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HomeMy WebLinkAboutSP2015-000049LOT 1., BLOCK 1., LAKERIDGE SUBDIVISION COLLEGE STATION, TEXAS FE&HUARY2016 ENGINEER: MITCHELL & MORC-AN, L.L.P. 3204 EARL RUDDER FWY SOUTH COLLEGE STATION, TEXAS 77845 (979) 260-6963 FIRM #F-1443 02/05/16 �E ..� F...TF �: s k: •.a VERONICA J.B. MORGAN ...................................... Q70.. ECG Cr/D I a N.T.S. PW. SOUTH HARVEY MITCHEL� _ COLLEGE STATION - CITY LIMITS - d m I/lC/N/TV MAP (NOT TO SCALE) INDEX OF SHEETS 01 OVERALL LAYOUT PLAN 02 SITE PLAN 03 GRADING & EROSION CONTROL PLAN 04 PAVING PLAN 05 STORM DRAIN SDI (PLAN) 06 WATERLINE I (PLAN & PROFILE) 07 SANITARY SEWER PLAN (SERVICES) 08 EMBEDMENT & TRENCH SAFETY DETAILS EL ELECTRICAL LAYOUT LI LANDSCAPE PLAN L2 LANDSCAPE PLAN 1po OWNER: LA KERID GE L I VING L.P. A TEXAS LIMITED PARTNERSHIP P.O. BOX 10028 COLLEGE STATION, TEXAS 77842 (979) 739-9944 REVIEWED FOR COMPLIANCE,,, FEB 17 2016'' COLLEGE STATI N ENGINEERING Gp;XA4 -- c1i A-17to PROJECT BENCHMARK: SQUARE CUT 0NTOP OF CURB DNSOUTH SIDE OF H0LLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH RW 2818. X= 3553481.31, Y= 10103836.18, E|wv= 322.23 Phase O - S 1A units + 2x2b + 2x1= 0 bedrooms 8 - 8 units (4x4b + 2x2b f 2x1b) = 0 bedrooms 1 - 7A units (5x4b f 2x3b) = 26 bedrooms 8 - 7O units (7x4b) = O bedrooms 1 - 8 units (4x4b + 2x3b) = 22 bedrooms O - 8 units (5x4b + 2x2b + 2x1 = O bedrooms O - O units (4x4b f 2x2b f 2x1b) = 0 bedrooms 2 - 7A units (5x4b + 2x3b) = 52 bedrooms O - 7C units 7x4) = D bedrooms O - 8 units (4x46 + 2x3b) = D bedrooms 14 units / 52 bedrooms O - 9 units + 2x2b + 2x1b) = U bedrooms 1 - 8 units (4x4b + 2x2b f 2x1b) = 22 bedrooms O - 7A units (5x4b f 2x3b) = 0 bedrooms 1 - 7C units = 28 bedrooms 0 - G units (4x4b + 2x3b) = 0 bedrooms Type 3 &: 4 Bdrm: 48 bdrm required parking: Type 1 6b 2 Bdnn: 0 bdrm required parking-. Required Parking Phase 1A: Parking Provided Phase 1/x Cumulative Required Parking: Cumulative Parking Provided: Type 3 & 4 Bdnn: 52 bdrm requiredparking: Type 1 & 2 Bdnn. D b6nn required parking: Required Parking phom* 1B` Parking Provided Phase 18: Cumulative Required Parking: Cumulative Parking Provided: 150_pJs. Type 3 & 4 8drm: 44 bdrm