLESS OTHERWISE SPECIFIED BY OWNER FIRM TRENCH WALL SAWED BREAKOUT GROOVE (DEPTH = 2" f) VARIES REPLACED CONCRETE TO BE 6" THICK MINIMUM; CLASS "A" COMPACTED EMBEDMENT AS SPECIFIED ON PLANS FIRM TRENCH WALL AAAVIAAIIAA IAllnTW ASPHALT PAVEMENT N.T.S. MAXIMUM WIDTH (SEE NOTE BELOW) 1 1 /2" HOT MIX ASPHALT WEARING SURFACE ON TACK COAT EXISTING ASPHALT SURFACE SAWED JOINT (TYPICAL) 6" CLASS "A" CONCRETE (MINIMUM) FIRM TRENCH WALL COMPACTED EMBEDMENT AS SPECIFIED ON PLANS 1'-0" UNLESS WITHIN 3' OF JOINT CONDUIT CONCRETE PAVEMENT SAWED BREAKOUT GROOVE (DEPTH = 2"f) EXISTING /-," REINFORCEMENT FIRM TRENCH WALL NOTES: N.T.S. 1. PAYMENT TO THE CONTRACTOR FOR REPLACEMENT OF PAVEMENT AND/OR DRIVEWAYS WILL BE BASED ON ACTUAL MEASUREMENTS UP TO A MAXIMUM WIDTH EQUAL TO THE SPECIFIED MAXIMUM TRENCH WIDTH (PER STD. SPEC. ITEM 6.2.) PLUS 2 FEET. ANY EXISTING PAVEMENT DAMAGED OR REMOVED IN EXCESS OF THE MAXIMUM LIMITS SHALL BE AT THE EXPENSE OF THE CONTRACTOR. 2. WHEN REMOVING CONCRETE PAVEMENT THE CONTRACTOR SHALL ENDEAVOR TO LIMIT DAMAGE TO EXISTING REINFORCEMENT SO IT MAY BE EMPLOYED IN THE REPLACEMENT OPERATION. IF ORIGINAL REINFORCEMENT IS CUT OR BROKEN, REPLACEMENT BARS OF THE SAME SIZE SHALL BE INSTALLED BY DRILLING AND DOWELING AS DIRECTED BY THE OWNER. TOWN OF WESTLAKE PAVEMENT CUT SEPTEMBER 2022 1500 SOLANA BOULEVARD REMOVAL AND WESTLAKE BLDG. 7, SUITE 7200 REPLACEMENT WESTLAKE DISTINCTIVE °I [ I°'I f TEXAS 76262 W U C- 0 f/�� V zz O p O �w I U LZ ~O � U �a m -xvW „Z L W 0 0 CV NIW „t QWoo n 04 LU r- o 0 0. 'o 0 0 0 0 O� LLJO z ° .. . D J °. 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W J L l U O 0 m N r0 83A00 .9£ 'NIVI ,4 w c a x X W N W z U J¢W mmW�QO Q LLJ LLJ s O O dd' Vf xZ r W DO xW �ti� o ��acri !Yi �^^J m �po OU OOO QO V/ Z O S 2 = i W W N OJ = O J� fin— cox BitW U = W W Z r r W `' n< _zCW 30 m �� 'NIW W N CZ U L;z coa in � p O C9 — CK O D W � U v w��a rOzac�t�if �w 'Y�I, I ti1,Mf r �`OJ"Ow¢ wJw=o��3 �o O J¢ m J 2 OJ Z6 LLJ x O V) L J N L J cn Y J W N ft U OO�Oa OQ�WcnrO�N� /1 ?J3A00 ,9£ 'NIYY ,4 z O r�r0 rQUQO�OL� �� lumW) Z DMZ Z Z ZZ��JO W 'Ell m3 CoOOUIOpOQ UD : �z wU < p W J J W W d' d3 Q r Q r J i r x W Q U l¢i U fn r W WZj N M -4: to tC 1� C.� STEEL T-POSTS SHALL HAVE A SAFETY CAP PLACED ON TOP TO PREVENT INJURIES. SILT FENCE (MIN HEIGHT 24" ABOVE EXISTING GROUND COMPACTED EARTH OR ROCK BACKFILL POST - BACKFILL & MECHANICALLY TAMP 6' 3' MIN 2' MIN, FABRIC T❑E-IN CROSS SECTI❑N A -A V MIN 6' MIN TRENCH WIDTH 1-1/2" FILTER STONE WRAPPED IN GALVANIZED OR PVC COATED WIRING - 4' MIN. STEEL T-POST OR WOOD POSTS SPACED 6' MAX. SOFTWOOD POSTS SHALL HAVE A NOMINAL CROSS SECTION OF 2"X4" AND 2"X2" FOR HARDWOOD POSTS LLLLL A FASTEN FABRIC TO THE TOP LLLLLL STRAND OF THE WIRE USING LLI I I LLU HOG RINGS OR CORD AT A LLLLLLL LLLLLLLLLL L MAX. SPACING OF 15". LLLLLLLLLLL LLLLLLLLLLLLLLL LLLLLLLLLLLLLLLL LLLLLLLLLLLLLLLL L LLLLLLLLLLLLLLLL 'L LLLLLLLLLLLLL WIRE MESH BACKING. LLLLLLLLLL LLLLLLLL LLLLL L L \ PLACE 6" OF FABRIC AGAINST THE TRENCH SIDE AND 6" ACROSS THE TRENCH BOTTOM TRENCH IN THE UPSTREAM DIRECTION. 8' STONE OVERLAP OF FENCE ON EACH SIDE H SILT FENCE EXAMPLE N.T.S. 8' MAX SILT FENCE 6' MIN TOP OF STONE, EACH SIDE OF SILT FENCE STONE OVERFLOW STRUCTURE EXAMPLE N.T.S. TOWN OF WESTLAKE SILT FENCE SEPTEMBER 2022 1500 SOLANA BOULEVARD WEC-01 A WESTLAKE "' ° W " BLDG. 7, SUITE 7200 °„r;NCT;V ° MICA WESTLAKE, TEXAS 76262 SILT FENCE GENERAL NOTES: POSTS WHICH SUPPORT THE SILT FENCE SHALL BE INSTALLED ON A SLIGHT ANGLE TOWARD THE ANTICIPATED RUNOFF SOURCE. POST MUST BE EMBEDDED A MINIMUM OF ONE FOOT. 2. THE TOE OF THE SILT FENCE SHALL BE TRENCHED IN WITH A SPADE OR MECHANICAL TRENCHER, SO THAT THE DOWNSLOPE FACE OF THE TRENCH IS FLAT AND PERPENDICULAR TO THE LINE OF FLOW. WHERE FENCE CANNOT BE TRENCHED IN (e.g. PAVEMENT), WEIGHT FABRIC FLAP WITH ROCK ON UPHILL SIDE TO PREVENT FLOW FROM SEEPING UNDER FENCE. 3. THE TRENCH MUST BE A MINIMUM OF 6 INCHES DEEP AND 6 INCHES WIDE TO ALLOW FOR THE SILT FENCE FABRIC TO BE LAID IN THE GROUND AND BACKFILLED WITH COMPACTED MATERIAL. 4. SILT FENCE SHOULD BE SECURELY FASTENED TO EACH STEEL SUPPORT POST OR TO WIRE BACKING, WHICH IN TURN IS ATTACHED TO THE STEEL FENCE POST. THERE SHALL BE A 3 FOOT OVERLAP, SECURELY FASTENED WHERE ENDS OF FABRIC MEET. 5. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED. 6. SILT FENCE SHALL BE REMOVED WHEN FINAL STABILIZATION IS ACHIEVED OR ANOTHER EROSION OR SEDIMENT CONTROL DEVICE IS EMPLOYED. 7. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A DEPTH OF HALF THE HEIGHT OF THE FENCE. THE SILT SHALL BE DISPOSED OF AT AN APPROVED SITE AND IN SUCH A MANNER AS TO NOT CONTRIBUTE TO ADDITIONAL SILTATION. 4 TOWN OF WESTLAKE SILT FENCE SEPTEMBER 2022 �, 1500 SOLANA BOULEVARD WEC-01 B WESTLAKE " ` IT " ° ` BLDG. 7, SUITE 7200 WESTLAKE DISTINCTIVE o, M IG, " WESTLAKE, TEXAS 76262 CROSS—SECTION PLAN VIEW N.T.S. CHANNEL WIDTH (PER PLANS) TURF REINFORCEMENT MAT OR ' A LAYER OF CRUSHED STONE CROSS SECTION OR RIPRAP IS REQUIRED WHEN N.T.S. VELOCITIES EXCEED 6 FPS OR SLOPE EXCEEDS 2.0% TOWN OF WESTLAKE INTERCEPTOR SEPTEMBER 2022 1500 SOLANA BOULEVARD SWALE " ' WESTLAKE BLDG. 7, SUITE 7200 WEC-02 DST MY o � ,;; �� WESTLAKE, TEXAS 76262 INTERCEPTOR SWALE GENERAL NOTES: ALL TREES, BRUSH, STUMPS, OBSTRUCTIONS AND OTHER MATERIAL SHALL BE REMOVED AND DISPOSED OF SO AS NOT TO INTERFERE WITH THE PROPER FUNCTIONING OF THE SWALE. 2. THE SWALE SHALL BE EXCAVATED OR SHAPED TO LINE, GRADE AND CROSS-SECTION AS REQUIRED TO MEET CRITERIA SPECIFIED HEREIN AND BE FREE OF BANK PROJECTIONS OR OTHER IRREGULARITIES WHICH WILL IMPEDE NORMAL FLOW. 3. ALL EARTH REMOVED AND NOT NEEDED IN CONSTRUCTION SHALL BE DISPOSED OF IN AN APPROVED SPOILS SITE SO THAT IT WILL NOT INTERFERE WITH THE FUNCTIONING OF THE SWALE. 4. DIVERTED RUNOFF FROM A DISTURBED OR EXPOSED UPLAND AREA SHALL BE CONVEYED TO A SEDIMENT TRAPPING DEVICE. 5. THE ON -SITE LOCATION MAY NEED TO BE ADJUSTED TO MEET FIELD CONDITIONS IN ORDER TO UTILIZE THE MOST SUITABLE OUTLET. 6. FOR GRADES LESS THAN 2 PERCENT AND VELOCITIES LESS THAN 6 FEET PER SECOND, THE MINIMUM REQUIRED CHANNEL STABILIZATION SHALL BE GRASS, EROSION CONTROL MATS OR MULCHING. FOR GRADES IN EXCESS OF 2 PERCENT OR VELOCITIES EXCEEDING 6 FEET PER SECOND, STABILIZATION IS REQUIRED IN THE FORM OF TURF REINFORCEMENT MATS (OR A LAYER OF CRUSHED STONE OR RIP -RAP WITH APPROPRIATE SIZE, GRADATION, AND THICKNESS AS SPECIFIED IN THE SWPPP). 7. MINIMUM COMPACTION FOR THE SWALE SHALL BE 90 PERCENT STANDARD PROCTOR. 8. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. 4 TOWN OF WESTLAKE INTERCEPTOR SEPTEMBER 2022 1500 SOLANA BOULEVARD SWALE " `IT° W " BLDG. 7, SUITE 7200 WESTLAKE WEC-03 DISTINCTIVE o, MIG, WESTLAKE, TEXAS 76262 3:1 SLOPE OR FLATTER 1 RUNOFF FLOW 1 PLAN VIEW 24" MIN DIKE TO BE PLACED IN 8" LIFTS, COMPACTED TO 95% STD. PROCTOR DENSITY 18" MIN � v — 8" MIN=1I1=1I1=1I1=1I I II -111;,III��III,;,II' _T MIMIMI1 I1' 7'-0" MIN TURF REINFORCEMENT MAT OR A LAYER OF EXISTING GROUND CRUSHED STONE OR RIPRAP IS REQUIRED WHEN VELOCITIES EXCEED 6 FPS OR SLOPE EXCEEDS 2% CROSS SECTION 4 TOWN OF WESTLAKE DIVERSION SEPTEMBER 2022 1500 SOLANA BOULEVARD DIKE ' " `IT° W " BLDG. 7, SUITE 7200 wEsr�aKE WEC-04 WESTLAKE TEXAS 76262 DISTINCTIVE or [ ic�i f DIVERSION DIKE GENERAL NOTES: 1. ALL DIKES SHALL BE PLACED IN 8" LIFTS OR LESS AND COMPACTED TO 95% STANDARD PROCTOR DENSITY. 2. ALL DIVERSION DIKES SHALL HAVE POSITIVE DRAINAGE TO A CONTROLLED OUTLET. 3. DIVERTED RUNOFF FROM A PROTECTED OR STABILIZED AREA SHALL HAVE ITS OUTLET FLOW DIRECTED TO AN UNDISTURBED STABILIZED AREA OR INTO A LEVEL SPREADER OR GRADE STABILIZATION STRUCTURE. 4. DIVERTED RUNOFF FROM A DISTURBED OR EXPOSED AREA SHALL BE CONVEYED TO SEDIMENT TRAPPING DEVICE. 5. FOR GRADES LESS THAN 2 PERCENT AND VELOCITIES LESS THAN 6 FEET PER SECOND, THE MINIMUM REQUIRED CHANNEL STABILIZATION SHALL BE GRASS, EROSION CONTROL MATS OR MULCHING. FOR GRADES IN EXCESS OF 2 PERCENT OR VELOCITIES EXCEEDING 6 FEET PER SECOND, STABILIZATION IS REQUIRED IN THE FORM OF TURF REINFORCEMENT MATS (OR A LAYER OF CRUSHED STONE OR RIP -RAP WITH APPROPRIATE SIZE, GRADATION, AND THICKNESS AS SPECIFIED IN THE SWPPP). 6. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. 4 TOWN OF WESTLAKE DIVERSION SEPTEMBER 2022 1500 SOLANA BOULEVARD DIKE " `IT° W " BLDG. 7, SUITE 7200 WESTLAKE WEC-05 DISTINCTIVE o, MIG, WESTLAKE, TEXAS 76262 O FLOW 18" 18" FABRIC TOE -IN EARTH In. zi 6"X6" WELDED MESH STRUCI O FLOW OPEN GRADED ROCK 3"-5" PAVEMENT OR h' STABILIZED SOIL 18" noI-, 12" O TRENCHED &�l N 4" 1 _T 4" EARTH CROSS SECTION OF INSTALLATION OPTIONS 1. TOE -IN 6" MIN 2. FABRIC SKIRT WEIGHTED WITH ROCK 3. TRENCHED IN 4" ISOMETRIC PLAN VIEW nrnrrvrii r a C SKIRT )N 2) 1"X6" ANCHORS r-vLRY TWO FEET (OPTION 2) TOWN OF WESTLAKE TRIANGULAR SEPTEMBER 2022 1500 SOLANA BOULEVARD SEDIMENT W IESTLAKE BLDG. 7, SUITE 7200 FILTER DIKE p„T MY o MCA WESTLAKE, TEXAS 76262 W EC - 0 6 TRIANGULAR SEDIMENT FILTER DIKE GENERAL NOTES: 1. DIKES SHALL BE PLACED IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT DIKE. 2. THE FABRIC COVER AND SKIRT SHALL BE A CONTINUOUS EXTENSION OF THE FABRIC ON THE UPSTREAM FACE, AND FABRIC SHALL BE OVERLAPPED A MINIMUM OF 12". 3. THE SKIRT SHALL BE WEIGHTED WITH A CONTINUOUS LAYER OF TYPE 'A' RIP RAP, OR TOED -IN 6" WITH MECHANICALLY COMPACTED MATERIAL. OTHERWISE, THE ENTIRE STRUCTURE SHALL BE TRENCHED TO A DEPTH OF 4 INCHES. 4. DIKES AND SKIRT SHALL BE SECURELY ANCHORED IN PLACE USING 6-INCH WIRE STAPLES ON 2-FOOT CENTERS ON BOTH EDGES AND SKIRTS. 5. FILTER MATERIAL SHALL BE LAPPED OVER ENDS 6" TO COVER DIKE TO DIKE JOINTS. JOINTS SHALL BE FASTENED WITH GALVANIZED SHOAT RINGS. 6. THE DIKE STRUCTURE SHALL BE 6 GA. 6" X 6" WIRE MESH, 18" ON A SIDE. 7. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED BY THE CONTRACTOR. 8. THE FILTER DIKE SHALL BE REMOVED WHEN FINAL STABILIZATION IS ACHIEVED OR ANOTHER EROSION OR SEDIMENT CONTROL DEVICE IS EMPLOYED. 9. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES APPROXIMATELY 6-INCHES IN DEPTH. THE SILT SHALL BE DISPOSED OF AT AN APPROVED SITE AND IN SUCH A MANNER AS TO NOT CONTRIBUTE TO ADDITIONAL SILTATION. TOWN OF WESTLAKE TRIANGULAR SEPTEMBER 2022 4 1500 SOLANA BOULEVARD SEDIMENT '"IT WESTLAKE BLDG. 7, SUITE 7200 FILTER DIKE DISTINCTIVE °, MIWESTLAKE, TEXAS 76262 W EC - 0 7 ROCK CHECK DAM GENERAL NOTES: 1. STONE SHALL BE WELL GRADED WITH SIZE RANGE FROM 1Y TO 3Y INCHES IN DIAMETER DEPENDING ON EXPECTED FLOWS. 2. THE CHECK DAM SHALL BE INSPECTED AS SPECIFIED IN THE SWPPP AND SHALL BE REPLACED WHEN THE STRUCTURE CEASES TO FUNCTION AS INTENDED DUE TO SILT ACCUMULATION AMONG THE ROCKS, WASHOUT, CONSTRUCTION TRAFFIC DAMAGE, ETC. 3. WHEN SILT REACHES A DEPTH EQUAL TO ONE—THIRD OF THE HEIGHT OF THE CHECK DAM OR ONE FOOT, WHICHEVER IS LESS, THE SILT SHALL BE REMOVED AND DISPOSED OF PROPERLY. 4. WHEN THE SITE HAS ACHIEVED FINAL STABILIZATION OR ANOTHER EROSION OR SEDIMENT CONTROL DEVICE IS EMPLOYED, THE CHECK DAM AND ACCUMULATED SILT SHALL BE REMOVED AND DISPOSED OF IN AN APPROVED MANNER. 4 TOWN OF WESTLAKE ROCK CHECK SEPTEMBER 2022 1500 SOLANA BOULEVARD DAM " `IT° W " BLDG. 7, SUITE 7200 wEsr�aKE WEC-08 WESTLAKE TEXAS 76262 DISTINCTIVE or frtslcM ,,,, f LENGTH AS SHOWN ON PLANS COARSE AGGREGATE STONE (3.5" DIA.) GRADE TO PREVENT RUNOFF FROM LEAVING SITE EXISITING GRADE PROFILE VIEW N.T.S. RADIUS = 5' MIN LENGTH AS SHOWN ON PLANS - GRADE TO DRAIN AWAY FROM STABILIZATION AND STREET PAVED SURFACE 25' MIN. I !\VLV JVI\I !\\,L COURSE STONE AGGREGATE (3"-5" DIA.) TRANSITION TO --j PAVED SURFACE ENTRANCE MUST BE SLOPED SO DRAINAGE MUST FLOW THAT STORM WATER IS NOT ALLOWED AWAY FROM ENTRANCE TO LEAVE THE SITE AND ENTER ROADWAYS. PLAN VIEW N.T.S. 0 a 0 c� z cn XI w. ICI TOWN OF WESTLAKE STABILIZED SEPTEMBER 2022 1500 SOLANA BOULEVARD CONSTRUCTION BLDG. 7, SUITE 7200 ENTRANCE WESTLAKE msnucnv[or [ ic� WESTLAKE-,,,, f TEXAS 76262 WEC-09 STABILIZED CONSTRUCTION ENTRANCE GENERAL NOTES: 1. STONE SHALL BE 3 TO 5 INCH DIAMETER COARSE AGGREGATE. 2. LENGTH SHALL BE AS SPECIFIED IN THE SWPPP. 3. THE THICKNESS SHALL NOT BE LESS THAN 12 INCHES. 4. THE WIDTH SHALL BE NO LESS THAN THE FULL WIDTH OF ALL POINTS OF INGRESS OR EGRESS. 5. WHEN NECESSARY, VEHICLES SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO A PUBLIC ROADWAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WITH DRAINAGE FLOWING AWAY FROM BOTH THE STREET AND THE STABILIZED ENTRANCE. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING ANY STORM DRAIN, DITCH OR WATERCOURSE USING APPROVED METHODS. 6. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PAVED SURFACES. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND. ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PAVED SURFACES MUST BE REMOVED IMMEDIATELY. 7. THE ENTRANCE MUST BE PROPERLY GRADED OR INCORPORATE A DRAINAGE SWALE TO PREVENT RUNOFF FROM LEAVING THE CONSTRUCTION SITE. 8. PREVENT SHORTCUTTING OF THE FULL LENGTH OF THE CONSTRUCTION ENTRANCE BY INSTALLING BARRIERS AS NECESSARY. 9. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. TOWN OF WESTLAKE STABILIZED SEPTEMBER 20224 1500 SOLANA BOULEVARD CONSTRUCTION f ` `° W" BLDG. 7, SUITE 7200 ENTRANCE WESTLAKE DISTINCTIVE or [ ic� WESTLAKE, TEXAS 76262 WEC-10 16" MIN FLOW � 4" PVC PIPE FOR DRAINAGE DEPENDING ON FIELD CONDITIONS 48" MIN CROSS SECTION N.T.S. 24" MIN PROFILE VIEW N.T.S. 4" PVC PIPE 18" MIN f WOVEN FABRIC SANDBAG FILLED W/ COARSE SAND MIN WEIGHT 40 LBS NOTE: SAND BAG CHECK DAM CONSTRUCTION AND PLACEMENT SHALL BE IN ACCORDANCE WITH THE SPACING, CROSS—SECTION, AND PROFILE VIEWS OF THE ROCK CHECK DAM IN DRAWING WEC-09. 4 TOWN OF WESTLAKE SAND BAG SEPTEMBER 2022 1500 SOLANA BOULEVARD CHECK DAM WESTLAKE BLDG. 7, SUITE 7200 WEC-1 1 DISTINCTIVE o, M IG, " WESTLAKE, TEXAS 76262 SAND BAG DAM GENERAL NOTES: 1. WHEN A SANDBAG IS FILLED WITH MATERIAL, THE OPEN END OF THE SANDBAG SHOULD BE STAPLED OR TIED WITH NYLON OR POLY CORD. 2. SANDBAGS SHOULD BE STACKED IN AT LEAST THREE ROWS ABUTTING EACH OTHER, AND IN STAGGERED ARRANGEMENT. 3. THE BASE OF THE CHECK DAM SHOULD HAVE AT LEAST 3 SANDBAGS. THESE CAN BE REDUCED TO 2 AND 1 BAG IN THE SECOND AND THIRD ROWS RESPECTIVELY. 4. FOR EACH ADDITIONAL 6" OF HEIGHT, AN ADDITIONAL SANDBAG MUST BE ADDED TO EACH ROW WIDTH. 5. THE SANDBAG CHECK DAM SHALL BE INSPECTED AS SPECIFIED IN THE SWPPP AND SHALL BE RESHAPED OR REPLACED AS NEEDED. REPAIRS SHALL BE MADE FOR WASHOUT, CONSTRUCTION TRAFFIC DAMAGE, ETC. 6. WHEN SILT REACHES A DEPTH EQUAL TO ONE-THIRD OF THE HEIGHT OF THE CHECK DAM OR ONE FOOT, WHICHEVER IS LESS, THE SILT SHALL BE REMOVED AND DISPOSED OF AT AN APPROVED SITE AND IN SUCH A MANNER AS TO NOT CREATE A SILTATION PROBLEM. 7. WHEN THE SITE HAS ACHIEVED FINAL STABILIZATION OR ANOTHER EROSION OR SEDIMENT CONTROL DEVICE IS EMPLOYED, THE CHECK DAM AND ACCUMULATED SILT SHALL BE REMOVED AND DISPOSED OF IN AN APPROVED MANNER. 4 TOWN OF WESTLAKE SAND BAG SEPTEMBER 2022 1500 SOLANA BOULEVARD CHECK DAM WESTLAKE BLDG. 7, SUITE 7200 WEC-12 DISTINMY o ,;; "" WESTLAKE, TEXAS 76262 HIGH FLOW OUTLET DESIGN HIGH WATER ► 1 MAX. DESIGN CAPACITY 1' MAX. NOTE: ANCHOR BLOCK DO NOT LOCATE EMERGENCY SPILLWAY ON EARTH BERM CROSS SECTION N.T.S. EMERGENCY SPILLWAY 1' MIN. ELEVATION COMPACTED EARTH BERM OUTLET PIPE DEWATERING OUTLET STABILIZATION RIP RAP, EMERGENCY SPILLWAY MATTINGS EXCAVATED AREA OR OTHER FOR STORAGE AS NECESSARY, ACCEPTABLE SHAPE MAY VARY MATERIAL ®m DEWATERING OUTLET PLAN VIEW N.T.S. OUTLET PIPE EARTH BERM ENERGY DISSAPATION CONCRETE BLOCKS TOWN OF WESTLAKE PIPE OUTLET SEPTEMBER 2022 1500 SOLANA BOULEVARD SEDIMENT WESTLAKE BLDG. 7, SUITE 7200 BASIN WESTLAKE TEXAS 76262 °��r�N�r�� °, � ��,, W EC -13 SLOPE TO BE PROTECTED SECURE PIPE WITH ANCHORS MAXIMUM 10' ON CENTER IC: 1\II 1\!\I !11 1\VI4 ISOMETRIC PLAN VIEW N.T.S. ri norn E'ND SECTION ;RAL TOE PLATE SECTION THRU PIPE N.T.S. RIPRAP SHALL CONSIST OF 50 TO 150 POUND STONES PLACED IN A LAYER OF NOT LESS THAN 12 INCHES. THE DEPTH OF THE APRON SHALL EQUAL THE PIPE DIAMETER BUT IN NO CASE SHALL IT BE LESS THAN 12 INCHES. + 12" DIVERSION DIKE �D�- DRAIN PIPE 6 D 3D RIPRAP APRON PLAN VIEW N.T.S. 4 TOWN OF WESTLAKE PIPE SLOPE SEPTEMBER 2022 1500 SOLANA BOULEVARD DRAIN " `IT° W " BLDG. 7, SUITE 7200 wEsr�aKE WEC-14 WESTLAKE TEXAS 76262 DISTINCTIVE or [Sidi f SILT FENCE FABRIC WITH WIRE MESH BACKING �L L �L L L PERSPECTIVE VIEW C`T A I/ C ELEVATION OF STAKE AND FABRIC ORIENTATION DROP INLET WITH GRATE PERSPECTIVE VIEW 2"X2" WOOD STAKE OR STEEL T-POST FABRIC ANCHORED IN 6"X6" TRENCH BACK -FILLED �L WITH COMPACTED EARTH L 12 MIN L I. STANDARD INSTALLATION DETAIL A FRAME GATHER EXCESS AT CORNERS 2"X2" WOOD STAKE OR STEEL T-POST I PERSPECTIVE VIEW SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVER -LAND FLOWS (NOT TO EXCEED 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS SUCH AS IN STREETS OR HIGHWAY MEDIANS. II. ALTERNATE INSTALLATION TOWN OF WESTLAKE INLET SEPTEMBER 2022 1500 SOLANA BOULEVARD PROTECTION LRIESOWR BLDG. 7, SUITE 720o FILTER BARRIER wEsr�aKE WESTLAKE, TEXAS 76262 WEC-15 Lin NOi IV o C I,,l,•� SIDESLOPE 2:1 OR FLATTER INLET GRATE - A FILTER STONE (1/2"X1/2") FOR COVERING WEEP HOLES ISOMETRIC PLAN VIEW N.T.S. 2:1 MAX. SLOPE I MIN. 2 MAX. � \\�\\%\!\\�\�\� FILTER STONE (1 /2"X 1 /2") v— FOR COVERING WEEP HOLES 1" DIA. WEEP HOLES, TO BE FILLED WITH GROUT PRIOR TO BACKFILLING OF STORAGE AREA SECTION A -A N.T.S. 4 TOWN OF WESTLAKE INLET SEPTEMBER 2022 1500 SOLANA BOULEVARD PROTECTION BLDG. 7, SUITE 7200 WESTLAKE WEC-16 DISTINCTIVE o,,„ IG„ WESTLAKE, TEXAS 76262 2' MIN. ANCHOR SLOT DETAIL BURY THE UP -CHANNEL END OF THE MATTING IN A 6" DEEP TRENCH EROSION CONTROL MATTING PROTECTING EXPOSED SURFACE OR SLOPE TOWN OF WESTLAKE EROSION SEPTEMBER 2022 4 1500 SOLANA BOULEVARD CONTROL ' "IT° W " WESTLAKE BLDG. 7, SUITE 7200 BLANKETS DISTINCTIVE °, MIWESTLAKE, TEXAS 76262 WEC-1 7 EROSION CONTROL BLANKETS GENERAL NOTES: PRIOR TO THE INSTALLATION OF ANY EROSION CONTROL BLANKETS, ALL ROCKS, DIRT CLODS, STUMPS, ROOTS, TRASH AND ANY OTHER OBSTRUCTIONS THAT WOULD PREVENT THE BLANKET FROM LYING IN DIRECT CONTACT WITH THE SOIL SHALL BE REMOVED. ANCHOR TRENCHING SHALL BE LOCATED ALONG THE ENTIRE PERIMETER OF THE INSTALLATION AREA, EXCEPT FOR SMALL AREAS WITH LESS THAN 2% SLOPE. 2. INSTALLATION AND ANCHORING SHALL CONFORM TO THE RECOMMENDATIONS SHOWN WITHIN THE MANUFACTURER'S PUBLISHED LITERATURE FOR THE APPROVED EROSION CONTROL BLANKET. PARTICULAR ATTENTION MUST BE PAID TO JOINTS AND OVERLAPPING MATERIAL. 3. AFTER APPROPRIATE INSTALLATION, THE BLANKETS SHOULD BE CHECKED FOR UNIFORM CONTACT WITH THE SOIL, SECURITY OF THE LAP JOINTS, AND FLUSHNESS OF THE STAPLES WITH THE GROUND. 4. INSPECTION SHALL BE AS SPECIFIED IN THE SWPPP. TOWN OF WESTLAKE EROSION SEPTEMBER 202214 1500 SOLANA BOULEVARD CONTROL r f ° W N BLDG. 7, SUITE 7200 BLANKETS WESTLAKE WESTLAKE DISTINCTIVE °r M i°a f TEXAS 76262 W EC -18 FIRE LANE DESIGN SPECIFICATIONS Designated Fire Lanes: To meet the requirements of the Westlake Fire Department for adequate horizontal emergency access, all parts of ALL buildings must be within one hundred fifty feet (150) feet of a public street or a designated fire lane. 1. FIRE LANE WIDTH: Minimum fire lane width shall be at least twenty—four (24) feet clear (face to face of curbs) without horizontal obstructions. 2. FIRE LANE VERTICAL CLEARANCE: Minimum fire lane vertical clearance shall be at least fourteen feet zero inches (14'-0") 3. INTERSECTION: The fire lane must intersect with a dedicated street r.o.w. In addition if the fire lane exceeds one hundred fifty (150) feet in length, it must intersect with a dedicated street r.o.w. at each end of the lane or terminate in a configuration as detailed in the following standard details. 4. PAVING SURFACE; The fire lane shall be paved in accordance with the Town of Westlake standards as herein detailed. 5. MARKING; The designated fire lane shall be marked as detailed in the following standard details. TOWN OF WESTLAKE FIRE LANE SEPTEMBER 2022 1500 SOLANA BOULEVARD DESIGN W ,E, ESTLAKE BLDG. 7, SUITE 7200 SPECIFICATIONS p„T MY o MICA WESTLAKE, TEXAS 76262 FID-01 L�LL- CD bi CD Of cn FIRELANE MINIMUM WIDTH 24'-0" 0 rn M =< �-- u cf)L�J CD Ln >- ctf Ln cn w bj UJ (D Ld n cn Of Of of Of Ld LLJ Ld (if �> Ld LL. Ld Ld F— LLJ Llia_ 0- C) 6" —#4 LONGITUDINAL 6" of Of a_ Lli BARS AT 18" O.C. Lli Of Lli c) Of C)f \ I a- c) C> xx #4 TRANSVERSE N x BARS AT 18" O.C. T/2 7" MINIMUM THICKNESS SUBGRADE SHALL BE COMPACTED TO 95% STD PROCTOR DENSITY (MIN. 6" DEPTH) N.T.S. GENERAL NOTES: 1. CONCRETE PAVING SHALL BE A MINIMUM SOX (6) SACK PER CUBIC YARD MIX WITH A MINIMUM COMPRESSIVE STRENGTH OF 4000 P.S.I. AT 28 DAYS AND A MINIMUM SLUMP OF 3 INCHES. 2.REINFORCING SHALL BE NEW BILLET STEEL ASTM A615 GRADE 60 REINFORCING BARS WHICH SHALL BE FREE OF RUST, LOOSE SCALE, PAINT, OIL OR OTHER FOREIGN SUBSTANCES WHICH SHALL PREVENT BONDING OF THE CONCRETE AND REINFORCING BARS. 3.EXPANSION JOINTS SHALL BE PROVIDED AT THE R.O.W. LINE OF THE FIRE LANE APPROACH AND AT A MAXIMUM OF 200 FOOT SPACINGS. 4.WHERE A CURB IS USED, THE REQUIRED CLEARANCE SHALL BE MEASURED FROM THE CURB FACE TO ANY PERMANENT TRAFFIC OBSTACLE. TOWN OF WESTLAKE FIRE LANE SEPTEMBER 2022 1500 SOLANA BOULEVARD PAVING BLDG. 7, SUITE 7200 D ETAI LS WESTLAKE DISTINCTIVE Bi MIWESTLAKE, TEXAS 76262 FD-02 50.0' RADIUS MINIMUM W z Q W W 35.0' RADIUS MINIMUM LL- 0 0 a W W U X W z NOTE: 24 0' ALL DIMENSIONS ARE z MINIMUM FACE TO FACE OF CURB 0 U W cr- 2 20.0' RADIUS MINIMUM TURNAROUND GEOMETRY N.T.S. TOWN OF WESTLAKE FIRE LANE SEPTEMBER 2022 1500 SOLANA BOULEVARD TURNAROUND ' " ` BLDG. 7, SUITE 7200 wEST�aKE FD-03 WESTLAKE TEXAS 76262 DISTINCTIVE or [ ic�i f TURNAROUND GEOMETRY TYPE "A" N.T.S. TOWN OF WESTLAKE FIRE LANE SEPTEMBER 2022 1500 SOLANA BOULEVARD TURNAROUND W ` , ESTLAKE BLDG. 7, SUITE 7200 TYP E "A" DST ;NMY o E GI.. WESTLAKE, TEXAS 76262 FD-04 w m U) O m J a U_ I Z O cf) Z W 0 1 TO 95% STD PROCTOR DENSITY (MIN. 6" DEPTH) STRIPING DETAILS AND SPECIFICATIONS PAINT: 1. STRIPE SHALL BE SIX (6) INCHES WIDE PAINTED WITH AN EXTERIOR ACRYLIC LATEX PAINT. 2. LETTERS SHALL BE FOUR (4) INCHES HIGH PAINTED WITH AN EXTERIOR ACRYLIC LATEX PAINT. COLOR SHALL BE "TRAFFIC WHITE" GLIDDEN No. 563245 OR EQUAL. APPLICATION: 1. PAVEMENT SHALL BE PREPARED BY SAND BLASTING OR GRINDING FOLLOWED BY HIGH PRESSURE AIR TO BLOW OFF DEBRIS. ALL CURE SHALL BE REMOVED FROM NEW PAVEMENT TO ALLOW PROPER BONDING OF PAINT. 2. STRIPE MAY BE BRUSHED OR SPRAYED, ONE COAT TO FINISH. 3. LETTERS SHALL BE STENCIL FORMED, BRUSH APPLIED AND SPACES AS DETAILED ON THIS SHEET. 4 TOWN OF WESTLAKE FIRE LANE SEPTEMBER 2022 1500 SOLANA BOULEVARD STRIPING BLDG. 7, SUITE 7200 wEsr�aKE FD-05 WESTLAKE TEXAS 76262 DISTINCTIVE or [ ic�i f kk / @a {\ E )� _ ®k 9® §� }\ §§ &£ \ D� §§/ §§§■§%& E@�k■bBS� §� w 24" NO. 6 SMOOTH DOWEL 16" DOWEL COATING 3/4" 2 MIN COLD POURED RUBBER Ft'JOINT SEALING COMPOUND T/2 BAR STOP �» "�I�5" 2° MIN T/1 L DOWEL SLEEVE TO FIT /6"R DOWEL AND BE SECURED 2 CLOSED END EXPANSION JOINT FILLER DOWEL SUPPORT EXPANSION JOINT NOT TO EXCEED 300' ALONG PAVEMENT CENTERLINE 3/16" SAWED GROOVE---_________ COLD POURED RUBBER SAWED GROOVE 1:,�,�JOINT SEALING COMPOUND JTJ/3 T/2 FIRST POURSECOND POUR T/1 • • • LAP BARS 40 DIA. & TIE NO. 4 BARS ON 18" CTRS. BOTH WAYS CONSTRUCTION JOINT VERTICAL SAW —CUT COLD POURED RUBBER Ya" TO %6" WIDE JOINT SEALING COMPOUND 3 T/2 FIRST POUR T/SECOND POUR T/1 � • • • LAP BARS 40 DIA. & TIE NO. 4 BARS ON 18" CTRS. BOTH WAYS SAWED CONTRACTION JOINT NOTE: T= PAVEMENT THICKNESS TOWN OF WESTLAKE C0NC. PAVE. SEPTEMBER 2022 1500 SOLANA BOULEVARD JOINT DETAIL BLDG. 7, SUITE 7200 WESTLAKE WPD-01 DISTINCTIVEo,,„ IG„ WESTLAKE, TEXAS 76262 CONCRETE PAVEMENT JOINT SPACING TRANSVERSE SAWED CONTRACTION JOINT @ 15' C-C EXPANSION JOI TRANSVERSE SAWED CONTRACTION JOINT @ 15' C-C BACK OF CURB/ EDGE OF PAVEMENT W/2 -w-� W/2 �W� CONSTRUCTION JOINT OR SAWED CONTRACTION JOINT W/2 W R W/2 = 20'-30' ADDITIONAL CONTRACTION JOINT FOR R=25'-30' BACK OF CURB/ EDGE OF PAVEMENT CONSTRUCTION JOINT OR SAWED CONTRACTION JOINT NOTES: 1. EXPANSION JOINTS NOT TO EXCEED 300' ALONG PAVEMENT. 2. W=PAVEMENT WIDTH. 3. R=RADIUS OF CURB RETURN. TOWN OF WESTLAKE CONCRETE SEPTEMBER 2022 � 1500 SOLANA BOULEVARD PAVEMENT ��°�� BLDG. 7, SUITE 720o JOINT SPACING WESTLAKE ounuanv o Ei,^i WESTLAKE, TEXAS 76262 W D P- 0 2 1/2 MOUNTABLE CONCRETE CURB & GUTTER ASPHALT STREET 12" 12" R 7"R ° T/2 d 3„ 7 x 24" #4 "L" REBAR 18" O.C. NOTES: 1. CONCRETE SHALL BE CLASS "A" .91 3 ASPHALT PAVEMENT TOWN OF WESTLAKE CONCRETE SEPTEMBER 2022 1500 SOLANA BOULEVARD CURB AND WESTLAKE BLDG. 7, SUITE 7200 GUTTER DISTINCTIVE °, MIWESTLAKE, TEXAS 76262 WPD-03 w>ro mo Of O of --iw UJ� �> 00U� a� Ud N W 00N Woo o a (, J r- s CD9) oja CN o vo' v. ° �cnc W MU)X zr °° F " CO :5 c� Y o a �m 0 a. a.. 0 LO 3:1 V V e o uj ° w w b ' 's. •'J m J F-- . • ... v.. ` f`y!1 Lu ry irk � �l o Q Ne woo= n- n U=>U) °.. a. O CD U Q e N v o w p. • v L v. v 00 ° w W� v ° a' o e a a a' • y v a • V in o, a LLJ a •: U a a° a .. o . .. .v v m vo.' o Q 41, LLJ CD � U O 00 CV (J) U \ LJ r7 O Z COLD POURED JOINT # 5 BARS 30 SEALING COMPOUND 18" O.C. 8" # 4 BAR 18" O.C. FUTURE 4 6" PAVEMENT # 4 BARS j 4 18" O.C. 3/4" DRILLED HOLES BLOWN CLEAN & DOWELS COATED WITH EPDXY RESIN REIF. CONC. PVMT. 2" 16" STREET HEADER FOR FUTURE PAVEMENT N.T.S. EXISTING PAVEMENT 1 NEW PAVEMENT 12„� #4 X 24" DEFORMED DOWEL AT SAME SPACING AS PAVEMENT REINFORCEMENT / • Q v \ o try �. 12" a 0 NO FORM NO FORM 9) STREET HEADER AT EXISTING PAVEMENT N.T.S. # 4 BARS _A 18" O.C. ALL WORK BETWEEN HEADERS TO BE DONE BY OTHERS UNLESS I_ OTHERWISE SPECIFIED. 2'-0" # 4 BARS 14.4 18" O.C. 91,1~1~ NOTES: STREET HEADER AT RAILROAD JIIVILII\Il L 1. PAVEMENT BARS TO BE BENT DOWN INTO HEADER. N.T.S. ABOUT 2. HEADER AND PAVEMENT TO BE MONOLITHIC. CENTER LINE 3. REINFORCING STEEL TO BE DETERMINED BY RECOMMENDATION OF GEOTECHNICAL ENGINEER PROVIDED BY DEVELOPER TOWN OF WESTLAKE REINFORCED SEPTEMBER 2022 1500 SOLANA BOULEVARD CONCRETE WESTLAKE BLDG. 7, SUITE 7200 PAVEMENT DISTINCTIVE °, MIWESTLAKE, TEXAS 76262 W P D — 0 4 ROUNDED TO 1/4" RAD. zF- O Lz zF_ x 0° w Q o Q w o p, W CD I :2 J LLJ � Z O BRIDGE APPROACH SLAB 20'-0" CENTERLINE OF BRIDGE — NO. 4 BARS ON 6" CENTERS —TOP AND BOTTOM 1 1 /2" CLEAR Q N Q o � o Z � o C7 M z w o � of v o w U d U G) Q = W cm 1 1 /2 CLEAR N0. TRANSITION 1 /2"2 4 BARS ON 9" CENTERS —TOP AND BOTTOM CLEAR INTEGRAL CURB —FROM 9" TO HEIGHT OF ROADWAY CURB PLAN AMORING N.T.S. SEE SHEET 1" HOT POURED RUBBER WPS-03—A JOINT SEALING COMPOUND FOR DETAIL 1 1 /2" CLEAR 9" THICK 1 1 /2" CLEAR a z cn 11*\. fl 0 Y e 40. LLJ BRIDGE ABUTMENT 9 NO. 4 BARS ON 9$$ 9„d.': INSET — — 9" CENTERS ° 17"� NO. 4 BARS ON 6" CENTERS SECTION N.T.S. TOWN OF WESTLAKE REINFORCED SEPTEMBER 2022 1500 SOLANA BOULEVARD CONCRETE BLDG. 7, SUITE 7200 PAVEMENT WESTLAKE DISTINCTIVE °r [ i°� WESTLAKE, TEXAS 76262 WPD-05 ARMOR PLATE P1 BRUSHED CONCRETE OR STAINED AND STAMPED CONCRETE PAVEMENT 18" MIN. c `L' Of �00 1 � o 1 O #5 @ 12 O.C. EAC H WAY o�XT COMPACTED PVM'T 12" WIDE FILTER FABRIC BASE OR SUBGRADE (PROPEX GEOTEX 1001 4" 4" OR APPROVED EQUAL) L, 5/8" Lo N 5/8" STUDS 1/2" A36PLATE @ 6" O.C. G60 GALVANIZED ALTERNATE STUDS GENERAL NOTES: 1. CONCRETE f'c=4000 PSI AT 28 DAYS. 2. PROVIDE 48" x BAR DIAMETER MIN. LAP SPLICE LENGTH. 3. ALL REINFORCING STEEL BE GRADE 60, UNLESS OTHERWISE SPECIFIED 4. PROVIDE 1.5" REINFORCEMENT CLEAR COVER U.N.O. TOWN OF WESTLAKE AMORING JOINT SEPTEMBER 2022 1500 SOLANA BOULEVARD DETAIL "' `,,,,,,T ° W" ° 'BLDG. 7, SUITE 7200 WPD-06 WESTLAKE WESTLAKE TEXAS 76262 1 /2" DOWELED EXPANSION JOIN WITH EXPANSION JOINT FILLER EVERY 40' �g'--�—g'--[—g'� A 8' B B MARK A PLAN N.T.S. USE EDGER — BOTH SIDES MATCH ROUNDED EDGE RADIUS ON CURB 4» RUBBER CAULK 8„ 4» .y. .......................................................'.:':.':.':.': .':.':.':.':.�'.'.:':.':.' 8 4» f 2" WASHED SAND 3/4" DRILLED HOLES CUSHION FOR SOILS BLOWN CLEAN & DOWELS JOINT LUG DETAIL FOR MEDIAN PAVEMENT WITH P.I. OF 15 COATED WITH EPDXY RESIN OR SIDEWALK ADJACENT TO CURB OR MORE N.T.S. #4 X 24'$ SMOOTH 1 /2" NON —EXTRUDED ROUND BAR 24" O.C. PRE —FORMED EXPANSION #3 BARS 18" MATERIAL O.C. BOTH WAYS 3/8"R LIGHT BRUSH 3/8"R 3" MIN FINISH 1" MIN W N 4» 3/8"R #3 BARS 18" O.C. BOTH WAYS 1°° �2'-1/2" TRANSLUCENT PVC 4» EXPANSION CAP THIS HALF OF 1 1/2" 3/8"R DOWEL TO BE SECTION "A -A" SECTION "B-B" COATED WITH GREASE N.T.S. N.T.S. NOTE: 1. CROSS SLOPE OF SIDEWALK SHALL BE 2% MAX. 2. OTHER THAN 8' SIDEWALK WIDTH MAY BE SPECIFIED BY OWNER. 3. SIDEWALK SHALL BE CLASS "A" CONCRETE UNLESS OTHERWISE SPECIFIED BY OWNER. 4. ALL HONEYCOMB IN BACK OF CURB TO BE TROWEL —PLASTERED BEFORE POURING SIDEWALK. 5. LUG MAY BE FORMED BY SHAPING SUBGRADE TO APPROXIMATE DIMENSIONS SHOWN. TOWN OF WESTLAKE REINFORCED SEPTEMBER 2022 1500 SOLANA BOULEVARD CONCRETE ' " `,....,T ° W " BLDG. 7, SUITE 7200 SIDEWALKS WESTLAKE s„„ r,l[ � WESTLAKE, TEXAS 76262 W P S- 01 U � z U N z� Oz JU � o oZQ� Of�a�� zE5oo o - zw �a-zaa wacnz LLJ w CnUo �wU) ax�o c�nN¢� U g z C14 Q Q Q C w N OZOLLJ U CD CD Of X W 0ON w0to > o Q u)��w CD Q �r-co o Z z Cr LLJ � C J W > J Q xOf J U Z Ctf m = Of QU) wm wo Q QzzO 2iC/) WL� oo QQ 0=X W mN O� rn LO W ~ N mm CD ZIP LLJ O DAY mQ Nog z � 0 �� o Lo 3:: o a a p Cn �z o � -w o� a o� z QWw Lil � Z OLLJ u- - z m —j O Q 0LLJ U Q CDw Z �� Q J I Q D CD w ~LLJ Q z� = i� w �mc~n z O =om Q �� oo J J Z Q w w wow u Z- _ F- o �w LLJ U m w IQ z W mUw < oMw� m X_ °�Zo __ �I U w� C/") Zw Z v w JQ- _�w c in n a QWW CD ~�r) N j � no XO~ m J LLJ w� W (n CV d' ' C6 ~ Z o a Z m C/)Li � w ' C14z o��o ... . - - V o0 oo�000000 O J Cn Cn w Q o � Q> Q LLJ mom= O cn I;r = o� = of N �w O Itzz Ul LUO Cr m a CL u' :2 m c— XbW 5 ftf o w SINVA H c-) C mE a GENERAL NOTES: 1. ALL CONSTRUCTION MATERIALS, METHODS, AND PLACEMENT NOT DETAILED SHALL MEET OR EXCEED THE STANDARD SPECIFICATIONS OF THE NORTH CENTRAL TEXAS COUNCIL OF GOVERNMENTS, LATEST EDITION UNLESS SUPERSEDED BY TOWN OF WESTLAKE STANDARDS OR TESTING POLICIES. 2. ALL CONCRETE FOR PAVING SHALL BE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 AT 28 DAYS. 3. REINFORCED CONCRETE PAVEMENT: A. ALL CURBS SHALL BE PLACED INTEGRAL WITH PAVEMENT UNLESS OTHERWISE APPROVED BY THE OWNER. B. CURBS SHALL MEET THE SAME COMPRESSIVE STRENGTH AS SPECIFIED FOR THE PAVEMENT. C. BAR LAPS SHALL BE 30 DIAMETERS. D. REINFORCING BARS SHALL BE SUPPORTED BY CHAIRS OR OTHER DEVICES APPROVED BY THE OWNER. 4. SUBGRADE: (UNLESS OTHERWISE SPECIFIED BY OWNER) A. SUBGRADE UNDER ALL PAVEMENTS SHALL BE STABILIZED TO A MINIMUM DEPTH OF 8" WITH HYDRATED LIME OR CEMENT WHEN THE P.I. OF THE INPLACE MATERIAL IS GREATER THAN 15. LABORATORY TESTS MUST BE PERFORMED TO DETERMINE THE AMOUNT OF LIME OR CEMENT REQUIRED TO LOWER THE P.I. TO 15 OR BELOW. SATURATION P.I. (PH > 12.4) WILL BE THE LIMIT WHEN A SOIL'S P.I. CANNOT BE BROUGHT TO 15 OR LOWER. B. WHERE THE INPLACE MATERIAL HAS A P.I. OF LESS THAN 15, THE SUBGRADE SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 8" AND RECOMPACTED. 5. IF THE ROADWAY IS A DESIGNATED BIKE ROUTE OR BIKE USAGE IS ANTICIPATED, REFER TO NCTCOG'S REGIONAL BICYCLE AND PEDESTRIAN FACILITIES DESIGN MANUAL FOR DESIGN GUIDANCE. 4 TOWN OF WESTLAKE PAVEMENT SEPTEMBER 2022 1500 SOLANA BOULEVARD SYSTEMS -WESTLAKE BLDG. 7, SUITE 7200 WPS-03 WESTLAKE, TEXAS 76262 NEAT LINES OF PIPE SECTION N.T.S. LIMITS OF EXCAVATION DIST. IN FT. OUTSIDE NEAT LINES OF PIPE DEPTH OF TRENCH SUBDRAIN (FT.) 0 TO 6 1.00 6 TO 10 1.50 10 TO 15 2.00 OVER 15 2.50 TYPES OF PIPE ACCEPTABLE FOR USE AS SUBDRAIN 1. PERFORATED 6" SCHEDULE 40 PVC PIPE. 2. PERFORATED 6" POLYETHYLENE PIPE. 1 1)" AAIAI FILTER MATERIAL SPECIFICATIONS PERCENTAGE RETAINED SIEVE SIZE ON SIEVE TYPE A TYPE B 1 1 /2 - - - 0 - 10 3/4 0 - 10 20 - 40 3/8 15 - 35 --- NO. 4 35 - 55 40 - 60 MATERIAL FINER THAN NO. 4 SIEVE 4 --- 20 35 - 65 50 75 - 100 TOWN OF WESTLAKE PAVEMENT SEPTEMBER 2022 1500 SOLANA BOULEVARD SUBGRADE " ` ' ° W " 0 1 BLDG. 7, SUITE 7200 SUBDRAIN WESTLAKE s„„Tll[1�)[,,II WESTLAKE, TEXAS 76262 WPS-04 t w U "O �l +� O m 01 U V) y d V I I w O" O m M W Ln O NOOO NRm Ow U O� m O) O Z O m m U Q N LL N O c O m O O m 0 ap W (.� 41 .• ~ 0O cc c0 c0 v N N m O O N w Q oa := �,�1^� CO c N y 'm V xo-------- 00 m— m a� ° c� " W OON x c U N? ��_ o oM -cc QNN Q >�cfl n LuW� o I La [��/� �F- N U rVL� O 2:1M U' Q \_ tD UQ ^ W mN .o M m ' r I rl N ----, Q M N U r- Q M � w Z U o a a og Y aa� 'oM z Nag U m o U O Oo io 0 V) Q. p Ld N �� m m O U) M p o « O O U W21 p 0 L 7 c O U m `W O Y M = Q O a M m M w'D 3 J C r O r c W W - m ^ x M � Z .. 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LINE PROPERTY LINE 2' 2' R = 5'-10' (TYP) no 8" FULL DEPTH ASPHALT WITH 6" FLEX BASE TRANSITION PAVEMENT 1/2" REDWOOD EXPANSION JOINT (TYPICAL) RESIDENTIAL CONCRETE DRIVEWAY APPROACH 10'-20' A ` A ASPHALT PAVEMENT PLAN VIEW R.O.W. LINE DRIVEWAY APPROACH VARIES 4SIDEWALK DRIVEIN 2% MAX. SLOPE SLOPE AS REQUIRED PROPOSED DRIVE 6" CONCRETE DRIVE W/ #4 BARS Q 18" CCEW EXISTING L.T. SUB -GRADE SECTION A -A in 8' STD TOWN OF WESTLAKE CONCRETE DRIVEWAY WITH 6" FLEX BASE WITH GEOTEXTILE FABRIC BETWEEN CONCRETE AND FLEX BASE NO CURB IN IN HIGHWAY R.O.W. 5" MAINTAIN LOWEST POINT OF GUTTER SAWCUT EXISTING PAVEMENT FOR NEW CONSTRUCTION NG ASPHALT SEAL CONSTRUCTION JOINTS TOWN OF WESTLAKE RESIDENTIAL SEPTEMBER 2022 1500 SOLANA BOULEVARD DRIVEWAY WESTLAKE BLDG. 7, SUITE 7200 APPROACH DISTINCTIVE Bi M'IN�'"; WESTLAKE, TEXAS 76262 WST-01 COMMERCIAL CONCRETE DRIVEWAY 24'-36' :XPANSION MATERIAL JOINT (TYPICAL) R.O.W. LINE DRIVEWAY APPROACH VARIES 4' SIDEWALK DRIVEW 2% MAX. SLOPE SLOPE AS REQUIRED ..- r n MAINTAIN LOWEST POINT OF GUTTER SAWCUT EXISTING PAVEMENT FOR NEW CONSTRUCTION ISTING CONCRETE PROPOSED DRIVE EXISTING L.T. SEAL CONSTRUCTION SUB -GRADE JOINTS SECTION A -A DRILL DOWEL &EPDXY N0. 3 6" CONCRETE DRIVE W/ BARS (24"LONG) ON C-C INTO #4 BARS EXISTING CONCRETE (MIN. 12") 18" CCEW AND TIE TO REINFORCING IN PROPOSED CONCRETE ON DOWEL BASKETS TOWN OF WESTLAKE COMMERCIAL SEPTEMBER 2022 1500 SOLANA BOULEVARD CONCRETE BLDG. 7, SUITE 7200 DRIVEWAY WESTLAKE DISTINCTIVE °, MIWESTLAKE, TEXAS 76262 WST-02 1 /4"/FT. SLOPE SLOPE- 1/4"/Fr. 3/8" R. TYPICAL 1/2" PREFORMED EXPANSION JOINT - - COMPACTED J DOWEL #3 BAR 0 18" SUBGRADE INTO CURB O.C. BOTH WAYS *TOOL JOINTS TO MATCH SIDEWALK WIDTH STANDARD ABUTTING SIDEWALK SECTION N.T.S. 4" #3 BAR 0 18" O.C. BOTH WAYS 6' LANDING RAMP 12:1 MAX SLOPE o . RAMP 12:1 F- CURB WALK �1/4" LIP MAX. 6' RAMP & CURB TRANSITION MID -BLOCK RAMP FOR ABUTTING CURB N.T.S. SLOPE — 1/4'/FT. 8'" STANDARD TRAIL SECTION za01 1' 3/8" R. TYPICAL 3 SLOPE 1/4"/FT. SLOPE 1 /4"/FT. 77777 T14 4" #3 BAR 0 18" COMPACTED O.C. BOTH WAYS SUBGRADE STANDARD SIDEWALK SECTION N.T.S. 3/8" R. TYPICAL 1/4"/FT. SLOPE COMPACTED SUBGRADE *TOOLED JOINTS, NOT SAWED "W SIDEWALK JOINTS SHALL BE R.O.W. GROOVED J" DEEP - - W/ REDWOOD — - - EXPANSION JOINTS EVERY 40' MAX. W/ 24"-#4 CURE SMOOTH DOWELS 0 12" CENTERS. VARIES STANDARD SIDEWALK PLAN N.T.S. 5' LANDING 1/4" LIP MAX 4' CURB LANDING 2% MAX SLOPE 6" LANDING 3/8" R. TYPICAL TRANSITION 1' TYP. 0 EXPANSION RAMP 12:1 MAX SLOPE R.0 .W. � JOINT R.O.W. - - 2% RAMP 12:1 MAX VARIES MAX SLOPE RAMP 12:1 MAX SLOPE I EXPANSION JOINT I CURB 1' TYP. LIP MAX. R.O.W. "W" MID -BLOCK RAMP FOR STANDARD WALK STANDARD INTERSECTION RAMP N.T.S. N.T.S. 4 TOWN OF WESTLAKE SIDEWALK & SEPTEMBER 2022 1500 SOLANA BOULEVARD RAMP DETAILS WESTLAKE BLDG. 7, SUITE 7200 WPS-01 DISTINCTIVE o, M IG, " WESTLAKE, TEXAS 76262 WALK EXPANSION JOINT m Z U � P= RAMP 12:1 z MAX. SLOPE ma< LANDING 2% MAX. SLOPE DURALAST DETECTABLE 1'R CAST IRON WARNING SURFACE OR APPROVED EQUAL 1/4" LIP MAX PARALLEL CURB RAMP FOR WALK ABUTTING CURB 36" MINIMUM WIDTH N.T.S. TYP. "W" Ki DURALAST DETECTABLE CAST IRON WARNING SURFACE OR APPROVED EQUAL 1/4" LIP MAX. EXPANSION 1' R JOINT TYPICAL J Q c RAMP l 1 DURALAST DETECTABLE CAST IRON WARNING SURFACE OR 1/4" LIP MAX APPROVED EQUAL SPLIT RAMPS (STREET RADIUS < 15') N.T.S. EXPANSION JOINT RAMP 12:1 MAX. SLOPE LANDING 2% MAX. SLOPE 1' R STANDARD PARALLEL CURB RAMP N.T.S. 4 TOWN OF WESTLAKE SIDEWALK & SEPTEMBER 2022 1500 SOLANA BOULEVARD RAMP DETAILS BLDG. 7, SUITE 7200 WESTLAKE WESTLAKE TEXAS 76262 WPS-02 DISTINCTIVE or [ ic�i f 6" VARIES NATURAL GROUND #4 BAR 6" 24" BAR A DOWEL INTO — BACK OF CURB — 3/4" CHAMFER 2% MAX 1/2" PREFORMED EXPANSION JOINT 4" #4 BAR 6" to 2'-6" 6" 0 12" O.C. COMPACTED VARIES BOTH WAYS SUB —GRADE 14 BARS 0 12" ON CENTER BOTH WAYS SIDEWALK WITH CURB AND TOEWALL N.T.S. 8" VARIES 6'-0" NATURAL 3/4" CHAMFER 1/2" PREFORMED EXPANSION JOINT GROUND #4 BARS @ 12" ON CENTER DOWEL INTO • BOTH WAYS BACK OF CURB 2% MAX • y 6" to 2'-6" VARIES 4" #4 BARS @ 12" j COMPACTED ON CENTER SUB —GRADE BOTH WAYS NOTES: 1. INSTALL 1" DIA. PVC WEEP HOLE ON 10' CENTERS. 2. SIDEWALK JOINTING TO BE CONTINUOUS UP FACE OF WALL WITH CHAMFER. 3. INSTALL GRAVEL POCKET BEHIND WALL PER DETAIL WPS-07 SIDEWALK WITH RETAINING WALL N.T.S. —V TOWN OF WESTLAKE SIDEWALK & SEPTEMBER 2022 1500 SOLANA BOULEVARD RAMP DETAILS "' ` ° W " 0 FBLDG. 