required parking: Type 1 & 2 Bdnn: 6 bdrm required parking- Required Parking Phase 1C: Parking Provided Phase 1C: Cumulative Required Parking: Cumulative Parking Provided` 209 2.9^ Phase 1 - 9 2 units + 2x2b + 2x1 = 20 bedrooms Type 3 8u 4 8drnn 92 bdrm 1 - 8 units (4x4b + 2x2b f 2x1b) = 22 bedrooms requiredparking: 0 - 7A units (5x4b f 2x3b) = O bedrooms Type 1 8« 2 Bdnn: 12 bdrm D - 7C units ' (7x4b) = ' U bedrooms required '~'���'Parking or&bz 2 - 7D units (7x4b\ ~~ 5� ba�romnns Parking Provideo rhomo 2a: Cumulative Required Parking: 31 units / 104 bedrooms Cumulative Parking Provided: 282 Q Phase 1 - 12Q 2B units + 2x3b f 5x1 = 31 bedrooms Type J & 4 8dnn: 58 bdrm 1 - 10A units + 4x2b f 4m1 = 20 bedrooms required parking: 5 O - 9A units 4b + 2x2b f 2x1b)` � O bedrooms Type 1 &c 2 8drm: 35 bdrm 1 - gB units (2x4b f 5x2b f 2x1b) ' = 2p bednwu��m rw�uinoW ki `»' Raqu[rmd �Q��x�mm28z 1 - 8 units � 4x4b + 2x2b + 2x1b) ' = 22 bodvomnna ----~ Parking Provided Phase 2B: 8 - 7A units (5x4b + 2x3b) = O bedrooms Cumulative Required Parking: 0 - 7C units (7x4b) = O bedrooms Cumulative Parking Provided: 8 - 12D units f 2x3b f 5x1 = O bedrooms Type 3 fb 4 Bdrm: D bdrm O - 10A units 2x4b + 4x2b + 4x1b = D bedrooms required parking: O - 9A units (5x4b f 2x2b f 2x1b) = 0 bedrooms Type 1 `� 2 Bdrm: O bdrm' O - QB units (2x4b + 5x2b + 2x1b) = O bedrooms required parking-, O - 8 units `-^-~ + 2x2b + 2x1b) -' = 8 bedrooms Parking Phase 1C' ''~"~''-~ ' Parking Provided Phase 1C: O - 7A units (5x4b + 2x3b) = 0 bedrooms Cumulative Required Parking: O - 7C units (7x4b) = O bedrooms Cumulative Parking Provided: v n units o 0 units bedrooms Phase 3 2 - 14A units (6x4b + 4x3b + 4v1 = 80 bedrooms Type 3 8u 4 Bdrm: 254 bdrm 0 - 12D units (5x4b + 2x3b + 50b) = 8 bedrooms required parking: 1 - 12E units(4x4b + 4x3b + 4x1b\ = 32 bedrooms Type 1 ^� 2 Bdrm: 24 bdrm 2 - 11A units (Ju4b+2x3b+2x2b+4x1') = 52 b��rwwmm required parking: _3�p~� O - 10A units ' + 4x2b f 4xI - = O bedrooms Type � 8drm�13OwM' 8 bdrm '^ 0 - 10C units + 2x36 + 4X1b) = O bedrooms-~`~'~d i parking: ''v Required — Parking ��--- - D - 0A units (5x4b + 2x2b + 2x1b) = O bedrooms arking Provided Phase 3: 292 p.s. 0 - 98 units (2x4b + 5x2b + = 8 bedrooms