7, SUITE 7200 WESTLAKE WPS-03 DST MY o � ,;; .. WESTLAKE, TEXAS 76262 SIDEWALK GENERAL NOTES: 1. ALL CONSTRUCTION MATERIALS, METHODS AND PLACEMENT NOT DETAILED BELOW SHALL MEET OR EXCEED THE STANDARD SPECIFICATIONS OF THE NORTH CENTRAL TEXAS COUNCIL OF GOVERNMENTS, LATEST EDITION, UNLESS SUPERSEDED BY THE TOWN OF WESTLAKE STANDARD SPECIFICATIONS OR TESTING POLICIES. 2. CONCRETE SHALL BE A MINIMUM OF 4 INCHES THICK, CLASS "A", (303.3.4.2) CONTAINING A MINIMUM OF 50% CRUSHED STONE (1" MAX.). ALL CONCRETE PLACED SHALL CONTAIN SUFFICIENT AGENT TO YIELD 5% (±1%) AIR CONTENT. 3. CHAMFER ALL EXPOSED EDGES OF CONCRETE WALLS 3/4 INCH. 4. ALL REINFORCED STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615 GRADE 60. REINFORCING STEEL SHALL BE PLACED WITH A MINIMUM OF 1-1/2 INCH OF COVER FOR #5 BARS OR SMALLER. WHERE REINFORCING BARS ARE SPLICED, A 30 DIAMETER LAP SHALL BE USED. REINFORCED STEEL MUST BE PLACED ON CHAIRS OR STOOLS. 5. SUBGRADE SHALL CONSIST OF NATIVE SOIL COMPACTED TO A DENSITY NOT LESS THAN 95% ASTM DD698, OPTIMUM MOISTURE CONTENT OR ABOVE. 6. SIDEWALKS SHALL BE FINISHED BY LIGHTLY BROOMING SURFACE TRANSVERSE TO THE DIRECTION OF TRAFFIC, WHERE ADJACENT SIDEWALKS DIFFER FROM THIS STANDARD, NEW SIDEWALKS SHALL CONFORM TO ADJACENT SIDEWALK. 7. AN APPROVED WHITE PIGMENT CURING COMPOUND SHALL BE APPLIED EVENLY WITH A SPRAYER TO THE SURFACE OF THE PAVEMENT AS SOON AS IT IS HAS BEEN PLACED AND FINISHED. 8. RETAINING WALLS TO HAVE REDWOOD EXPANSION JOINTS @ 40' MAX. W/24" #4 DOWELS @ 12" CENTERS 9. SIDEWALK JOINTS SHALL BE TOOLED AND NOT SAWED. GENERAL NOTES: HANDICAP RAMPS AND SIDEWALKS SHALL CONFORM TO THE MOST RECENT STANDARDS OF THE "TEXAS ACCESSIBILITY STANDARDS" (TAS) AND THE "UNIFORM FEDERAL ACCESSIBILITY STANDARDS" ESTABLISHED BY THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1990. 4 TOWN OF WESTLAKE SIDEWALK & SEPTEMBER 2022 1500 SOLANA BOULEVARD RAMP DETAILS BLDG. 7, SUITE 7200 WESTLAKE WPS-04 WESTLAKE TEXAS 76262 DISTINCTIVE or [ ic�i f EXPANSION 1' R JOINT TYPICAL J U 8' WALK DETECTABLE 2' (TYPICAL) WARNING RAMP 12:1 MAX. SLOPE J DURALAST DETECTABLE CAST IRON WARNING 1/4" UP MAX SURFACE OR APPROVED EQUAL SPLIT RAMPS (STREET RADIUS < 15') 21161, N -Id- m Z U O c;dN ¢F- F- ED DURAL CAST SURFA EQUAL ;TAINED ;ONCRETE IANDING TYPICAL I PLACES) 2% PE N � SIDEWALK BANDING PARALLEL CURB RAMP FOR WALK ABUTTING CURB 36" MINIMUM WIDTH N.T.S. STAINED CONCRETE BAND NOTES: BOMANITE COLOR HARDENER: CH-00047-60 (CARMEL) RELEASE AGENT: CH-00093-60 (FOREST BROWN) CH-00119-60 (HARVEST AMBER) PAVING PATTERN: SLATE REGULAR 8' TYP. I I 2' (TYPICAL) STAINED CONCRETE BANDING (TYPICAL 4 PLACES) 'ANSION NT P 12:1 . SLOPE IRALAST DETECTABLE ST IRON WARNING IRFACE OR 'PROVED EQUAL D STANDARD PARALLEL CURB RAMP N.T.S. —V TOWN OF WESTLAKE SIDEWALK & SEPTEMBER 2022 1500 SOLANA BOULEVARD RAMP DETAILS BLDG. 7, SUITE 7200 WESTLAKE WPS-05 U, „N IV ,°WESTLAKE, TEXAS 76262 STAINED CONCRETE BANDING (TYPICAL 2' 4 PLACES) (TYPICAL) 10' 12' (TYP) 8' TRAIL DURALAST DETECTABLE (TYPICAL) CAST IRON WARNING SURFACE OR APPROVED EQUAL STANDARD 8' TRAIL DETAIL N.T.S. STAINED CONCRETE BAND NOTES: BOMANITE COLOR HARDENER: CH-00047-60 (CARMEL) RELEASE AGENT: CH-00093-60 (FOREST BROWN) CH-00119-60 (HARVEST AMBER) PAVING PATTERN: SLATE REGULAR 8' TRAIL STRAIGHTEN SIDEWALK BEFORE INTERSECTION J 2' (TYP) DURALAST DETECTABLE CAST IRON WARNING SURFACE OR APPROVED EQUAL TRAIL INTERSECTION DETAIL N.T.S. TOWN OF WESTLAKE TRAIL & RAMP SEPTEMBER 2022 1500 SOLANA BOULEVARD DETAILS "' BLDG. 7, SUITE 7200 WESTLAKE WPS-06 o,;,,N�;�_ o �� WESTLAKE, TEXAS 76262 Town of Westlake r x e T o w x o f WESTLAKE DISTINCTIVE BY DESIGN STORM WATER DESIGN MANUAL Table of Contents 11 11� 11 0 [) �� C I 10111� .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 6 GOX S N 0 1 C V �� S °7 �'U II CYS II A U A "v6N )),,AG��ll,��ll,��II/"II IIIl,��ll,��I� �`I..II' J II IP J G . . ... 1 11" S ( . . . . ....... S,,""" c t 01, 1, , I . ....... �laininhng ........................................................................................... 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S a I' I' 1' 22 c 1, 3, 2, 3 ainfrl 22 SecCon :12A-. Stori,ri %Pdl'all�""Ilr ink i2�2 SecCon 12A Grate Wdet DeAn 22 SecCon 31.A2 -- CuM Kets n Sumps �2� SecCon 123- Com bNabon Wts , z SecCon 12A - Cbsed Con&�t Svsu "'n s z S e c 1,10 n :13 -- G e n e r a HD e M g n a n d C o 1, 1, 11' "), c 1, � i, f S 1, a i, f d w" Is ...................... 26 SecCon 01- Easements for Cbsed CondWt Systems .......................... 27 C F! AP If R. 4 Yl/r'��,Z'AW C S 11,11,J)" 0 c u v S, S, 0 N )l �) �) , `]�- , 28 SecC on A I . ....... Stoiri,n Open Charmek, CuNerls, Bodges, and Ovuvww. . . . ................................................ 2,',B SecCon All - Stoii,i,y,i SYSU""In r SecCon 4A2 -Ney kssues n Stcarm Water System DeQn 28 SecC on 4A3 SI,'k,/,"�,ii'm RecommendaCons 28 SecCon02 -- WNW DeMgn . .......................................................................................................... 2,,'3/, SecCon 021 c t � o i, � 11k 2,2 Symbds and DernnMons ........ �28 SecCon 022 - DeMgn COte0a ....... �2, S e c C o n A 2,6 - D e M g n P ii, fl,'�i j,,),, f o r 13 to v e ke d - El I g e d 1 n e M ..................... 29 SecCon 023 - RoW RoAkny; and CuNurt DeMgn ...... ,2ri SecCon4.3 -dUkkoe Desbn . ........................................................................................................... 29 SecCon AM Overlew -- ---- 2 S e c C o n 4. & 2 S y m b d s a n d M,,,, 1� 1 i, fl"l r 2 SecCon AM - DeMan COte0a ....... 2 S e c C on 4. & 4 - D e M g n P ii, fl,'�/2 SecCon 04 -- Open ChannekmWuln .............................................................................................. Sri cCon 4.11 -- Overlew Sec==2 - Symbds and Si cCon 4.13 -- Desn;n CrqeOa ...... SecCon 005 Jin�lbiiri,n Fk"I"),v"v S,�""" c 1, �fl"L I, f 14, 14, u6 SecCon 017 -Vegetabve SecCon 4.4A -- Stone PI prNa DeQn .......... SecCon 009 - GaWon DesQn ....... 41, SecCon05 -- Staraq;e DeQn . . . . . . . . . ........................................................................................ 34 SecCon AM M,,,,in,i,,,,iiraSll'fl"IIlraf", SecCon 402 Symbds and M,,,Jhn�flolns S e c C o n A 5, 3 - G e n u a PS t w Ica e IN',; s I & 1, f '11, fl"�, llr,�"" S e c C o n 4. 04 - [h e H Rd n wry U"', 1, f 1, I fl,'l i, [ a ju, � a C o n s ....... ......................... N SecCon AS -- Met Sbawhwes SecCon 07 -- Eineraw Wshaabon . . . .. . . . . ........................................................................... SecCon 401 Overlew -- ---- SecCon 402 Symbds and M 1II 1, I fl"l r SecCon 072 - DeMan GuMN rms S,�""" c 1, fl"L 1, ll,,T 5 BasKs SecCon 406- Baffled 7 SecCon 407 -- Chade ControkMwhwes ......... ........... 7 SecCon OR -- Easements for Open CharMan and DetenCo[Woruds ................. 37 U / 5 . s U1?11,1"v6Wl 1 ca ), -1I- Zl, 0 I s MYTM MAD E I"� [) 11 C llJto 2 I I 2 on Ushlq Recornmended HydroAQ Method,,, 6 b e, 2 J, 2 °� I I no 1: 1: 1: hc e, n t,,, � 7 � Fyi,:)OKSheet SecUons and Stun Sewer 22 2 8 "") :or storin 1 2 41 AM :140 Chsed CandHA Ebsenmnl . . . . . . 2 7 Ire, 2 f (""", � (";oin ipi she'e't _ by I but Hydropaph Method . . . . . . . . . . . . . . . A8 Rpqe AAW MhAnan Emsbn CoMAA SeMack ......... "") 2 INTRODUCTION This design criteria is needed to update the policies and criteria for storm water facilities within the Town of Westlake and its extraterritorial jurisdiction. New policies and criteria are needed to reflect the changes that have occurred in community standards, technology and environmental regulations that impact storm water management. The primary motivation for this new manual is to guide the community in drainage policy and criteria so that new development does not increase flooding, erosion, and water quality problems. This drainage design criteria is intended to provide a guideline for the most commonly encountered storm water or flood control designs in the Town of Westlake. It can also be used as a guide for watershed master plans and f o r design of remedial measures for existing facilities. This criteria was developed for users with knowledge and experience in the applications of standard engineering principles and practices of storm water design and management. There will be situations not completely addressed or covered by this design criteria manual. Any variations from the practices established herein must have the acceptance of the Town Engineer or designee. Close coordination with the staff of the Town is recommended and encouraged during the planning, design and construction of all storm water facilities. Relationship of Town of Westlake to the Regional integrated Storm Water Management (iSWM) Manual The Town of Westlake design criteria is the regional iSWM manual updated in 2021, developed bythe North Central Texas Council of Governments (NCTCOG) with clarifications and modifications indicated in this "Local Criteria Section." The Town of Westlake is adopting the iSWM manual in its entirety with the exception of those sections specifically modified herein. Precedence of Town of Westlake Local Criteria The requirements contained within this Town of Westlake Local Criteria shall take precedence over conflicting provisions that may be contained in the integrated Storm Water Management Manual approved by the North Central Council of Governments. Contact Informatin Contacts for the Town of Westlake Storm Water Management Design Manual can be reached at the Town of Westlake. ( website: https://www.westlake-tx.org). For information on the iSWM regional manual and program, contact the NCTCOG at 817-695-9191 or at the website: http://iswm.nctcog.org. GOALS AND OBJECTIVES OF THE TOWN OF WESTLAKE STORM WATER MANAGEMENT PROGRAM 1. Establish and implement drainage policy and criteria so that new development does not create or increase flooding problems, cause erosion or pollute downstream water bodies. 2. Facilitate the continuation of comprehensive watershed planning that promotes orderly growth and results in an integrated system of public and private storm water infrastructure. 3. Minimize flood risks to citizens and properties, and stabilize or decrease streambank and channel erosion on creeks, channels, and streams. 4. Improve storm water quality in creeks, rivers, and other water bodies, remove pollutants, enhance the environment and mimic the natural drainage system, to the extent practicable, in conformance with the Texas Pollutant Discharge Elimination System (TPDES) permit requirements. 5. Support multi -use functions of storm water facilities for trails, green space, parks, greenways or corridors, storm water quality treatment, and other recreational and natural features, provided they are compatible with the primary functions of the storm water facility. 6. Encourage a more standardized, integrated land development process by bringing storm water planning into the conceptual stages of land development. P" TOWN OF WESTLAKE STORM WATER POLICY STATEMENTS 1. All development within the Town of Westlake Town Limits shall include planning, design, and construction of storm drainage systems in accordance with this Storm Water Management Design Manual, and Planning Commission Rules and Regulations. 2. Conceptual, Preliminary and Final Drainage Studies and Plans may be required for proposed developments within the Town of Westlake, in conformance with this Storm Water Management Design Manual. Specific submittal requirements depend on the complexity of the project and requirements of the Subdivision Ordinance and Zoning Ordinance. The checklists for each stage of this three-tier process are included in the iSWM Manual. 3. All drainage related plans and studies shall be prepared and sealed by a Licensed Professional Engineer with a valid license from the State of Texas. The Engineer shall attest that the design was conducted in accordance with this Storm Water Management Design Manual. 4. For currently developed areas within the Town of Westlake with planned re -development, storm water discharges and velocities from the project should not exceed discharges established by procedures presented in this manual but also shall not exceed discharges and velocities from current (existing) developed conditions, unless the downstream storm drainage system is designed (or adequate) to convey the future (increased) discharges and velocities. 5. All drainage studies and design plans shall be formulated and based upon ultimate, fully developed watershed or drainage area runoff conditions. In certain circumstances where regional detention is in place or a master plan has been adopted, a development may plan to receive less than ultimate developed flow from upstream areas with the approval of the Town Engineer, or Designee. The rainfall frequency criteria for storm water facilities, as enumerated within this Storm Water Management Design Manual, shall be utilized for all drainage studies and design plans. 6. Proposed storm water discharge rates and velocities from a development shall not exceed the runoff from existing, pre -development conditions, unless a detailed study is prepared that demonstrates that no unacceptable adverse impacts shall be created. Adverse impacts include: new or increased flooding of existing structures, significant increases in flood elevations over existing roadways, unacceptable rises in base flood elevations or velocities, and new or increased stream bank erosion or increased occurrence of nuisance flows. 7. If a proposed development drains into an improved channel or storm water drainage system designed under a previous Town of Westlake drainage policy, then the hydraulic capacities of downstream facilities must be checked to verify that increased flows, caused by the new development, shall not exceed the capacity of the existing system or cause increased downstream structure flooding. If there is not sufficient capacity to prevent increased downstream flooding, then detention or other acceptable measures must be adopted to accommodate the increase in runoff due to the proposed development. 8. Storm water runoff may be stored in detention and retention basins to mitigate potential downstream problems caused by a proposed development. Proposed detention or retention basins shall be analyzed both individually and as a part of the watershed system, to assure compatibility with one another and with the Town's storm water management master plans for that watershed (if available). Storage of storm water runoff, near points of rainfall occurrence, such as the use of parking lots, ball fields, property line swales, parks, road embankments, borrow pits and on -site ponds is desirable and encouraged. 9. Alternatives to detention or retention for mitigation of potential downstream problems caused by proposed development include: acquisition of expanded drainage easements, ROW, or property owner agreements; downstream channel and/or roadway bridge/culvert improvements or stream bank erosion protection; and financial contributions to the Town Storm Water Program for future 3 10. improvements. These alternatives shall be considered by the Town Engineer, or designee, on a case - by -case basis. 11. All proposed developments within the Town of Westlake City Limits shall comply with all local, county, state and federal regulations and all required permits or approvals shall be obtained by the developer. 12. The policy of the Town is to avoid substantial or significant re-routing or transfer of storm water runoff from one basin to another and to maintain historical drainage paths whenever possible. However, the re- routing or transfer of storm water from basin to basin may be necessary in certain instances and shall be reviewed and a variance can be made by the TOWN ENGINEER or designee, in accordance with established variance procedures. 13. Town Maintenance - The Town shall provide for perpetual maintenance, in accordance with adopted Town maintenance standards, of all public drainage structures located within dedicated easements and constructed to the Town's standards. Access shall be provided and dedicated by the developer to all public storm water facilities in developments for maintenance and inspection by the Town. The Town does not generally provide maintenance of vegetative cover inside subdivision or other private properties, even within public drainage easements. 14. Private Maintenance - Private drainage facilities include those drainage improvements which are located on private property and which handle only private water. Private drainage facilities may also include detention or retention ponds, dams, and other storm water controls which collect public water, as well as drainage ways not constructed to Town standards, but which convey public water. Such facilities must be designed in accordance with sound engineering practices and reviewed and inspected by the Town. An agreement for perpetual maintenance of private drainage facilities serving public water shall be executed with the Town prior to acceptance of the final plat. The title and ownership agreement shall run with the land and can be tied to commercial property or to an owner's association, but not to individual residential lots. Access shall be provided by the developer/owner to all private drainage facilities where there may be a public safety concern for inspection by the Town. The Town does not generally provide maintenance of vegetative cover inside subdivision or other private properties, even within public drainage easements. However, if a determination is made by the Town Engineer or designee that the Town needs emergency access to any private improvement or private waters, it has the right to enter the private property for corrective actions. While the Town has the right to this access and actions, it is never under any obligation to do so. rd SECTION 1 — STORM WATER MANAGEMENT SYSTEM PLANNING AND DESIGN Chapter 1 of the iSWM Manual provides a foundation for integrated Storm Water Management in terms of basic philosophy, principles, definitions, and land development site planning and design practices, and should therefore be utilized for general guidance throughout the development process. In general, the Town of Westlake currently follows the flood control and streambank protection components of the integrated planning and design approach. Streambank protection is a requirement in Westlake, but there is not a standard requirement to provide extended detention for the streambank protection volume. To comply with TCEQ permit TXR040000, the MS4 Phase II permit, the Town of Westlake requires the use of best management practices (BMPs) to address post construction water quality for all new development and redevelopment projects. The NCTCOG iSWM Manual identifies the use of certain site design practices and structural measures as BMPs to address post construction water quality. It is expected some use of both site design and structural measures shall be used in development projects to meet this requirement. Other modifications are summarized below. Section 1.1 — Storm Water Site Planning Depending on the complexity of the project or submittal requirements as dictated in the Code of Ordinances, storm water management plans may be prepared and submitted to the Town of Westlake in the progressive planning stages of a land development project with the Conceptual Site Plan and Preliminary Site Evaluation and Final Plat. The Conceptual Site Plan is an important consideration in that it allows the developer and their design engineer to propose a potential site layout and gives Town staff the opportunity to comment on a storm water management plan concept prior to significant planning and design effort on the part of the design engineer. Conceptual Storm Water Management Plan (iSWM 1.1.3.5) In general, the engineer and planner shall follow the conceptual storm water management plan guidelines as presented in Section 1.1.3.5 of the iSWM Manual, as applicable to the Town of Westlake. Preliminary Storm Water Management Plan (iSWM 1.1.3.6) A preliminary drainage study and storm water management plan shall accompany a preliminary site evaluation submitted for development review, and shall generally include the information listed in Section 1.1.3.6 of the iSWM manual as applicable to the Town of Westlake. The study shall include a downstream assessment of properties that could be impacted by the development. These studies shall include adequate hydrologic analysis to determine the existing, proposed, and fully -developed runoff for the drainage area that is affected by the proposed development and shall include hydraulic studies that define the "adequate outfall". The development storm water management plan shall address existing downstream, off -site drainage conveyance system(s); and shall define the discharge path from the outlet of the on -site storm water facilities to the off -site drainage system(s) and/or appropriate receiving waters. See Section 2.1.9 of the iSWM Manual ("Downstream Hydrologic Assessment") for guidance on the details of this downstream assessment. As a minimum, the Town of Westlake requires assessment of the 2-, 10-, 25- and 100- year 24- hour events. This preliminary drainage study and storm water management plan shall include: A topographical map of the entire watershed (not just the area of the proposed development) generally not smaller than 1 "=200' (or other such scale approved by the Town Engineer or designee), delineating the watershed boundary(s) and runoff design 5 point(s), existing and proposed land use and zoning, and the size and description of the outfall drainage facilities and receiving streams. Computation tables showing drainage areas, runoff coefficients, time of concentration, rainfall intensities and peak discharge for the required design storms, for both existing and proposed (ultimate development) conditions, at all design points for each component of the storm water system (streets, pipes, channels, detention ponds, etc.). Any proposed changes to watershed boundaries (i.e. by re -grading, where permissible by Texas Water Code). If significant changes to watershed boundary are made, more extensive analyses of downstream impact and mitigating detention shall be required and a variance obtained from the Town Engineer or designee. 4. FEMA Flood Hazard Areas - if applicable. 5. In addition any required Corps of Engineer's Section 404 permits, Conditional Letters of Map Revision (CLOMR), Letters of Map Revision (LOMR) or other permits relating to lakes and streams required by any federal, state or local authorities. These must be documented in the Drainage Study. 6. Detailed off -site outfall information. This shall include the presence of existing or proposed drainage structures, bridges or systems; documentation of existing versus proposed developed site as well as ultimate runoff, identification of downstream properties which might be impacted by increased runoff, and proposed detention or other means of mitigation. Downstream impacts shall generally be delineated to a point where the drainage from the proposed development has no impact on the receiving stream or on any downstream drainage systems within the "zone of influence". 7. Report with technical documentation. Final Storm Water Management Plan (iSWM 1.1.3.7) A Final Drainage Study and Storm Water Management Plan for development of all or a portion (i.e. phase one or phase two, etc.) of the overall development shall be prepared and submitted to the Town of Westlake. This submittal shall generally include the information listed in Section 1.1.3.7 of the iSWM manual as applicable to Westlake, including: 1. Conformance with the Preliminary Storm Water Management Plan and Study. 2. Submission of detailed drainage calculations and detailed design plans. 3. The submission of a cover sheet signed by the Town Engineer or designee indicating the approval of the detailed construction drawings for the proposed development is sufficient to clear a plat drainage study comment. 4. Final drainage studies shall be approved based on the submission of a signed cover sheet and drainage map with calculations from the accepted engineering construction drawings. Where Town acceptance of construction plans is not required, the above information required for preliminary drainage studies, as well as construction plans for any drainage improvements, prepared according to criteria in the current Town of Westlake plan review checklists, shall be submitted. 5. Note that unless specifically approved in a Floodplain Development Permit issued through the TOWN ENGINEER or DESIGNEE, no work may be performed in the FEMA regulatory floodway without a FEMA- approved Conditional Letter of Map Revision (CLOMR). No development activities may occur in the FEMA regulatory floodplain without an accepted Floodplain Development Permit. C.1 Section 1.1.2 — integrated Storm Water Management (iSWM) Site Plans ADOPTED WITH MODIFICATIONS In general, the Town of Westlake currently follows the flood control and streambank protection components (corrected spelling) of the integrated planning and design approach. Streambank protection is a requirement in Mansfield, but there is not a standard requirement to provide extended release detention for the streambank protection volume. To comply with TCEQ permit TXR040000, the MS4 Phase II permit, the Town of Westlake requires the use of best management practices (BMPs) to address post construction water quality for all new development and redevelopment projects. The NCTCOG iSWM Manual identifies the use of certain site design practices and structural measures as BMPs to address post construction water quality. It is expected some use of both site design and structural measures shall be used in development projects to meet this requirement. These BMPs shall be identified in development site plans, with design criteria and calculations when necessary, at conceptual, preliminary and final submittal stages. Section 1.1.2.2 — Applicability ADOPTED WITH MODIFICATIONS Storm Water Management plans are required for development or within the Town of Westlake, of0.5 acres or more unless exempted by the Town Engineer, or designee. Section 1.1.3 — Developer Steps to Prepare an iSWM Site Plan ADOPTED WITH MODIFICATIONS See Local Criteria Section 1.1 for a description of Town of Westlake requirements. Section 1.1.4 — Local Community Plan Review Responsibilities FOR GUIDANCE Section 1.1.5 — Local Government Responsibilities during Construction and Operation ADOPTED WITH MODIFICATIONS The Town of Westlake Process includes: Construction Phase 1. Pre -construction Meeting - Where possible, a pre -construction meeting shall occur before any clearing or grading is initiated on the site. This step ensures that the owner -developer, contractor, engineer, inspector, and plan reviewer can be sure that each party understands how the plan shall be implemented on the site. 2. Periodic Inspections - Periodic inspections during construction by Town of Westlake representatives. Inspection frequency may vary with regard to site size and location. 3. Final Inspection -A final inspection is needed to ensure that the construction conforms to the intent of the approved design. Prior to accepting the infrastructure components, issuing an occupancy permit, and releasing any applicable bonds, the owner -developer and contractor shall ensure that: (a) erosion control measures have been removed; (b) storm water controls are unobstructed and in good working order; (c) permanent vegetative cover has been established in exposed areas; (d) any damage to natural feature protection and conservation areas have been mitigated; (e) conservation areas and buffers have been adequately marked or signed; and (f) any other applicable conditions have been met. 4. Record Drawings -Record drawings of the structural storm water controls, drainage facilities, and other infrastructure components shall be provided to the Town of Westlake by the developer in accordance with the Town of Westlake ordinance. Maintenance 7 1. Maintenance Plan - If private maintenance is planned, a maintenance plan, prepared by the developer, shall outline the scope of activities, schedule, costs, funding source, and responsible parties. Vegetation, sediment management, access, and safety issues shall be addressed. 2. Notification of Property Owners - If applicable, the Town of Westlake shall notify property owners of any maintenance responsibilities, through a legal disclosure, upon sale or transfer of property. Ideally, preparation of maintenance plans should be a requirement of the iSWM Site Plan preparation and review process. 3. Ongoing Maintenance — it shall be clearly detailed in the Final Storm Water Management Plan which entity has responsibility for operation and maintenance of all structural storm water controls and drainage facilities (see Town of Westlake Policy Statements regarding maintenance). 4. Annual Inspections -Annual inspections of private storm water management facilities shall be conducted by the owner and the results shall be provided to the Town of Westlake. Section 1.1.6 - iSWM Site Plan Design Tools FOR GUIDANCE Section 1.2 - integrated Planning and Design Approach ADOPTED WITH MODIFICATIONS In general, the Town of Westlake currently follows the flood control and streambank protection components of the integrated planning and design approach. Streambank protection is a requirement in the Town of Westlake, but there is not a standard requirement to provide extended release detention for the streambank protection volume. To comply with TCEQ permit TXR040000, the MS4 Phase II permit, the Town of Westlake requires the use of best management practices (BMPs) to address post construction water quality for all new development and redevelopment projects. The NCTCOG iSWM Manual identifies the use of certain site design practices and structural measures as BMPs to address post construction water quality. It is expected some use of both site design and structural measures shall be used in development projects to meet this requirement. Section 1.2.1- Introduction ADOPTED Section 1.2.2 - Downstream Assessment ADOPTED WITH MODIFICATIONS. The downstream assessment described in Section 2.1.9 of the iSWM Manual shall include the necessary hydrologic and hydraulic analyses to clearly demonstrate that the limits of the Zone of Influence have been identified, and that along the drainage route to that location, these parameters are met: 1. No new or increased flooding of existing structures. 2. Assume fully -developed upstream conditions based upon the land uses in the Comprehensive Plan. If any area is unknown, the minimum runoff coefficient of c = 0.65 shall be used. 3. No significant increases in flood elevations over existing roadways for the 2-, 25-, and 100-year floods. 4. No significant rise in 100-year flood elevations, unless contained in existing channel, roadway, drainage easement and/or R.O.W. 5. No significant increases in channel velocities for the 2-, 10-, 25-, and 100-year floods. Post - development channel velocities cannot be increased above pre -development velocities, if they exceed the applicable maximum permissible velocity shown in iSWM Table 4.4-2. Exceptions to these criteria shall require certified geotechnical/geomorphologic studies that provide documentation those higher velocities shall not create additional erosion. 6. No increases in downstream discharges caused by the proposed development that, in combination with existing discharges, exceeds the existing capacity of the downstream storm drainage system. E;3 Section 1.2.3 — Water Quality Protection ADOPTED WITH MODIFICATION The Town of Westlake shall consider proposals for development that implement site design practices and secondary control measures (as defined in the iSWM Manual) as a means of achieving compliance with the MS4 Permit. If these proposals are not sufficient to effectively achieve post construction water quality goals then primary structural post - construction control measures shall be used in conjunction with, or in lieu of, site design practices. The water quality protection volume calculation may only be required if primary structural post -construction control measures are employed. Section 1.2.4 — Stream Bank Protection ADOPTED WITH MODIFICATIONS Streambank protection is a requirement in the Town of Westlake, but there is not a standard requirement to provide extended release detention for the streambank protection volume. Section 1.2.5 — Flood Control ADOPTED Section 1.2.6 — integrated Watershed Planning ADOPTED Section 1.3 — integrated Site Design Practices ADOPTED WITH MODIFICATIONS This section provides general guidance for potentially reducing costs of storm water infrastructure construction and the negative impacts of development on flooding, stream stability and water quality. Numerous examples of integrated site design practices are included. These are examples of site design BMPs that may assist a project in meeting the post -construction water quality requirements of the MS4 Permit. Section 1.3.1 — integrated Site Design Credits FOR GUIDANCE The Town of Westlake has not adopted a point or credit system at this time. Each development shall be evaluated on the merits of the proposed design practices and post - construction structural control measures. Section 1.4 — integrated Storm Water Controls ADOPTED WITH MODIFICATIONS This section contains a list of broad categories of structural post -construction control measures that are considered BMPs and can be implemented in land development to meet the goals of protecting water quality, minimizing streambank erosion, and reducing flood volumes. Many of the listed storm water control features and techniques enhance the aesthetics and value of land developments, as well as providing a drainage function. The Town of Westlake requires the removal of at least 80% T.S.S. These BMPs generally fall into a primary or secondary treatment category based on efficiency of removing TSS. Many secondary control measures are also considered site design practices discussed in Section 1.3. Most primary control measures are structural in nature, require the calculation of the water quality protection volume and have a detailed design criteria and procedures discussed in detail in Chapter 5 of the iSWM Manual. M Some proprietary systems may qualify as primary control structures. Evidence of treatment efficiency shall be submitted when these systems are proposed. It is strongly recommended that proprietary systems meet TAPE (Technology Assistance Protocol) or TARP (Technology Acceptance Reciprocity Partnership) approval. 10 SECTION 2 — HYDROLOGIC ANALYSIS Section 2.1 — Estimating Runoff Section 2.1.1 — Introduction to Hydrologic Methods ADOPTED WITH MODIFICATIONS Water quality volume and stream bank protection volume applications are encouraged by the Town of Westlake but not specifically required at this time. USGS and TxDOT equations are only allowed with the approval of the Town Engineer, or designee. Table 2.1.1-2 — See modified version of Table 2.1.1-2 below (differences from iSWM Manual are in bold type. Table 2.1.1-2 Constraints on Using Recommended Hydrologic Methods Method Size Limitations' Comments Rational' 0 — 200 acres Method for estimating peak flows and the design of small site or subdivision storm sewer systems. Method can be used for detention planning in drainage areas Modified Rational', 0 — 25 acres up to 200 acres and for final design in single basins. However, modified rational method is not allowed for basins in series. Unit Hydrograph (SCS) Any Size Method can be used for estimating peak flows and hydrographs for all design applications. Unit Hydrograph (Snyder's) 100 acres and Method can be used for estimating peak flows and larger hydrographs for all design applications. TXDOT 10 to 100 miz Method can be used for estimating peak flows for rural design Regression applications. USGS Regression 3 — 40 miz Method can be used for comparison with other methods ' MRM Methodology shall be as defined in Section 1.5.2 of the iSWM Hydrology Technical Manual. Section 2.1.2 — Symbols and Definitions ADOPTED Section 2.1.3 — Rainfall Estimation ADOPTED WITH MODIFICATIONS The rainfall intensities listed in the iSWM Manual for Tarrant County shall be used throughout the Town of Westlake Section 2.1.4 — Rational Method ADOPTED Section 2.1.4.3 — Equations ADOPTED Section 2.1.4.4 — Time of Concentration ADOPTED. 