Cumulative Required Parking: 2 -8C/D units + 4x3b + 2x1 = 52 bedrooms Cumulative Parking Provided: 705 | O - 8 units + 2x2b + 2x1b> = 8 bedrooms 1 - 8F units (2x4b + Qx2b + 6x3b) = 26 bedrooms O - 7A units + 2x3b) = O bedrooms 0 - 7C units (7x4 = 8 bedrooms 0 - 7D units (7x4b) = D bedrooms BUILDING SQUARE FOOTAGE 0YTYPE (3&2 DOMESTIC WATER (PER UNIT) 18A UNIT BUILDING = 4055 * 3 = 12185 80.FT. ' \ ' .37 GPM 18B UNIT BUILDING = 4298 * 3 = 12804 SQ. F[ 12 '5& GPM (AVE) ` 18E UNIT BUILDING = 4540 * 3 = 13620 SQ. FT, 00�� �P� (�|N\ ' (MIN) 14A UN[[ BUILDING = 8100 * 3 = 18300 SD.FT. 12O UN[[ BUILDING = 4549 * 3 = 13847 SQ.FT. 12E UNIT BUILDING = 4832 * 3 = 14496 SQ.FT. SEWERAGE FLOW 12F UNIT BUILDING = 5101 * J = 15303 SQ.FT. 1800 GPD MAX, 11A UN[[ BUILDING = 4210 * 3 = 12830 SQ.FT. 10A UNIT BUILDING = 3975 * 3 = 11925 SQ.FT. 10B UN[[ BUILDING = 5102 * 2 = 10204 SQ.FT, 10C UNIT BUILDING = 4946 * 3 = 14835 SQ.FT. 10D UN[[ BUILDING = 4422 * 3 = 13268 SQ.FT. SA UNIT BUILDING ~~ 4348 * 3 = 13038 SQ.FT. QB UNIT BUILDING = 3771 * 3 = 11313 SQ.FT. 0C UNIT BUILDING = 4188 * 3 = 12564 SQ.FT. QD UNIT BUILDING = 4010 * 3 = 12038 SQ.FT. 8 UNIT BUILDING = 3729 * 3 = 11187 SQ.FT. 8F UNIT BUILDING = 4780 * 2 = 9588 SQ.FT. 8K UNIT BUILDING = 4811 * 3 = 14433 SD.FT, 7A UNIT BUILDING = 4346 w 3 = 13038 SQ.FT. 7C UNIT BUILDING = 4348 * 3 = 13038 SQ.FT. 7D UN[[ BUILDING = 4348 * 3 = 13038 SQ.FT. 7J UNIT BUILDING = 4214 * 3 = 12842 SQ.FT. 7E UNIT BUILDING = 5011 * 2 = 10022 SQ.FT. 7F UN[[ BUILDING = 3014 * 2 = 7828 SQ.FT. OA UNIT BUILDING = 3728 * 3 = 11187 SQ.FT. 8BUN[[ BUILDING = 3357 * 2 = 6714 SQ.FT. 813 UN[[ BUILDING = 3580 * 3 = 10740 SQ.FT. 5A UN[[ BUILDING = 3042 * J = 0126 SQ.FT. 5C UN[[ BUILDING = 2983 * 3 = 8950 SQ.FT. SITE CALCULATIONS 14A UNIT BUILDING: PER UDO- MULTIFAMILY DWELLING: 12D UNIT BUILDING: 1.25 SPACES/BDRMS | | 0[ i /u/aL TYPE 3&4 BEuwuoMS= /*y uumwS 12E UNIT BUILDING: ( 4*4(8DR)+4*3(BDR)f4*1(BDR) TOTAL TYPE 2 BRMS(<130 a.A= B BDRWS =32 BDR/BU|LD|NG REQUIRED PARKiNQ= 8*( .25)= TOTAL TYPE 1/b2 BEDROOWS= 88 BDRWS 12F uN[T 80LQ(NG; REQUIRED PARKiNG= 88=(1.5)= PARKING4=4(8DR)f4*3/BDR\+4^1/BDR\ REQUIRED PARKING SPACES: ' = =32 BDR/BU|LD|NG PROVIDED PARKING SPACES: = 908 P.S. 11A UNIT BUILDING: HANDICAP PARKING: J~4(BDR)f2*3(BDR)+2*2(BDR)+4�1(BDR) 2% OF TOTAL PARKING SPACES � � ' ' �D8 TOTAL * 2� =181G =1M PS =28 BDR/8U|LD|N� ' ' . 