11 Section 2.1.4.6 - Runoff Coefficient (C) ADOPTED WITH MODIFICATIONS Table 2.1.4-2 presents the nominal Rational Formula Runoff "C" Coefficients for the Town of Westlake. Other coefficients are presented in Table 2.1.4-2 of the iSWM Manual. Table 2.1.4-2 Runoff Coefficients % Runoff Description of Land Use Impervious Coefficient "C" Residential"RY 35 0.51 Residential "R2" 37 0.52 Residential "R1" 49 0.59 Residential "R0.5 55 0.63 Multi -family 93 0.86 Commercial/Industrial/House of Worship/School 4% Open Space (Default if no site plan) 96 0.88 10% Open Space (Site plan required) 90 0.84 20% Open Space (Site plan required) 80 0.78 Parks, Cemeteries 7 0.34 Streets: Asphalt, Concrete and Brick 100 0.90 Drives, Walks, and Roofs 100 0.90 Gravel Areas 43 0.56 Unimproved Areas 0 0.30 Assumptions: (1) For Residential Calculations: 1. Current CFW development standards for minimum lot size and maximum lot coverage (structure) for each classification 2. Assumed 10.5' Parkway and 18' driveway 3. Assumed 29' B-B street dimension 4. Calculated by applying 90% runoff from impervious areas and 30% runoff from pervious areas 2 Calculated from desi nated set -backs Section 2.1.4.7 - Example Problem ADOPTED Section 2.1.5 - SCS Hydrologic Method ADOPTED Section 2.1.5.2 - Application ADOPTED 12 0! n W ui LL T X- 00 0 x z LLI w T 0 o�Illlllllllpllllll LL Section 2.1.6 — Snyder's Unit Hydrograph Method Section 2.1.6.1 — Introduction ADOPTED Figure 2.1.6-1 —presents a sample computation sheet for presentation of unit hydrograph method results. This form should be completed even if the computations are performed on acceptable computer programs HEC-1 or HEC-HMS. Section 2.1.6.2 — Application ADOPTED WITH MODIFICATIONS Sections 2.1.6.3 through 2.1.6.6 ADOPTED Section 2.1.7 — Modified Rational Method Section 2.1.7.1 — Introduction ADOPTED Section 2.1.7.2 - Design Equations ADOPTED WITH MODIFICATIONS An exception to the iSWM Method is that only "C" coefficients presented in Local Criteria Table 2.1.4-2 and iSWM Table 2.1.4-2 (Not sure if or why these shall remain the same once I get electronic versions.) are allowed for use in the Modified Rational Method. The remaining methodology is allowed. Section 2.1.7.3 — Example Problem ADOPTED Section 2.1.8 — USGS and TxDOT Regression Methods ADOPTED Section 2.1.9 — Downstream Hydrologic Assessment ADOPTED Section 2.1.10 — Water Quality Protection Volume and Peak Flow ADOPTED Section 2.1.11 — Streambank Protection Volume Estimation ADOPTED Section 2.1.12 — Water Balance Calculations ADOPTED References ADOPTED CM-14 Section 3 — HYDRAULIC DESIGN OF STREETS AND CLOSED CONDUITS Section 3.1 — Storm Water Street and Closed Conduit Design Overview Section 3.1.1 — Storm Water System Design ADOPTED Section 3.1.2 — Key Issues in Storm Water System Design For Guidance Section 3.1.3 — Design Storm Recommendations ADOPTED WITH MODIFICATIONS The design storms presented in iSWM are replaced by the design storms required by Town of Westlake as follows: Storm Sewer System The Town of Westlake utilizes additional criteria to improve capacity and levels of protection to adjacent properties to both open flow and closed conduit drainage systems. a. Unless otherwise directed by the Town Engineer or designee, the 100-year storm is the design storm for closed conduit systems. The closed conduit hydraulic grade line (HGL) must be one and one-half (1.5) feet or more below the top of curb. b. In addition to the HGL computations, the design engineer shall also verify that the inlet depth is sufficient to provide a height of at least 1.2 HW/D to ensure the system functions as an "entrance/inlet control' system and not a "tailwater control" system. At an HW/D depth of 1.2 or greater, inlets and culverts shall function under sub -critical flow at the entrance/inlet. Most open channels systems flow under super -critical depths, a hydraulic jump can be expected at the entrance to most culverts. The design engineer shall estimate the location and height of this hydraulic jump to know how high to raise any channel or erosion protection features, headwalls finished floor elevations on adjacent lots, etc. Section 3.2 — On -Site Flood Control System Section 3.2.1 — Overview Street capacities shall be designed for the 100-year frequency storm. For streets with a raised curb and gutter, one (1) lane of traffic in each direction shall be maintained during the 100-year frequency storm. At no time shall the depth of flow exceed curb height. For streets with no curb and gutter, and open bar ditches for conveying stormwater flows, the 100-year frequency storm flows must be contained within the bar ditches. Inlets shall be placed upstream of all intersections with streets with raised curb and gutter to minimize bypass flow across the intersection. No stormwater flow shall be allowed to bypass inlets at the intersection of two thoroughfares. Residential and collector road intersections shall be designed such that flow across a valley gutter shall not exceed two (2) inches in the design frequency storm. CM-15 Section 3.2.2 — Symbols and Definitions ADOPTED Section 3.2.3 — Street and Roadway Gutters ADOPTED Section 3.2.4 — Storm Water Inlets ADOPTED Section 3.2.5- Grate Inlet Design ADOPTED WITH MODIFICATIONS Section 3.2.6 — Curb Inlet Design ADOPTED WITH MODIFICATIONS Curb inlets on grade without a gutterline depression are not permitted by the Town of Westlake. Section 3.2.6.1 — Curb Inlets in Sumps ADOPTED WITH MODIFICATIONS In order to accommodate the standard curb inlet configuration presented in Mansfield's "Standard Construction Details", the following supplement to Section 3.2.4.1 of iSWM from Hydraulic Engineering Circular 22 by FHA (August, 2001) is presented. The weir for a depressed curb -opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter and the length of the curb opening. The weir location for a curb -opening inlet that is not depressed is at the lip of the curb opening, and its length is equal to that of the inlet. The equation for the interception capacity of a depressed curb -opening inlet operating as a weir is: where: Qj = CW (L + 1.8 W) d1.5 CW = 1.25 (2.3 In English Units) L = length of curb opening (ft) W = lateral width of depression (ft) D = depth at curb measured from the normal cross slope (ft), i.e., d = T S, The weir equation is applicable to depths at the curb approximately equal to the height of the opening plus the depth of the depression. Thus, the limitation on the use of the above equation for a depressed curb -opening inlet is: d <_ h + a /(1000) (d <_ h + a/12, in English units) where: h = height of curb -opening inlet, (ft) a = depth of depression, (in) CM-16 Section 3.2.7 - Combination Inlets ADOPTED WITH MODIFICATIONS Combination inlets on grade are not permitted by the Town of Westlake. Section 3.2.8 - Closed Conduit Systems ADOPTED WITH MODIFICATIONS Materials Only reinforced concrete pipe (RCP) is allowed in public Right(s)-of-way and/or Easements. Wye and tee (T) connections supplied by the pipe manufacturer are required. Radial pipe can also be fabricated by the pipe manufacturer and shall be used through all curved alignments. However, the design engineer shall be use bends or large radii curves where practical. When field connections or field radii must be used, all joints and gaps must be fully grouted with a concrete collar to prevent voids or long- term cave-ins caused by material washout into the storm sewer system by substandard field connections. Minimum allowable size shall be 18 inches, and driveway permits shall be required from the Development Services Division. HDPE/CPVC pipe may be allowed for certain off -pavement applications only as approved by the Town Engineer or designee on a case -by -case basis. In no case shall HDPE/CPVC pipe be approved for installation under publicly maintained pavement. HDPE/CPVC storm drain shall be installed in accordance with all manufacturer's specifications and shall meet or exceed ASTM D- 2321, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. Furthermore, Class I aggregate (NCTCOG Aggregate Grade 4) shall be required for pipe embedment (to a minimum of 6" above the top of pipe). In selecting roughness coefficients for concrete pipe, consideration shall be given to the average conditions at the site during the useful life of the structure. The `n' value of 0.015 for concrete pipe shall be used primarily in analyzing old sewers where alignment is poor and joints have become rough. If, for example, concrete pipe is being designed at a location where it is considered suitable, and there is reason to believe that the roughness would increase through erosion or corrosion of the interior surface, slight displacement of joints or entrance of foreign materials. A roughness coefficient shall be selected which in the judgment of the designer, shall represent the average condition. Any selection of `n' values below the minimum or above the maximum, either for monolithic concrete structures, concrete pipe or HDPE, shall have to have written approval of the Town Engineer or designee. CM-17 The following recommended coefficients of roughness are listed in Table 3.2.8-1 and are for use in the nomographs contained herein, or by direct solution of Manning's Equation. Table 3.2.8-1 Manning's Coefficients for Storm Drain Conduits* Type of Storm Drain Manning's in Concrete Pipe (Design n = 0.013) 0.012-0.015 Concrete Boxes (Design n = 0.015) 0.012-0.015 Corrugated Metal Pipe, Pipe -Arch and Box (Annular or Helical Corrugations - see Table 3.2-6 in iSWM 0.022-0.037 Manual. NOTE: TOWN OF WESTLAKE DOES NOT ALLOW CMP FOR NEW CONSTRUCTION Profile Wall High Density Polyethylene (HDPE) 0.010-0.013 or Polyvinyl Chloride (PVC) 'NOTE: Actual field values for conduits may vary depending on the effect of abrasion, corrosion, deflection, and joint conditions. Section 3.2.8.2 - Access Holes (Manholes) Adopted with Modifications Manholes shall be located at intervals not to exceed five -hundred (500) feet for pipe fifty-four (54) inches in diameter or smaller. For any pipes sixty (60) inches in diameter and larger (or equivalent size box culverts), the maximum spacing of manholes is one -thousand (1,000) feet. Manholes shall preferably be located at street intersections or sewer junctions. When the storm drain is a concrete box culvert instead of a reinforced concrete pipe, four (4) foot diameter manhole risers may be instead of vaults to provide access. In all cases, steps (or rungs) shall be installed from the base of the manhole to the top of the manhole Maximum vertical spacing of the steps shall not exceed twelve (12) inches. CM-18 Section 3.2.8.3— Minimum Grades and Desirable Velocities Adopted with Modifications The minimum grades for storm sewers are listed in Table 3.2.8-2. Any variances to the values below must have the prior acceptance of the Town Engineer or Designee. Pipe Size Concrete Pipe Slope Inches (Slope ft/ft 18 0.005 21 0.0015 24 0.0013 27 0.0011 30-96 0.001 Table 3.2.8-2 The maximum hydraulic gradient shall not produce a velocity that exceeds twenty (20) feet per second (fps). The table above shows the desirable maximum velocities for the majority of closed conduit storm sewer systems. Storm drains shall be designed to have a minimum mean velocity flowing full at 2.5 fps. A storm sewer main is defined as any pipe connected to two or more inlets. The maximum velocities for various types of culverts are shown in Table 3.2.8-3. Any variances to these values must have the prior acceptance of the Town Engineer or Designee. Culvert Maximum Allowable Velocity (Description) Feet per second Culverts All Types) 15 Storm Drain (Inlet Laterals) 25 Storm Drain Mains 20 Table 3.2.8-3 CM-19 Full or Part Full Flow in Storm Drains All storm drains shall be designed by the application of the Continuity Equation and Manning Equation either through the appropriate charts or nomographs or by direct solutions of the equations as follows: Q = A V, and Q=1.486Ar213S/� f where, Q = Runoff in cubic feet per second. A = Cross -sectional area of pipe or channel. V = Velocity of flow. n = Coefficient of roughness of pipe or channel. r = Hydraulic radius = A/P Sf = friction slope in feet per foot in pipe or channel. p = Wetted perimeter. The size of pipe required to transport a known -quantity of storm runoff is obtained by substituting known values in the formula. In practice, the formula is best utilized in the preparation of a pipe flow chart which interrelates values of runoff, velocity, slope and pipe geometry. With two of these variables known or assumed. The other two are quickly obtained from the chart. A pipe flow nomograph for circular conduits flowing full graphs is shown in iSWM Figure 3.2.16. Nomographs for flow in conduits of other cross -sections are available in TxDOT Hydraulic Design Manual, dated March 2004, Chapter 6, Section 2. For circular conduits flowing partially full, graphs are presented in iSWM Figure 3.2-18a. Hydraulic Gradient and Profile of Storm Drain In storm drain systems flowing full (or partially full as discussed above) all losses of energy through resistance with flow in pipes, by changes of momentum or by interference with flow patterns at junctions, must be accounted for by accumulative head losses along the system from its initial upstream inlet to its outlet. The purpose of accurate determinations of head losses at junctions is to include these values in a progressive calculation of the hydraulic gradient along the storm drain system. In this way, it is possible to determine the water surface elevation which shall exist at each structure. The rate of loss of energy through the storm drain system shall be represented by the hydraulic grade line. Since the hydraulic grade line measures the pressure head available at any given point within the system. The hydraulic grade (HGL) line shall be established for all storm drainage design in which the system operates under a head. In open channels, the water surface itself is the hydraulic grade line. The hydraulic grade line is often controlled by the conditions of the sewer outfall; therefore, the elevation of the tailwater pool must be known. The hydraulic gradient is constructed upstream from the downstream end, taking into account all of the head losses that may occur along the line. iSWM Section 3.2.8.10 provides a table of coincident design frequencies to assist with tailwater determination. The hydraulic gradient shall begin at the higher of the tailwater pool or depth of flow in the pipe at the downstream end for the downstream design storm. All head losses shall be calculated as if the storm drain system is in a sub -critical flow regime whether the system is flowing partially full or surcharged. Hydraulic calculations shall reflect partially full pipe where appropriate. Supercritical flow is allowed in main lines only with the acceptance of the Town Engineer or designee. If the system is in supercritical regime the section should be marked "SUPERCRITICAL FLOW" in both plan and profile views. The presence of supercritical regime should be confirmed by analyzing from downstream as well as upstream. CM-20 The friction head loss shall be determined by direct application of Manning's Equation or by appropriate nomographs or charts as discussed in the first paragraph of this subsection. Minor losses due to turbulence at structures shall be determined by the procedure described in Section 3.2.8.11 of the iSWM manual. All HGL calculations shall be carried upstream to the inlet. The hydraulic grade line shall in no case be above the surface of the ground or street gutter for the design storm. Allowance of head must also be provided for future extensions of the storm drainage system. In all cases the maximum HGL must be 12" below the depressed gutter lip at any inlet. All head losses shall be calculated as if the storm drain system is in a sub -critical flow regime whether the system is flowing partially full or surcharged. Hydraulic calculations shall reflect partially full pipe where appropriate. Super -critical flow is allowed in main lin lines only with the acceptance of the Town Engineer or designee. If the system is in supercritical regime, the HGL is the water surface and should be clearly marked "SUPERCRITICAL FLOW." The presence of super -critical flow regime should be confirmed by analyzing the HGL (or EGL) from downstream as well as upstream. In the case of long lengths of storm sewer mains, the water surface elevation (WSE) is the depth of flow or also known as the d/D ratio. Minor Head Losses at Structures Calculations The following head losses at structures shall be determined for manholes, wye branches or bends in the design of closed conduits. See Figure 3.1 and Figure 3.2 for details of each case. Minimum head loss used at any structure shall be one -tenth (0-10) foot. The basic equation for most cases, where there are both upstream and downstream velocities, takes the form as set forth below with the various conditions of the coefficient Xj" shown in Table 3.2.8-4. hj \ V K, (y,2) 2g 2g hi = Junction or structure head loss in feet V, = Velocity in upstream pipe/culvert in fps Vz = Velocity in downstream pipe/culvert in fps K, = Junction or structure coefficient of loss CM-21 In the case where the manhole is at the very beginning of a line, or the line is laid with bends or on a curve, the equation becomes the following without any velocity of approach. z hj = Kj V2 2g 600 Bend — 85%; 450 Bend — 70%; 22 1/20 Bend — 40% The values of the coefficient Xj' for determining the head loss due to obstructions in pipes are shown in Table 3.2.8-5 and the coefficients are used in the following equation to calculate the head loss at the obstruction: V22 hi = K; ------ 2g CM-22 City of Fort Worth Stormwater Criteria Manual Table 3.12 Junction or Structure Coefficient of Loss Case No. Reference Description of Condition Coefficient Figure Kj 1 3.8 Inlet on Main Line 0.50 11 3.8 Inlet on Main Line with Branch Lateral 0.25 111 3.8 Manhole on Main Line with 450 Branch lateral 0.50 IV 3.8 Manhole on Main Line with 900 Branch Lateral 0.25 V 3.8 Manhole on Main Line with no Branch 1.0 VI 3.9 450 Wye Connection or cut -in 0.75 VII 3.9 Inlet or Manhole at Beginning of Line 1.25 Conduit on Curves for 900 Curve radius =diameter 0.50 Vill 3.9 Curve radius = 2 to 8 diam. 0.25 Curve radius = 8 to 20 diam. 0.10 Bends where radius is equal to diameter 900 Bend 0.50 600 Bend 0.43 450 Bend 0.35 IX 3.9 22-1/20 Bend 0.20 Manhole on line with 600 Lateral 0.35 Manhole on line with 22/1/20 Lateral 0.75 Where bends other than 900 are used, the 90' bend coefficient can be used with the following percentage factor applied: 600- 85%, 45° - 70%, 22.5° - 40% Table 3.13 Head Loss Coefficients Due To Obstructions A/Ao* Ki A/Ao* Ki 1.05 0.10 3.0 15.0 1.1 0.21 4.0 27.3 1.2 0.50 5.0 42.0 1.4 1.15 6.0 57.0 1.6 2.40 7.0 72.5 1.8 4.00 8.0 88.0 2.0 5.55 9.0 104.0 2.2 7.05 10.0 121.0 2.5 9.70 A/Ao = Ratio of area of pipe to area of opening at obstruction. CM-23 /1=1 AI c+C nTCn noon 11n4c 4 4G The friction head loss shall be determined by direct application of Manning's Equation or by appropriate nomographs or charts as discussed in the first paragraph of this subsection. Minor losses due to turbulence at structures shall be determined by the procedures described in Section 3.2.8.11 of the iSWM manual. All HGL calculations shall be carried upstream to the last inlet or headwall in the proposed project. The ending HGL elevation at an inlet or structure shall be compared to the ratio of 1.2 HW/D to ensure both the HGL and/or headwater depth remains at least twelve (12) inches below the gutter lip. The green font is because I know we refer to this requirement more than once and I don't think we are consistent. So I want to be sure we check that everywhere. The HGL shall in no case be above the surface of the adjacent ground or street gutter lip for the design storm. Allowance of head must also be provided for future extensions of the storm drainage system. In all cases, the maximum HGL must be 1.5-feet below the gutter lip at any inlet in the design frequency storm. The values of Xj" for determining the head loss due to sudden enlargements and sudden contractions in pipes or box culverts are shown in Table 3.2.8-6, and the coefficients are used in the following equation to calculate the head loss at the change in section: V2 Hi = K; ---- 2g V = Velocity in smaller pipe Section 3.3 — General Design and Construction Standards LOCAL CRITERIA SECTION ONLY Utilities In the design of a storm drainage system, the engineer is frequently confronted with the problem of crossings between the proposed storm drain and existing or proposed utilities such as water, gas and sanitary sewer lines. The Town of Westlake prefers a minimum of two (2) vertical feet of clearance with all conflicting utilities. All utilities in the vicinity of a proposed storm drain shall be clearly indicated on both plan and profile sheets. Headwalls, Culverts, and Other Structures For headwalls, culverts and other structures, Standard Construction Details adopted by the Town of Westlake shall be used. The appropriate detail sheets for non-standard structures should be included in any construction plans. All headwalls and culverts should be extended to or beyond the street right -of- way. Minimum Pipe Sizes and Depths Minimum pipe sizes are 24" diameter for mains and 18" diameter for inlet leads. Minimum sizes of conduits of other shapes should have equivalent cross -sectional areas. Minimum depth of storm sewer from outside top of conduit to proposed top of curb is 30 inches. Inlets Curb inlets shall be 10, 15 or 20 feet in length and shall have depressed gutterline openings. No curb inlet less than ten (10) feet shall be allowed without prior acceptance by the Town Engineer, or designee. Recessed inlets shall be provided on minor collectors through arterial streets as described in Table 3.1.3-1. Proposed inlet lengths greater than 20 feet must be approved by the TOWN ENGINEER, or designee. Care should be taken in laying out inlets to allow for adequate driveway access between the inlet and the far property line. Due to excessive clogging, grate inlets are not allowed on public storm drain except as specifically accepted by the TOWN ENGINEER, or designee. Streets CM-24 To minimize standing water, the minimum street grade shall be 0.60%. Along a curve, this grade shall be measured along the outer gutter line. The minimum grade along a cul-de-sac or eyebrow gutter shall be 0.60%. Alternatively, elbows may be designed with a valley gutter along the normal outer gutter line, with two percent cross slope from curb to the valley gutter. The minimum grade for any valley gutter shall be 0.60%. Where a crest or sag is designed on a residential street, a PVI shall be used instead of a vertical curve where the total gradient change is no more than one and one-half percent (A <_ 1.5%). Flow in Driveways and Intersections At any intersection, only one street shall be crossed with surface drainage and this street shall be the lower classified street. Where an alley or street intersects a street, inlets shall be placed in the intersecting alley or street whenever the combination of flow down the alley or intersecting street would cause the capacity of the downstream street to be exceeded. Inlets shall be placed upstream from an intersection whenever possible. Surface drainage from a 25-year event may not cross any street classified as a thoroughfare or collector. Not more than 5.0 cfs in a 25-year event may be discharged per driveway at a business, commercial, industrial, manufacturing, or school site. Also, not more than 5.0 cfs may be discharged in a 25-year event from a street intersection with a major collector or arterial. In all cases, the downstream storm drainage system shall be adequate to collect and convey the flow, and inlets provided as required. The cumulative flows from existing driveways shall be considered and inlets provided as necessary where the flow exceeds the specified design capacity of the street. Section 3.4 — Easements for Closed Conduit Systems LOCAL CRITERIA SECTION ONLY Minimum easement requirements for storm sewer pipe shall be as follows: Table 3.4-1 Closed Conduit Easements Pipe Size Minimum Easement Width Required 39" and under 15 Feet 42" through 54" 20 Feet 60" through 66" 25 Feet 72" through 102" 30 Feet The outside face of the proposed storm drain line shall be placed at least five (5) feet off either edge of the storm drain easement. The proposed centerline of overflow swales shall normally coincide with the centerline of the easement. Box culverts shall have an easement width equal to the width of the box plus twenty (20) additional feet. The edge of the box should be located at least five (5) feet from either edge of the easement. Drainage easements shall generally extend beyond an outfall headwall to provide for velocity dissipation devices and an area for maintenance operations. Drainage easements along a required outfall channel or ditch shall be provided until the flowline reaches an acceptable outfall. References ADOPTED WITH MODIFICATIONS Texas Department of Transportation, March 2004, Hydraulic Design Manual, Austin, Texas. Section 4 — HYDRAULIC DESIGN OF CULVERTS, BRIDGES, OPEN CHANNELS, AND DETENTION STRUCTURES CM-25 Section 4.1 — Storm Water Open Channels, Culverts, Bridges, and Detention Structure Design Overview Section 4.1.1 — Storm Water System Design ADOPTED Section 4.1.2 — Key Issues in Storm Water System Design ADOPTED Section 4.1.3 — Design Storm Recommendations ADOPTED WITH MODIFICATIONS Roadway Culvert Design 100-year storm for fully developed watershed conditions. Bridge Design 100-year storm for fully developed watershed conditions. Open Channel Design 100-year storm for fully developed watershed conditions Energy Dissipation Design 100-year design for fully developed watershed conditions. Storage (Detention Basin Design) 2-year, 10-year, 25-year and 100-year storm for the critical storm duration (i.e. 3 hour, 6 hour or 24 hour duration) that results in the maximum (or near maximum) peak flow. Analysis should consider both existing watershed plus developed site conditions and fully developed watershed conditions. Section 4.2 — Culvert Design Section 4.2.1 — Overview ADOPTED Section 4.2.2 — Symbols and Definitions ADOPTED Section 4.2.3 — Design Criteria ADOPTED WITH MODIFICATIONS The Town of Westlake requires a 100-year design storm for fully developed watershed with the upstream water surface elevation (WSEL) 1' below the adjacent curb. Only reinforced concrete culvert structures are acceptable. Section 4.2.4 — Design Procedures ADOPTED Section 4.2.4.4 — Nomographs ADOPTED WITH MODIFICATIONS Nomographs are not allowed by the Town of Westlake for final sizing of culverts with drainage areas greater than 10 acres. The use of nomographs for culverts with drainage areas greater than CM-26 10 acres requires approval of the CITY ENGINEER. The reference for nomographs is FHWA HDS-5. A backwater analysis using HEC-RAS is required for culverts with areas greater than 10 acres. Section 4.2.5 — Culvert Design Example ADOPTED WITH MODIFICATIONS This procedure is acceptable for preliminary sizing of all culverts and final sizing of culverts with drainage areas of 10 acres or less unless accepted by the Town Engineer, or designee. Section 4.2.6 — Design Procedures for Beveled -Edged Inlets ADOPTED WITH MODIFICATIONS This procedure is acceptable for preliminary sizing only. Section 4.2.7 — Flood Routing and Culvert Design FOR GUIDANCE Section 4.3 — Bridge Design Section 4.3.1 — Overview ADOPTED Section 4.3.2 — Symbols and Definitions ADOPTED Section 4.3.3 — Design Criteria ADOPTED Section 4.3.4 — Design Procedures ADOPTED WITH MODIFICATIONS Backwater analysis shall be required using HEC-RAS for any proposed bridge to determine accurate tailwater elevations, velocities, headlosses, headwater elevations, profiles and floodplains affected by the proposed structure. If the current effective FEMA model is a HEC-2 model, the engineer has the option to either use that model, or convert to HEC-RAS for analysis of proposed conditions. Section 4.4 — Open Channel Design ADOPTED WITH MODIFICATIONS Normal Depth (Uniform Flow) vs. Backwater Profile Depths: For uniform flow calculations, the theoretical channel dimensions, computed by the slope -area methods outlined in the iSWM manual, are generally to be used only for an initial dimension in the design of an improved channel. The Town Engineer, or designee may grant exceptions for small channels meeting the following criteria: 1. Drainage area 10 acres or less. 2. Completely contained on the development site ; 3. No nearby downstream restrictions (no significant backwater effects). CM-27 4. Flow conditions consistent with uniform flow assumption. The Town of Westlake requires a HEC-RAS backwater/frontwater analysis on any proposed open channel with a drainage area greater than 10 acres to determine the actual tailwater elevations, channel capacity and freeboard, and impacts on adjacent floodplains. If the current effective FEMA model for the stream is a HEC-2 model, the engineer has the option to either use that model, or convert to HEC-RAS for analysis of proposed conditions. Supercritical Flow Regime Supercritical flow shall not be allowed except under unusual circumstances, with special acceptance of the Town Engineer, or designee. However, for lined channels the analysis should include a mixed - flow regime analysis, to make sure no supercritical flow occurs. The Town of Westlake requires that the computed flow depths in designed channels be outside of the range of instability, i.e. depth of flow should be at least 1.2 times critical depth. Channel Transitions or Energy Dissipation Structures or Small Dams A HEC-RAS model is a standard requirement for design of channel transitions (upstream and downstream), energy dissipation structures, and small dams. A backwater analysis shall be required by the City, to determine accurate tailwater elevation, headlosses, headwater elevations and floodplains affected by the proposed transition into and out of an improved channel, any on -stream energy dissipating structures, and small dams (less than 6 feet). If the current effective FEMA model for the stream is a HEC-2 model, FEMA no longer recognizes HEC-2 as an acceptable model for submittal; therefore, the engineer shall convert to HEC-RAS for analysis of proposed conditions. For larger dams, a hydrologic routing shall be required, as well as hydraulic analysis, to determine impacts of the proposed structure on existing floodplains, floodways and adjacent properties. Section 4.4.1 — Overview ADOPTED Section 4.4.2 — Symbols and Definitions ADOPTED Section 4.4.3 — Design Criteria ADOPTED Section 4.4.3.1 — General Criteria ADOPTED WITH MODIFICATIONS Earthen Channels Natural creeks shall remain in open natural condition when possible to preserve natural drainageways. When unable to preserve the natural creek the Town of Westlake encourages the use of constructed vegetated or permeable channels designed to create a more natural environment. 1. An earthen channel shall have a trapezoidal shape with side slopes not steeper than a 4:1 ratio and a channel bottom at least eight (8) feet in width with a minimum invert of one (1) foot in depth.. 2. The 100-year frequency storm with fully developed upstream conditions plus one (1) foot of freeboard must be provided within drainage easements. 3. The side slopes and bottom of an earthen channel shall be smooth, free of rocks, and contain a minimum of six (6) inches of topsoil. The side slopes and channel bottom shall be re -vegetated with grass or other acceptable vegetative material. No channel shall be accepted by the City until a uniform (e.g., evenly distributed, without large bare areas) vegetative cover at least 2" in height with a density of 70% has been established. 4. Each reach of a channel requiring vehicular access for maintenance must have a ramp. In CM-28 general, reaches with maintenance access ramps should be located between bridges or culverts but individual situations may vary. Ramps shall be at least ten (10) feet wide and have 15% maximum grade. Twelve -foot (12) width is required if the ramp is bound by vertical walls. 5. Minimum channel slope is 0.0020 ft/ft unless accepted by the TOWN ENGINEER or designee. 6. Erosion protection to be provided at upper limits of improvements and outfall to the receiving stream. 7. All improved earthen channels shall include either " Composite Low Flow" channel or "Trickle" channel. Criteria for each of these channels is as follows: a. Low Flow Composite Channels- 1) Drainage area greater than 300 acres. 2) Minimum design discharge - 2% of fully developed 100 year peak discharge. 3) Maximum depth - 5 feet. Maximum side slope 4:1 (H:V). 4) Minimum bottom width- 8 feet unless accepted by the TOWN ENGINEER or designee. 5) Lined with riprap or gabions if design velocity exceeds 5 feet/second (also see iSWM sections 4.4.3 and 4.4.4). 6) Some meanders in alignment are acceptable as long as width of shelf between top of bank of low flow channel and toe of slope of main channel is not less than 10 feet. Minimum lateral slope of shelf is 1 %. b. Trickle Channels- 1) Drainage area less than or equal to 300 acres. 2) Design discharge - 2% of fully developed 100 year peak discharge. 3) Concrete or permeable armor such as gabions, mat or interlocking block -lined. 4) Minimum bottom width- 8 feet unless accepted by the TOWN ENGINEER or designee. 5) Maximum depth -5 feet. Maximum side slope dependent on type of lining. 8. The following guidelines shall be considered for buffer areas or zones along natural or constructed earthen channels: a. A minimum Erosion Control Setback on each side of natural channels based on a 4:1 (H:V) slope from the bottom of the bank to the natural ground adjacent to the bank plus an additional 15 feet. See Figure 4.4.3-1. b. Include adjacent delineated wetlands or critical habitats. C. Other buffer widths shall be considered if supported by specific engineering and environmental studies. 9. Landscaping shall be installed to allow earthen channels to evolve into a more natural environment. Tree or shrub plantings shall be required to enhance habitat of channels by providing shade once mature plant growth has been reached. Mature plantings must be considered in setting design Manning's "n" values. CM-29 Stream Bank Setback / - Limits of Erosion Hazard Zane NaturalGround Bottom of Bank (Toe of Slopel Figure 4.4.3-1 Minimum Erosion Control Setback Lined Channels In general, lined channels are discouraged and must have acceptance of the Town Engineer or designee. 1. Lined Channels shall be trapezoidal in shape and lined with reinforced concrete (or flexible lining material as accepted by the Town Engineer, or designee.). Side slopes shall generally be no steeper than 2:1 unless accepted by the Town Engineer, or designee, as appropriate for the lining material. The lining shall extend to and include the water surface elevation of the 100 year fully developed storm plus one foot freeboard. 2. The lined channel bottom must be a minimum of 8' in width. (A minimum bottom width of 6 feet for overflow structures of storm sewer system sumps or where access is not a concern, as approved by the Town Engineer, or designee.) 3. The maximum water flow velocity in a lined channel shall be fifteen (15) feet per second except that the water flow shall not be supercritical in an area from 100' upstream from a bridge to 25' downstream from a bridge. Hydraulic jumps shall not be allowed from the face of a culvert to 50' upstream from that culvert. In general channels having supercritical flow conditions are discouraged (See Section 4.4). 4. Whenever flow changes from supercritical to subcritical channel protection shall be provided to protect from the hydraulicjump that is anticipated (see comment in Item 3). 5. The design of the channel lining shall take into account the super elevation of the water surface around curves and other changes in direction. The outside wall of the lining shall be raised in an amount equal to the super -elevation of the channel so freeboard always exists to the design frequency storm. 6. A chain link fence six (6) feet in height or other fence as accepted by the Town Engineer, or designee may be required on each side of a lined channel. 7. The Town Engineer, or designee, may require a geotechnical study and /or an underground drainage system design option prior to approval of concrete lined channels. CM-30 Soil Retention Blankets Soil Retention Blankets shall be required on all earthen channel side slopes and bottoms. Guidance is provided by the Texas Department of Transportation (TxDOT) concerning synthetic blankets and mats for use as slope protection and flexible channel liners. These systems shall be installed per the manufacturer's recommendations to provide stable retention of the slopes in accordance with the design. A soil retention blanket (SRB) is used for short and/or long-term protection of seeded and sodded slopes, ditches, and channels. SRB's can be manufactured out of wood, straw or coconut fiber mat, synthetic mat, paper mat, jute mesh or other material. The SRB shall be one of the following classes and types: 1. Class 1. "Slope Protection" — Type A. Slopes 3(h):1(v) or flatter — Clay soils — Type B. Slopes 3(h):1(v) or flatter — Sandy soils — Type C. Slopes steeper than 3(h):1(v) — Clay soils — Type D. Slopes steeper than 3(h):1(v) — Sandy soils 2. Class 1. "Flexible Channel Liner' — Type E. Shear Stress < 2 lbs./sf — Type F. Shear Stress < 4 lbs./sf — Type G. Shear Stress < 6 lbs./sf — Type H. Shear Stress < 8 lbs./sf — Type I. Shear Stress < 10 lbs./sf — Type J. Shear Stress < 12 lbs./sf 3. Mulches 6:1 or flatter slopes — Clay or Tight Soils — Sandy or Loose Soils Section 4.4.3.2 — Velocity Limitation ADOPTED WITH MODIFICATIONS Channel Velocities 1.1-ined Channels — Maximum velocities = 15 fps. (Exceptions can be granted by the Town Engineer, or designee, with justifiable technical reasons) 2. Grass Lined Channels — Maximum velocities = 6 fps. Higher values can be justified by a sealed geotechnical study/analysis of soil type and conditions. Section 4.4.4 — Manning's n Values ADOPTED Section 4.4.5 — Uniform Flow Calculations ADOPTED Section 4.4.6 — Critical Flow Calculations ADOPTED Section 4.4.7 —Vegetative Design ADOPTED CM-31 Section 4.4.8 — Stone Riprap Design ADOPTED Section 4.4.8.1 — Introduction ADOPTED WITH MODIFICATIONS The "Method # 2" procedure in iSWM for stone riprap design is adopted by Town of Westlake. Please note that Equation 4.4.16 in the iSWM Manual is INCORRECT and should be expressed as To` = T0*(1- (Sin 2�/Sin20)). A properly designed geotextile is required under the bedding layer. Regardless of computed thickness, the minimum allowable riprap thickness is twelve (12) inches. The Town of Westlake may allow grouted stone riprap as an erosion control feature. However, the design thickness of the stone lining shall not be reduced by the use of grout. See the U.S. Army Corps of Engineers design manual ETL 1110-2-334 on design and construction of grouted riprap. Section 4.4.8.2 — Method # 1: Maynard & Reese FOR GUIDANCE Section 4.4.8.3 — Method # 2: Gregory ADOPTED Section 4.4.8.4 — Culvert Outfall Protection ADOPTED Section 4.4.9 — Gabion Design ADOPTED Section 4.4.10 — Uniform Flow - Example Problems ADOPTED Section 4.4.11 — Gradually Varied Flow ADOPTED Section 4.4.12 — Rectangular, Triangular and Trapezoidal Open Channel Design ADOPTED Section 4.5 — Storage Design ADOPTED WITH MODIFICATIONS Storm water detention is not a mandated requirement in all cases in the Town of Westlake, but shall be provided to mitigate increased peak flows in the TOWN'S waterways in specific circumstances. The purpose of the mitigation is to minimize downstream flooding impacts or streambank erosion from upstream development. In some instances, detention may be shown to exacerbate potential flooding conditions downstream. Therefore, the "Zone of Influence" criteria (Reference Section 2.1.9.2 of iSWM) shall be applied in addition to these criteria. "Dry" Detention Basins 1. Detention Basins shall be required when downstream facilities within the "Zone of Influence" are not adequately sized to convey a design storm based on current TOWN criteria for hydraulic capacity. Detention basins may not be required if downstream improvements that shall result in sufficient hydraulic capacity are proposed by the TOWN within a relatively short period of time. CM-32 2. Calculated proposed storm water discharge from a site shall not exceed the calculated discharges from existing conditions, unless sufficient downstream capacity above existing discharge conditions is available. 3. The Modified Rational Method is allowed for planning and conceptual design for watersheds of 200 acres and less. For final design purposes the Modified Rational Method is allowed only for watersheds of 25 acres and less (see Table 2.1.1-2). 4. Detention Basins draining watersheds over 25 acres shall be designed using a detailed unit hydrograph method acceptable to the Town of Westlake. These include Snyder's Unit Hydrograph (>100 acres) and SCS Dimensionless Unit Hydrograph (any size). The SCS method is also allowed for basins with watersheds less than 25 acres (see Table 2.1.1-2). 5. Detention Basins shall be designed for the 2-year, 10-year, 25-year and 100-year storm for the critical storm duration (i.e. 3-hour, 6-hour, or 24-hour storm duration) that results in the maximum (or near maximum) peak flow. 6. Detention Basins shall be designed with access for tracked earthwork equipment with a 10-foot crown width on any embankment. 7. Earthen (grassed) embankment slopes shall NOT exceed 4:1. Concrete lined or structural embankment can be steeper with the acceptance of the Town Engineer, or designee. 8. A calculation summary shall be provided on construction plans. For detailed calculations of unit hydrograph studies, a separate report shall be provided to the Town Staff for review and referenced on the construction plans. Stage -storage -discharge values shall be tabulated and flow calculations for discharge structures shall be shown on the construction plans. 9. An emergency spillway shall be provided at the 100-year maximum storage elevation with sufficient capacity to convey the fully urbanized 100-year storm assuming blockage of the closed conduit portion outlet works with six inches of freeboard. Spillway requirements must also meet all appropriate state and Federal criteria. 10. Design calculations shall be provided for all spillways. 11. All detention basins shall be stabilized against significant erosion and include a maintenance plan. 12. State rules and regulations regarding impoundments shall be observed including 30 TAC Chapter 299, Dams and Reservoirs (TCEQ). 13. In accordance with Texas Water Code §11, all surface impoundments not used for domestic or livestock purposes must obtain a water rights permit from the TCEQ. A completed permit for the proposed use, or written documentation stating that a permit is not required, must be obtained. All detention facility designs shall include a landscaping plan 14. Retention/detention ponds shall resemble natural ponds; in addition: (a) The pond should expand gradually from the inlet towards the outlet, insuring that there are no "dead zones". That is, water entering the pond gradually spreads out and uniformly displaces the water already present in the pond. (b) The length -to -width ratio should be three to one or greater, to provide a long flow path. (c) The average permanent pond depth should be greater than five feet. (d) A ten- to 20-foot-wide shallow bench shall be provided along the shores of the permanent pond for safety and to encourage the development of bottom growth in these areas. This vegetation will enhance the biologic treatment characteristics of the pond and also enhance the "natural" appearance of the pond. (e) Where slope erosion protection is needed for the side slopes of a pond, rock or geotextiles are required as approved by the town manager or his designee. Exposed concrete surfaces shall be faced with embedded rock or masonry. Bare concrete shall only be permitted with the express written permission of the board of aldermen. Side slopes should be no steeper than 4:1 where feasible for reasons of public safety and maintenance. "Wet" Detention Basins and Amenity Ponds Wet detention basins maintain a permanent pool with additional storage capacity to detain storm water. Amenity ponds may or may not include this additional storage. The depth of a wet or amenity pond is generally seven (7) to ten (10) feet to prevent algal growth, although greater depths are possible with artificial mixing. The objective is to avoid thermal stratification that could result in odor problems or CM-33 recycling of nutrients. Gentle artificial mixing may be needed in small ponds because they are effectively sheltered from the wind. If properly designed, constructed, and maintained, wet ponds shall not only reduce peak storm water flows, but also improve water quality and can be an attractive feature of a development. Below are guidelines for wet detention basins in addition to those presented under "Dry" Detention Basins. (a) Must be appropriately aerated according to normal pool size unless specifically accepted by the Town Engineer, or designee. (b) Provisions shall be made to ensure that normal water surface elevation is maintained through the use of ground wells or the Town's water supply unless surface water supply can be justified based on drainage area to pond. (general requirement is 12 acres of drainage area for every acre-foot of normal pool storage). (c) Ten -foot (10') wide maintenance access shall be provided with a slope of 6:1 or flatter. (d) A debris filter must be provided for all outlet structures. (e) Design shall provide adequate capacity for trapped sediment for five (5) years. (f) To minimize short-circuiting, the inlet and outlet should be placed at opposite ends of the pond or baffling shall be installed to direct the water to the opposite end before returning to the outlet. Dead space should be avoided. (g) To limit water loss by infiltration through the bottom of the pond either an artificial liner or a clay liner may be used. Natural material may be used if a geotechnical report is provided by a licensed professional engineer to assure it shall not leach out the bottom or sides of the pond. (h) Reference iSWM Section 5.2.21 "Storm Water Ponds" for additional guidance on the design of Wet Ponds. The water quality and streambank protection criteria described in this iSWM section are not currently required by the City. Section 4.5.1 — General Storage Concepts ADOPTED Section 4.5.2 — Symbols and Definitions ADOPTED Section 4.5.3 — General Storage Design Procedures ADOPTED Section 4.5.4 — Preliminary Detention Calculations ADOPTED Section 4.6 — Outlet Structures ADOPTED Section 4.7 — Energy Dissipation Section 4.7.1 — Overview ADOPTED WITH MODIFICATIONS Channel Transitions, Energy Dissipation Structures, or Small Dams A backwater analysis is required by the Town of Westlake, using HEC-RAS, to determine accurate tailwater elevation and velocities, headlosses, headwater elevations, velocities and floodplains affected by the proposed transition into and out of 1) An improved channel, 2) Any on -stream energy dissipating structures, and 3) Small dams (less than 6 feet). If the current effective FEMA model for the stream is a HEC-2 model. FEMA no longer recognizes HEC-2 as an acceptable model for current applications. The engineer shall convert the current effective HEC-2 model to HEC-RAS for analysis of proposed conditions. For larger dams, a hydrologic routing shall be required, as well as hydraulic analysis, to determine impacts of the proposed structure on existing floodplains and adjacent properties. CM-34 Exceptions may be granted for small outfall channels (with the acceptance of the Town Engineer, or designee) with drainage areas of 10 acres or less and no nearby downstream restrictions. CM-35 Examples of Open Channel Transition Structures Details and Specifications and application guidance for Harris County Flood Control District Straight Drop Structure and Bureau of Reclamation Baffled Chute (Basin IX) can be found in Harris County Flood Control District Policy Criteria& Procedure Manual (See references section for description). A computer program associated with FHWA Hydraulic Engineering Circular No. 14 is "HY8Energy" dated May 2000. This program provides guidance in the selection and sizing of a broad range of energy dissipaters including some of those listed in Chapter 4 of the iSWM manual. Section 4.7.2 — Symbols and Definitions ADOPTED Section 4.7.3 — Design Guidelines ADOPTED Section 4.7.4 — Riprap Aprons ADOPTED Section 4.7.5 — Riprap Basins ADOPTED Section 4.7.6 — Baffled Outlets ADOPTED Section 4.7.7 — Grade Control Structures ADOPTED Section 4.8 — Easements for Open Channels and Detention Ponds LOCAL CRITERIA SECTION ONLY Drainage Easement Criteria: 1. Drainage easements are required for both on -site and off -site public storm drain channels and ponds. Results of a backwater hydraulic analysis (plus freeboard) shall determine easement requirements. Buffer zones must also be provided for access and to guard against nuisances created from natural erosion processes. Also see Item 6 below. 2. Floodway/Drainage easements shall be provided on -site along FEMA streams with delineated floodways. Floodway easements shall encompass the entire area of the floodway shown on the Effective FEMA Flood Insurance Rate Map. 3. Drainage easements shall include a minimum of ten -foot (10') margin on both sides beyond actual top of bank for improved earthen channels. Retaining walls are not permitted within or adjacent to a drainage easement in order to reduce the easement width. 4. Natural creeks shall have a dedicated drainage easement encompassing the 100-year fully developed floodplain plus ten (10) feet on each side of this floodplain. The minimum finished floor elevation for lots impacted by natural creeks shall be a minimum of two (2) feet above the fully developed 100 year water surface elevation. 5. Concrete Lined Channels and Gabion Lined Channels shall have drainage easements dedicated to meet the requirements of the width of the channel, the one -foot freeboard above the 100 year fully developed water surface elevation, and any access routes. The minimum finished floor elevation for lots adjacent to Concrete Lined and Gabion Lined Channels shall be a minimum of two (2) feet above the fully developed 100 year water surface. The top of the lining in curves shall provide the two (2) foot of freeboard in the design frequency storm. 6. All detention and retention structures shall be located within drainage easements. Maintenance shall be provided by the developer/land owner. The Town of Westlake provides maintenance only on regional detention facilities. The limit of the easement shall include all freeboard as stated in Section 4.5 plus any access route around the perimeter of the facility. CM-36 7. The entire reach or each section of any drainage facility must be readily accessible to maintenance equipment. Additional easement(s) shall be required at the access point(s) and the access points shall be appropriately designed to restrict access by the public. References ADOPTED WITH MODIFICATIONS Harris County Flood Control District, October 2004, Policy, Criteria and Procedure Manual for Approval and Acceptance of Infrastructure, Houston, Texas. U.S. Army Corps of Engineers, August, 1992, Design and Construction of Grouted Riprap, ETL 1110-2- 334. U.S. Army Corps of Engineers, July 1991/June 1994, Hydraulic Design of Flood Control Channels, EM 1110-2-1601. U.S. Department of the Interior Bureau of Reclamation , Hydraulic Design of Stilling Basins and Energy Dissipaters, January 1978, Engineering Monograph No. 25. CM-37 CHAPTER 5 - STORM WATER CONTROLS ADOPTED Chapter 5 of the iSWM Manual contains an exhaustive discussion and detailed examples of structural post -construction controls that can be implemented in land development to meet the goals of protecting water quality, minimizing streambank erosion, and reducing flood volumes. It is an excellent planning and design resource document and has valuable design examples that the Town of Westlake encourages local developers to consider in their site planning. Other measures not included in this section may be considered provided there is appropriate support for their use in the region. CM-38 iSWM APPENDICES Appendix A Rainfall Tables for North Central Texas Adopted Appendix B Hydrologic Soils Data Adopted Appendix C Federal, State and Regional Regulations and Programs Adopted Appendix D Dams and Reservoirs in Texas Adopted Appendix E iSWM Worksheets and Checklists Adopted Appendix F Landscaping and Aesthetics Guidance Adopted Appendix G Storm Water Computer Models Adopted with Modifications In addition to Storm Water Computer Models listed in Appendix G of the iSWM Manual, the Town of Westlake accepts appropriately applied versions of the following computer models. 1. STORMCAD by Haestad Methods and GeoPac by Bentley for analysis and design of storm sewer. 2. Gabion Design Programs by Maccaferri: a. Macra 1 for Channel Design b. GawacWIN for Retaining Wall Design 3. SWFHYD (formerly NUDALLAS) by Fort Worth District, U.S. Army Corps of Engineers for hydrologic routing studies (use only where model currently exists). 4. AdICPR (Advanced Interconnected Pond Routing) by Streamline Technologies, Inc. for complex hydrograph routing particularly detention ponds in series. 5. InfoWorks by Wallingford for complex dynamic hydrologic and hydraulic modeling. 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SECTION X-X N.T.S. JT REFER TO STD. DETAILS W-02 THROUGH W-04 FOR TABLE OF DIMENSIONS AND QUANTITIES AND W-06 FOR GENERAL NOTES TOWN OF WESTLAKE HORIZONTAL SEPTEMBER 2022 1500 SOLANA BOULEVARD THRUST BLOCK D4 " ` ` WESTLAKE BLDG. 7, SUITE 7200 AT PIPE BEND DISTINCTIVE°, MIG, " WESTLAKE, TEXAS 76262 W-01 I.D. (IN.) T (IN.) 0 = 11.25' (FT.) 0 22.50' (FT.) E (FT.) 4,6,8 0.4 1.5 1.5 0.9 10,12 0.5 1.5 1.5 1.2 16,18 0.6 1.5 1.5 1.6 20 0.7 1.5 1.5 1.8 24 0.9 1.5 1.5 2.1 30 2.9 1.5 1.9 2.6 36 4.5 1.5 2.3 3.3 42 5.0 1.8 2.6 3.8 48 5.5 2.0 3.0 4.3 54 6.0 2.3 3.4 4.8 60 6.5 2.5 3.8 5.3 66 6.8 2.8 4.1 5.7 72 7.5 3.0 4.5 6.3 78 7.5 3.3 4.9 6.7 84 8.0 3.5 5.3 7.2 9 0 8.5 3.8 5.6 7.7 9 6 9.0 4.0 6.0 8.2 I.D. (IN.) 0 = 11.25' I.D. (IN.) 0 = 22.50' G (FT.) THRUST (TONS) EARTH ROCK G (FT.) THRUST (TONS) EARTH ROCK A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) 4,6,8 0.4 1.0 1.0 1.5 0.1 1.0 1.0 0.1 4,6,8 0.8 2.0 1.5 1.5 0.1 1.0 1.0 0.1 10,12 0.6 2.2 1.5 1.5 0.1 1.0 1.5 0.1 10,12 1.1 4.4 2.0 2.5 0.3 1.5 1.5 0.1 16,18 0.8 5.0 2.0 2.5 0.3 1.5 2.0 0.2 16,18 1.6 9.9 3.0 3.5 0.6 2.0 2.5 0.3 20 0.9 6.2 2.0 3.5 0.4 11.5 3.0 10.3 20 1.8 12.3 13.5 3.5 10.7 12.0 3.0 10.4 24 1.1 8.9 3.0 3.5 0.5 1.5 3.0 0.3 24 2.2 17.7 4.0 4.5 1.0 3.0 3.5 0.5 30 1.4 10.4 3.0 3.5 0.6 2.0 3.5 0.4 30 2.7 20.7 5.0 4.5 1.5 3.0 4.0 0.8 36 1.7 15.0 3.5 4.5 0.9 2.0 4.0 0.5 36 3.3 29.8 5.5 5.5 2.3 4.0 4.0 1.3 42 1.9 20.4 4.5 5.0 1.5 2.5 5.0 0.8 42 3.8 40.5 7.0 6.0 3.9 4.5 5.0 2.1 48 2.2 26.6 4.5 6.0 2.0 2.5 6.0 1.1 48 4.4 52.9 8.0 7.0 5.7 4.5 6.0 2.8 54 2.5 33.7 6.0 6.0 3.0 3.0 6.0 1.4 54 4.9 67.0 9.0 8.0 8.0 6.0 6.0 4.1 60 2.7 41.6 6.0 7.0 3.8 3.0 7.0 1 1.8 60 5.5 82.7 9.5 9.0 10.6 6.0 7.0 5.3 66 3.0 50.3 6.5 8.0 5.1 3.5 8.0 2.7 66 6.0 100.1 10.5 10.0 14.1 6.5 8.0 7.2 72 3.3 59.9 7.5 8.0 6.3 4.0 8.0 3.3 72 6.6 119.1 11.0 11.0 17.6 7.5 8.0 9.1 78 3.6 70.2 8.0 9.0 8.1 4.0 9.0 3.9 78 7.1 139.8 12.0 12.0 22.5 8.0 9.0 11.7 84 3.8 81.5 8.5 10.0 10.3 4.5 10.0 5.3 84 7.6 1 162.1 13.0 12.5 27.2 8.5 10.0 14.8 90 4.1 93.5 9.5 10.0 12.2 5.0 10.0 6.3 90 8.2 186.1 14.0 13.5 33.7 9.5 10.0 17.7 96 4.4 106.4 10.0 11.0 15.0 5.0 11.0 7.4 96 8.7 211.7 15.0 14.5 41.2 10.0 11.0 21.8 TABLES OF DIMENSIONS AND QUANTITIES TOWN OF WESTLAKE HORIZONTAL SEPTEMBER 2022 1500 SOLANA BOULEVARD THRUST BLOCK ° W " KE BLDG. 7, SUITE 7200 AT PIPE BEND WESTLA DISTINCTIVE °, M G, WESTLAKE, TEXAS 76262 W - 0 2 I.D. (IN.) 0=30' I.D. (IN.) 0= 45' G (FT.) THRUST (TONS) EARTH ROCK G (FT.) THRUST (TONS) EARTH ROCK A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) 4,6,8 1.0 2.6 2.0 1.5 0.2 1.0 1.5 0.1 4,6,8 1.5 3.9 2.0 2.0 0.2 1.5 1.5 0.1 10,12 1.5 5.9 2.5 2.5 0.3 2.0 1.5 0.2 10,12 2.2 8.7 3.5 2.5 0.5 2.0 2.5 0.3 16,18 2.2 13.2 3.5 4.0 0.8 2.5 3.0 0.4 16,18 3.2 19.5 4.5 4.5 1.2 3.0 3.5 0.6 20 2.4 16.3 4.5 4.0 1.0 3.0 3.0 0.5 20 3.6 24.1 5.5 4.5 1.5 3.5 3.5 0.7 24 2.9 23.4 6.0 4.0 1.4 3.5 3.5 0.7 24 4.3 34.6 8.0 4.5 2.3 4.5 4.0 1.1 30 3.6 27.5 6.5 5.0 1.9 3.5 4.0 0.9 30 5.4 40.6 8.5 5.0 3.2 5.5 4.0 1.6 36 4.4 39.5 7.0 6.0 3.4 4.5 4.5 1.6 36 6.5 58.5 10.0 6.0 5.3 6.5 4.5 2.6 42 5.1 53.8 8.0 7.0 5.1 5.5 5.0 2.5 42 7.5 79.6 11.5 7.0 8.1 8.0 5.0 4.2 48 5.8 70.3 9.0 8.0 7.4 6.0 6.0 3.7 48 8.6 104.0 13.0 8.0 11.9 9.0 6.0 6.3 54 6.5 89.0 10.0 9.0 10.3 7.0 6.5 5.3 54 9.7 131.5 15.0 9.0 17.1 10.5 6.5 8.9 60 7.3 110.0 11.0 10.0 13.9 7.5 7.5 7.3 60 10.7 162.4 16.5 10.0 23.1 11.0 7.5 12.0 66 8.0 132.9 12.5 11.0 18.9 8.5 8.0 9.6 66 11.8 196.5 18.0 11.0 30.1 12.0 8.5 16.2 72 8.7 158.2 13.5 12.0 24.0 9.0 9.0 12.3 72 12.9 233.9 19.5 12.0 38.6 14.0 8.5 20.7 78 9.4 185.6 14.5 13.0 30.0 10.0 9.5 15.6 78 13.9 274.5 21.5 13.0 49.8 14.5 9.5 25.9 84 10.1 215.3 15.5 14.0 37.1 10.5 10.5 19.5 84 15.0 318.4 23.0 14.0 61.2 15.5 10.5 32.6 90 10.9 247.1 16.5 15.0 45.0 11.5 11.0 23.9 90 16.1 365.5 24.5 15.0 74.5 17.5 10.5 39.6 96 11.6 281.2 18.0 16.0 55.5 12.5 11.5 28.9 96 17.1 415.6 26.0 16.0 89.5 18.5 11.5 48.5 I.D. (IN.) 0 = 67.50' I.D. (IN.) 0 = 90' G (FT.) THRUST (TONS) EARTH ROCK G (FT.) THRUST (TONS) EARTH ROCK A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) A (FT.) B (FT.) VOL. (C.Y.) 4,6,8 2.1 5.6 3.0 2.0 0.3 2.0 1.5 0.2 4,6,8 2.7 7.1 5.0 1.5 0.4 2.0 2.0 0.2 10,12 3.1 12.6 5.5 2.5 0.8 3.5 2.0 0.4 10,12 4.0 16.0 6.5 2.5 1.0 3.5 2.5 0.5 16,18 4.7 28.3 7.5 4.0 1.9 5.5 3.0 0.9 16,18 6.0 36.0 9.0 4.0 2.4 4.5 4.0 1.0 20 5.2 34.9 9.0 4.0 2.3 5.5 3.5 1.2 20 6.6 44.4 10.0 4.5 3.1 6.0 4.0 1.5 24 6.2 50.3 11.5 4.5 3.5 6.5 4.0 1.6 24 7.9 64.0 14.5 4.5 5.0 8.0 4.0 2.1 30 7.8 58.9 12.0 5.0 4.8 7.5 4.0 2.2 30 9.9 75.0 15.0 5.0 6.7 10.0 4.0 3.3 36 9.4 84.9 14.5 6.0 8.2 9.5 4.5 3.8 36 11.9 108.0 18.0 6.0 11.4 12.0 4.5 5.3 42 10.9 115.5 17.0 7.0 12.8 11.0 5.5 6.3 42 13.9 147.0 21.0 7.0 17.8 14.0 5.5 8.7 48 12.5 150.9 19.0 8.0 18.4 13.0 6.0 9.2 48 15.9 192.0 24.0 8.0 26.2 16.0 6.0 12.4 54 14.0 191.0 21.5 9.0 26.0 15.0 6.5 12.9 54 17.9 243.0 27.0 9.0 36.9 18.0 7.0 18.1 60 15.6 235.8 1 24.0 10.01 35.6 1 16.0 7.5 1 17.6 60 1 19.9 299.8 1 30.0 10.0 1 50.3 20.0 1 7.5 1 24.0 66 17.1 285.3 26.0 11.0 46.0 18.0 8.0 23.0 66 21.8 362.8 33.0 11.0 66.2 22.0 8.5 32.5 72 18.7 339.5 28.5 12.0 57.8 19.0 9.0 28.4 72 23.8 431.8 36.0 12.0 85.6 24.0 9.0 41.0 78 20.2 398.5 31.0 13.0 75.7 21.0 9.5 37.4 78 25.7 506.7 39.0 13.0 108.2 26.0 10.0 53.2 84 21.8 462.1 33.5 14.0 94.7 22.0 10.5 46.5 84 27.7 587.7 42.0 14.0 134.4 28.0 10.5 64.8 90 23.3 530.5 35.5 15.0 114.4 24.5 11.0 58.2 90 29.0 674.6 45.0 15.0 164.9 30.0 11.5 81.2 96 24.9 603.6 38.0 16.0 138.9 1 25.5 12.0 70.0 96 31.6 767.5 48.0 16.0 199.0 32.0 12.0 95.1 TABLES OF DIMENSIONS AND QUANTITIES TOWN OF WESTLAKE HORIZONTAL SEPTEMBER 2022 1500 SOLANA BOULEVARD THRUST BLOCK WEST ° LW " KE ° ` BLDG. 7, SUITE 7200 AT PIPE BEND A DISTINCTIVE Bi MIN, WESTLAKE, TEXAS 76262 W-03 m SEPTEMBER 2022 PLAN OF PLUG THRUST BLOCK N.T.S. PIPE O.D. -[\-\� m BASE OF BLOCK SQUARE BASE OF - A BLOCK SQUARE In 1n C PLAN OF TEE THRUST BLOCK N.T.S. EARTH ROCK I.D. IN. THRUST (TONS) C FT. A FT. VOL. C.Y. A FT. VOL. C.Y. 468 5.1 1.5 2.5 0.3 2.0 0.2 10,12 11.3 1.5 3.5 0.6 2.5 0.3 16,18 25.5 2.0 5.5 1.6 4.0 0.9 20 31.5 2.0 6.0 1.9 4.0 0.9 24 45.2 2.5 7.0 3.1 5.0 1.7 30 53.0 3.0 7.5 4.1 5.5 2.4 36 76.3 4.0 9.0 7.3 6.5 4.2 42 104.0 4.5 10.5 11.0 7.5 6.2 48 136.0 5.0 12.0 15.6 8.5 8.7 54 172.0 5.5 13.5 21.4 9.5 11.9 60 212.0 6.0 15.0 28.4 10.5 15.7 66 257.0 6.5 16.5 36.8 11.5 20.5 72 305.0 7.5 17.5 47.2 12.5 27.2 78 358.0 8.0 19.0 58.9 13.5 33.7 84 416.0 8.5 20.5 72.3 14.5 41.2 90 477.0 9.0 22.0 87.7 15.5 49.7 96 543.0 9.5 23.5 104.8 16.5 61.0 4 WESTLAKE DISTINCTIVE UI -C„ IGM TOWN OF WESTLAKE 1500 SOLANA BOULEVARD BLDG. 7, SUITE 7200 WESTLAKE, TEXAS 76262 REFER TO STD. DETAIL W-06 FOR GENERAL NOTES HORIZONTAL THRUST BLOCK W-04 REINFORCING BARS TRENCH WIDTH no Bd r-A Bd + 2' MIN. A ELEVATION "B-B" N.T.S. GROUND GROUND REFER TO STD. DETAIL W-06 FOR GENERAL NOTES d d qd.l ,I A la.e VARIABLE (APPROX. SAME LENGTH AS BEND) B SECTION "A -A" N.T.S. ASSUMED HORIZONTAL VERTICAL COMPONENT OF THRUST = TABULATED VALUE -0 REINFORCING BARS #4 @ 12" CENTERS. FOR PIPE SIZES GREATER THAN 12" REINFORCING SHALL BE AS SPECIFIED BY ENGINEER. 0 11.25' 22.50° 30° 45° 67.50° 90° - 0 I.D. (IN.) THRUST (TONS) VOL. (C.Y.) THRUST (TONS) VOL. (C.Y.) THRUST (TONS) VOL. (C.Y.) THRUST (TONS) VOL. (C.Y.) THRUST (TONS) VOL. (C.Y.) THRUST (TONS) VOL. (C.Y.) I.D. (IN.) 4,6,8 1.0 0.5 2.0 1.0 2.5 1.3 3.6 1.8 4.6 2.3 5.0 2.5 4,6,8 10,12 2.2 1.1 4.3 2.2 5.7 2.8 8.0 4.0 10.5 5.2 11.3 5.7 10,12 16,18 5.0 2.5 9.7 4.9 12.7 6.4 18.0 9.0 23.5 11.8 25.5 12.7 16,18 20 6.1 3.1 12.0 6.0 15.7 7.9 22.2 11.1 29.2 14.5 31.4 15.7 20 24 8.2 4.4 17.3 8.7 22.6 11.3 32.0 16.0 41.8 20.9 45.2 22.6 24 30 10.5 5.2 20.3 10.1 26.5 13.3 37.5 18.8 49.0 24.5 53.1 26.5 30 36 14.9 7.5 29.2 14.6 38.2 19.1 54.0 27.0 70.5 35.3 76.4 38.2 36 42 20.3 10.1 39.8 19.9 52.0 26.0 73.5 36.7 96.0 48.0 104.0 52.0 42 48 26.5 13.2 51.9 26.0 67.9 33.9 96.0 48.0 126.0 62.7 136.0 67.9 48 54 33.5 16.8 65.7 32.9 85.9 42.9 122.0 60.7 159.0 79.4 172.0 85.9 54 60 41.4 20.7 81.2 40.6 106.0 53.0 150.0 75.0 196.0 98.0 212.0 106.0 60 66 50.1 25.0 98.2 49.1 128.0 64.2 182.0 90.7 237.0 119.0 257.0 128.0 66 72 59.6 29.8 117.0 58.4 153.0 76.3 216.0 108.0 282.0 141.0 305.0 153.0 72 78 69.9 35.0 137.0 68.6 179.0 90.0 254.0 127.0 331.0 166.0 358.0 179.0 78 84 81.1 40.5 159.0 79.5 208.0 104.0 294.0 147.0 384.0 192.0 416.0 208.0 84 90 93.1 46.5 183.0 91.3 239.0 119.0 337.0 169.0 441.0 221.0 477.0 239.0 90 96 106.0 53.0 208.0 104.0 272.0 136.0 384.0 192.0 502.0 251.0 543.0 272.0 96 4 TOWN OF WESTLAKE SEPTEMBER 2022 1500 SOLANA BOULEVARD ' " WEST ° LW " KE BLDG. 7, SUITE 7200 A DISTINCTIVE °, E„G, WESTLAKE, TEXAS 76262 VERTICAL THRUST BLOCK AT PIPE BEND W-05 GENERAL NOTES FOR ALL THRUST BLOCKS: 1. CONCRETE FOR BLOCKING SHALL BE CLASS "B". 2. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200 PSI FOR DUCTILE IRON, P.V.C., AND 150 PSI FOR CONCRETE PIPE. 3. VOLUMES OF THRUST BLOCKS ARE NET VOLUMES OF CONCRETE TO BE FURNISHED. THE CORRESPONDING WEIGHT OF THE CONCRETE (CLASS "B") IS EQUAL TO OR GREATER THAN THE VERTICAL COMPONENT OF THE THRUST ON THE VERTICAL BEND. 4. WALL THICKNESS (T) ASSUMED HERE FOR ESTIMATING PURPOSES ONLY. 5. POUR CONCRETE FOR BLOCK AGAINST UNDISTURBED EARTH. 6. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD CONDITIONS WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 7. THE SOIL BEARING PRESSURES ARE BASED ON 1000 LBS./S.F. IN SOIL AND 2000 LBS./S.F. IN ROCK. 8. USE 8 MIL POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE AND BEND, TEE, OR PLUG TO PREVENT THE CONCRETE FROM STICKING TO IT. 9. CONCRETE SHALL NOT EXTEND BEYOND JOINTS. TOWN OF WESTLAKE THRUST BLOCK SEPTEMBER 2022 1500 SOLANA BOULEVARD GENERAL BLDG. 7, SUITE 7200 NOTES WESTLAKE WESTLAKE DISTINCTIVE or [ ic�i ,,,, f TEXAS 76262 W — 0 SIZE OF WATER LINE #4 BARS @ 12" O.C�EX IMPRESSED DOUBLE ARROW TO SHOW ORIENTATION OF WATER LINE #4 BARS @—\ CLASS "C" CONIC. BASE BLOCK 2`—O" L/ |V|A|N LETTERS TO BE 3~ HIGH, 2~ WIDE, / / AND IMPRESSED 1/4- INTO | | CONCRETE. | | = STROKE WIDTH SHALL BE ^ | | cz (TYPICAL ALL VALVE BLOCKS) | | | (NO SEPARATE PAY). ' IF VALVE IS ON FIRE HYDRANT LEAD, INSERT F.H. INSTEAD OF IffmAmoll ADJUSTABLE VALVE BOX BA0<RLL AS SPECIFIED FOR PIPE MATERIAL CLASS "C" CONC. BLOCK FOR ASPHALT PAVEMENT PATCH. PATCH CONCRETE PAVEMENT PER NCTCOG ITEM 402 ` -GATE VALVE (TYP,) L AS SPECIFIED FOR PIPE NOTES: 1. THE VALVE AND JOINT ASSEMBLIES SHALL BE WRAPPED IN POLYETHYLENE ACCORDING TO AWWA C105. 2� THE JOINT TYPE SHALL BE MECHANICAL JOINT UNLESS OTHERWISE SPECIFIED IN THE PLANS. 1 GATE VALVE SHALL, BE RESILIENT SEAT TYPE WITH A NON RISING STEM AND A 2—INCH SQUARE OPERATOR. RESILIENT SEAT GATE VALVE SHALL CONFORM TO AWWA C509. 4. A PERMANENTLY ATTACHED VALVE EXTENSION STEM SHALL BE REQUIRED FOR ANY VALVE WITH AN OPERATING NUT LOCATED IN EXCESS OF 4 FEET BELOW THE TOP OF VALVE BOX. THIS EXTENSION SHALL BE SUFFICIENT LENGTH TO ENSURE THAT ITS TOP IS WITHIN 18~ — 24^ OF VALVE BOX L|D� 5, 16^ AND LARGER GATE VALVES REQUIRE CONCRETE BLOCK UNDER THE VALVE BODY. 8� ALL VALVE COVERS SHALL BE PAINTED BLUE, 7� A ~V^ SHALL BE SAW CUT IN THE CURB AT ALL VALVE LOCATIONS. TOWN OFWE��T� VALVE GATE ' �� ,' `��, �� T�K�� O�� mr 1500 SOLANA BOULEVARD INSTALLATION ~�' '�'`'��'` �~�� BLDG. � 3U|� 72OO | U »«T�4ms ' " U VV /l-7 | | U �� VVESTLANE, TEXAS 76262 U ,,--»/ | NOTE: IN UNPAVED AREAS, INSTALL 2'X2'X6" CONCRETE VALVE PAD FLUSH WITH THE TOP OF VALVE BOX. REINFORCE WITH #3 BARS ON 6" CENTERS BOTH WAYS. o o . . p ° p v . 0. 4v 0 ROADWAY BASE IF VALVE OPERATING NUT IS MORE THAN 3' BELOW PAVEMENT SURFACE - PROVIDE EXTENSION STEM TO 1' BELOW SURFACE DRAWING PERTAINS TO ALL GATE VALVE SIZES 4" THRU 12" INSTALL "NO FLOW INFLOW" VALVE BOX DEBRIS SHIELD INSERT o o . MAINp � 0 4 v O. o o . v . 0 0 4 GATE VALVE BOX AND EXTENSION STEM N.T.S. PAVING OR OTHER SURFACE MATERIAL VALVE BOX (DOMESTIC ONLY) LOCKING CLIP GATE VALVE WRAP IN M&H POLY OR APPROVED EQUAL TORQUE BOLTS PRIOR TO BACKFILL - —t- - CONCRETE BLOCKING (REFER TO BLOCKING DETAILS W-01-W-06) -V TOWN OF WESTLAKE GATE VALVE SEPTEMBER 2022 1500 SOLANA BOULEVARD 4" TO 12" "' BLDG. 7, SUITE 7200 WESTLAKE W-08 °„J;NMY ° M CA . . WESTLAKE, TEXAS 76262 QD Al O F ° o LLJ m m a °. W v LLJ � L.� W W q W U p LLJ v. F- w W O � U ry 0 a:5; ww U Of CHA ,9) „0-,6 a_ a_ o I ('HA ,g) „9-,L o z zU) o p � a_ LiJ � LJ � J p W i< v B . U cn W `i v p p. V vp v 7 . a' O I rTi777-T/77-7-/l v .p. Q d ° s N U J l w U m � O U i Z 0 � m O of Q g w O w O U � U cn � cn m Z � co � p Z Q c m � U LLJ 2 Of C 7 LLJ U Z Of � C/") O \ � U � O U J F Z Q W U U Z W ap p. v v a p 0 O. v p � a 1 I I r/77T/777-T/771 L// I I I a o ° x p v Q Z_ I LJ Y J in Q I-- � O U °O J O Z CD Q m w :2 Z CD O OU Z � 0 LO Z Q Z a LLJ Cn Y Cr U U (DJ Z m O U Of i� O d d Lr) (n U Of O = �U .. J LLJ Q > X V) CD (!) O w w V) � CDU ~ Z Q C-D U or_O C) 0 Ld CCLij m W Om Lij (/) > Q W W U Ld �m Cnw0 >w a� g o CD = p Of L 20- � W p 0- of ZII i `o �� co ZZO o _ U cn N w� w p p` cJU WOfl 04 04 a I4 LU CD of w - _ co J LLJ _ ~ 0O N w mNW �U U Z_ oo ~ p w '\ � z N Q '° � Z W O O N I.I � U Lj o (� Y z Nag bt/3l� aZ I I CU C.3 - U o .` co O m (n N N O to Cfl MID „Z 1.1 a ~a II AI F �� II w W I =Q `�n' Q O � w .- _ uj W m •:..a • .< Q U � Via; m w Of L�j a v< cr N J > coU g W a- = (/') W p LLJ °'• < OZ Xp m JCD Z w c� v~.) m z L.L. V N O > .� �< �m � Q Z :% W O °°\ cD z F m = p Z LJ Q p W p W d J d J w _ Ld Z Q � w o ' Yra.r'. C � ^ L1 W v 0 aco W .. o a' \ U � 0 ,. O e 00 m p mLLJ 0 � w W QO>� a_ W� W WY^ W cn = Z Q g�Q O >- J p Q (/) Uw>� Z Z p �C7 Q LL J � J > Um Q of U� Q~ clf p p L � J o w Q c n Z Z m _ OL`J N a N p �z<Q pa m < o� Q oU� W W N�� Lli �-- w �d x I - a- W m lea- O W J 2' ~ W N m N _ W L� ��a- m coo Z Lncn coo cn� U OZcn m m L J U � cn� U LLJ CO N SEE NOTE 2 VERTICAL GATE VALVE >- 16" IN s. ••o:: •a a. ••o:: •a H T .'°. 12" MAX. ..s — — NO. 5 BARS, o:: • V1. • o:: v " 12 C—C SEE NOTE 1 NO. 6 BARS, 6" C—C PLAN VIEW (LESS MANHOLE FRAME & COVER INSTALLATION) N.T.S. GATE VALVE SIZE A B C D DIMENSION TABLE E F G H J K L M 16" 20" 20" 12" 12" 44 1/2" 1" 48" 12" 10" 24" 12" 16" 18" 20" 20" 12" 12" 51 3/8" 2" 48" 12" 12" 24" 12" 18" 20" 22" 18" 12" 12" 56 5/8" 1" 54" 12" 12" 24" 16" 20" 24" 26" 14" 12" 12" 64 3/8" 1" 60" 18" 14" 30" 18" 24" 30" 28" 12" 12" 12" 80 5/8" 3" 66" 18" 18" 30" 20" 30" 36" 32" 8" 12" 12" 90 1/16" 4" 72" 18" 18" 36" 24" 36" 42" 34" 6" 15" 9" 107 3/4" 5" 78" 24" 20" 36" 30" 42" 48" 36" 4" 14" 10" 121 5/8" 4" 90" 24" 26" 42" 36" 48" 54" 36" 4" 9" 15" 142 1/2" 3" 102" 24" 32" 46" 40" 54" NOTES: 1. PROVIDE CORPORATION AND CURB STOPS A MAXIMUM OF 12" FROM EACH END OF GATE VALVE, AS SHOWN. CORPORATION AND CURB STOP SIZES SHALL BE 1" FOR 16", 20", AND 24" NOMINAL PIPE DIAMETERS; 2" FOR 30" AND LARGER DIAMETERS. 2" TAPS SHALL BE MADE AS A 2" FLANGED OUTLET WITH INSULATED ADAPTOR KIT. COPPER RISERS SHALL BE PROVIDED BETWEEN THE CORPORATION AND CURB STOPS. CURB STOPS SHALL BE INSTALLED AT AN ELEVATION 12" ABOVE THE TOP SURFACE OF VAULT BOTTOM SLAB. 2. POLYURETHANE CUSHION PAD. 4 TOWN OF WESTLAKE VERTICAL SEPTEMBER 2022 1500 SOLANA BOULEVARD GATE VALVE WESTLAKE BLDG. 7, SUITE 7200 W-1 1 DISTINC°IVEo, MIWESTLAKE, TEXAS 76262 VERTICAL GATE VALVE >! 16" FOR TABLE OF DIMENSIONS SECTION "A -A" 101 4 TOWN OF WESTLAKE VERTICAL SEPTEMBER 2022 1500 SOLANA BOULEVARD GATE VALVE " `IT° W " BLDG. 7, SUITE 7200 WESTLAKE WESTLAKE TEXAS 76262 W- 2 DISTINCTIVE or [ ic�i f J W W fo W J > m > o c m a m of Q= J W U L� W Q Ofw W 00N o =� CD Q�Lli a- QNN o i- pp cn I CD � z in W? o ��„ W H (/) ova _ oc�n I °` A. a. oa W M05x Ld a ~ Z I� 0 \ > W O W 2 0 cn a> / CDO Q Y N Z U Z J �� omw To o U-) \ 0 . 00ui Al Z _Ln - W p Ia- yy J W W cn ~ Z_ a- LW (=CD j la- g w z N m � N I I l" I a- Z o ry I N w =D W N N N mm .: W W F- m O 0 Z J (.D W cn W CD C6 W 0 W LLJm Q Z U J W 0 J W Z L� Z W � (J) Z Z = W (D m Z p U Z U � W Q IJi O li � U U') (/) W Q W >- U') of m U Of w Ln O I � Of W Ln a 2ry mmL� 2 00 nl LLJ J Li ry LLJ m 03 03 wl IRI �UR _ � Z wCDO 2 I z = w LLJ m LLJ J � J Q�(a Q W X U CD m w J 11 , w J O 2 Q Z 0 � U) Q U p LLJ t~n a_ U u cV cn Of m m LO LLJ J LL. vi O z NOTES: 1. METER BOXES ON PROPERTY LINE, CLOSE TO SIDEWALK, BUT NO IN SIDEWALK. NOT TO BE SET IN DRIVE APPROACH. 2. SERVICE TAPS LOCATIONS SHALL BE MARKED WITH A "W" ENGRADED (GROUND) INTO THE CURB. "W" ON CURB CONCRETE CURB AND GUTTER ° d a 8.5' TYP. 5.5' �— TYP. i d 1 ,d d° TAPPING SADDLE TO BE EPDXY COATED W/ STAINLESS BANDS CORPORATION STOP (FORD) WITH COMPRESSION FITTING 2" FB1000-7G W/ I.P. MALE ADAPTOR B81-777WR 2" ANGLE CURB STOP 2" POLY PIPE W/ STAINLESS INSERTS 1'—O" METER BOX DFW37C-12-1 F; DFW38C-14-1 DF; DFW65C-14-1 DF; DFW1730WBC-18-1 8"-10" TYP. USE CURB STOP FOR 2"METERS (FORD) WITH LOCKING MECHANISM AND COMPRESSION FITTING. USE GATE VALVE FOR FOR 3" & LARGER METERS TOWN OF WESTLAKE WATER SEPTEMBER 2022 4 1500 SOLANA BOULEVARD SERVICE '"IT WESTLAKE BLDG. 7, SUITE 7200 CONNECTION DISTINC°IVEBi MIWESTLAKE, TEXAS 76262 W-15 LIJ F-- LIJ Q co a-a: Uw I w Qa x ? w cn N Of Q J �o Z 0 a_ LLJ� a = W 0ON N oo wo N Woo N Z d J z a m U � � � n co o� o� of J LLJ O � O~a m U (n / J O a W m U% W �a Q w = Z I� Ncn ag mar m Om(n J Ld Lo w m 0 3 LIJ O c O Q oY U o-j LIJLU ` w Q z- Ad 7� > CD M a 0 W N w� = �w w N z.: o O Q Q 00 � Z Q W O Q x N w � III U CO �CD m t� I m o 0 0 0 0 w J O O O O O � U X X X X X Q= O O O O O M M M M M O O O p cD = I I I I I in i[) in co (p co co 0 0 0 � I I I I I i+� i+� it7 it7 iD 0 0 0 00 0 J I I I I I in in iD o0 rn LLI _ _ _ _ R N M � CO 00 p V7 O W LMi Lei Lpi � L� m m m m m W 1� LiJ m U I > � w I cn Q �o Z U p J� LLJ a wg I I m a = w I I w N J� om � -w � ¢o y wI:" NNN I y I W w �? mO J I _ W ' v ww I N Z U I p J¢o�< �� ¢ I z Q N p ¢ coNo _ R m WI � N a Z®wwwm ��J I ¢I m m o cm w m z < m m _ LU I O O > I O N ui ui of a Z o� o a J Li O O t0 O ¢ —q— I I U- � w p m o w c w m0U a z�� I Z I m a p CR I<L cn oQ o JJ W W mmYU I oN= w mw NZ0 z¢ CD m I I cn Q J p L d J 3 3 W L< w N p J W w W W W R O H m¢ m W_ W j w � U N cm = OW � U N Z (n U Z O p" m w U M to > W m� >Z LLJ U> Gi w d m o o om Mm => J W y Z N H N� � � � Q m Lc, a N¢ b-91—m 33S ZCD m Of Z�¢� Z 1M QQ U w W � ¢ yrj d jj O to J Z O Z Q 03 O w a W� �� U R Y w w N Q o> ¢CDJ3m O N K) 4 ui CO I� LLJ �w >vaCD L NofY J �w I w wz U 0 � z � � < o w J 2 � 9 > � ?� LLJ� W OON wa oQ LLJ of porO O�Q NJ o am p JLLJ L N Q N � Z aN w = zo w a_Q g w o �N No z Nag N� pm� o a `` X� O 0 3 Z xCD LLJ � U J `W Z z oY r w .d n w O o- co a Q w w w .:. w w cn�`r ui o ui CD � N Ll cff)CD N CD N o � Zl00, m w m r� NIW ,I�Z w w�d CD w t �7 o 0 0 o 0 0 W J � � � 0 0 0 0 0 0 LLJ F-- LLJ m �o DUI > Z U p Z w LLJ Q o Q= Uw>>I p = � ~ CY U W z w 0CD 00 � Q Q Z p Z W N ~ O U CD p Q g w -w J p jLLJ � W OON Woo aLLJ w 00OQ w� w-i Z��p W wr-(0 Q L D I- 9) O 5 W mN r ~ IIII Z Ld o O O Y Nag o p 0mw �~ w J I W N ® I � o p ` w a_ =Q w w s J > e t~LU 0 000000 w z zl o w 000000 N F o N N > w : I O a C�Q a z N cnL "I of aLli zCD C®C wl m O � cn w LLJ w z wl cn a_ a ,i, LiJ of U) C3 w In W J w CD Z N W a Z N . . w b-LI-M 33S utz lM AIR VENT THIS RISER SHALL BE AS NEAR AS PRACTICAL TO R.O.W. LINES, AT LEAST 6' BEYOND SHOULDER OF ROAD STD. 30" C.I. M.H. FRAME AND COVER BASS & HAYS BH—VRM-30 4 4" PVC DRAIN a. PAINTED COLOR TO DETERMINED BY TOWN PUSH —ON JOINT/ COUPLING AT GROUND LEVEL 1 /4" X 3/4" GALVANIZED STRAPS DRILLED \ TO D.I. PIPE CRUSHED ROCK POCKET STD. 4' DIA. PRECAST 1' MIN o MANHOLE RISING GRADE TYPE "2" AIR VALVE N.T.S. FLOWABLE FILL 2'-0' 4" D.I. PIPE FILLED WITH CONCRETE. 3' MIN. BURY DEPTH TOWN OF WESTLAKE TYPE "2" SEPTEMBER 2022 1500 SOLANA BOULEVARD AIR VALVE BLDG. 7, SUITE 7200 WESTLAKE W-18 DISTINCTIVE Bi MIWESTLAKE, TEXAS 76262 GALVANIZED IRO"' OR C.I. CA EXPANDED METAL SCREEN GALVANIZED CARBON STEEL 1/2"-18" GAUGE AIR VENT N.T.S. A VANIZED IRON C.I., D.I. PIPE n AIR VALVE GATE VALVE FLG. OUTLET MIN. FITTING HEIGHT VENT PIPE D M.H. 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