191 H.C. SPACES REQUIRED 10A UNIT BUILDING: 18 H.Q SPACES PROVIDED (INCLUDING 2*4(BDR)+4*2(BDR)+4*1(8DR) 4 VAN ACCESSIBLE H.0 SPACES) =20 BDR/BU!LD|NG DUMPSTER: 10D UN[[ BUILDING: 4*4(BDR)f3*�(8DR\+3*1/BDR\ (PER UDO -MULTIFAMILY DEVELOPMENT: ' ' ` ' ` ' 1 8 YRD DU�PSTER/1G DWELLING UNITS) =28 8DR/BU|LD|NG - ' ' &A UNIT BUILDING: 2* 14A UNIT |NO 28 D.0 5*4(8DR)f2*2(8DR)f2*1/8DR\ 1 12U UNIT BUILDING 12 D.0 =26 8DR/BU|L0N8 1*(1 2E UNIT BUILDING 12 D.0 2*l2F UNIT 24 D.0 SB UN[[ BUILDING: 11A UNIT 22 D.0 2*4(8DR)+5*2(BDR)+2*1(8DR) 1OA UNIT 10 D.0 =20 BDR/BU|LD|NQ *(1 OD UNIT 10 D.0 1* 8A UNIT |NC 9 D.0 9C/9D UNIT BUILDING- yB UNIT 9 D.0 3*4(8DR)+4*3(8DR)f2*1(8DR) gC UNIT g D.0 =26 BDR/BU|L0Ng AD UNIT A D.0 3* 8 UNIT B D G24 D.0 - ' $ UNIT BUILDING- 1* 8F UNIT O DU --'~--'- 4p4(8DR)+2*2(8DR)f2*1(8DR) 2^ 8K UNIT 10 D'U ----'�- � =22 BDR/BU|LD|NQ -- 3* 74 UNIT 21 D.0 1* 7C UN[[ 8 L0NQ 7 DU 8F UNIT BUILDING: ~' ' 2^ 7D UNF[ 14 DU 2*4/8DR\f8*3/BDR\=28 BDR/HU|U}|NQ * 7J UNITow/u»n 14 D.~ 8N UNIT BUILDING: 1* 6A UNIT 6 D.0 8*4(8DR)=32 BDR/BU|LD|NQ 1* 0G UN[[ 8U|L0|NG= 6 D.0 1*( 5C UN[[ BU(LU|NG)= 5 D.0 74 UNIT BUILDING: 5*4(BDR)f2*3(BDR)=26 BDR/BU|LD|NC T[DAL= 275 DWELLING UNITS 7C UNIT BUILDING: 275 D.U./16 (DMP8T/D.U.) =17.18 DMPST 7*4(BDR)=28 BDR/BU|LD|NG 17REQUIRED 7U UN[[ BUILDING: (BAY VV|NDLW) 7*4(BDR)=20 BDR/BU|LD|NQ JU UNIT BUILDING: 7*4(BDR)=28 BDR/BU|LD|NG 2*14AT BO BDRWS '` / 1*12m 31 8DRMS 6A UNIT BUILDING: 12E UNIT 32 8DRMS 4*4(BDR)f2*3/8DR\=22 BDR/BU(LD|MG 2*12F UNIT 84 8DRMS 2*11A UNIT BULD G52 8QQMS G� UNIT 8U|L�}N��*(1' ''' 1* 1OA UNIT B D � �O 8DR�S W*4/BDR)=24 8OR/BU|LD|NC ~'~ ^` ` ' 1*1OD UNIT BUILDING28 BDRW3 1* 8A UNIT 8ULDNG 26 8DRMS 5C UNIT BUILDING: / / 5*4/BDR\=�0 8DR/BU[UD|N� 1* 9B UNIT BU|LD|W = 20 BDRWS ' ' ' 1*BC UNIT 8U|L0N0= 26 8DRWS 1* QD UNIT BU|LD|NG= 26 8DRWD . | Density Legend 3*/ 8 UNIT 8U|LD|N8\= 66 BDRwS | | 8F UNIT 26 8DRNS 2* DK UNIT BU|LON 84 BDRW8 3* 7A UNIT BULD 78 BDRWS l* 7C UNIT BU|LDN 28 BDRW8 2* 7D UNIT 58 BDRMS 2* 7J UNIT B D C= 58 BDRWS 1*( 8A UNIT 8U|LD|NQ)= 22 8DRWS � 1 GQ UNIT BU = 24 8DRWS � 1*( 5C UNIT BU|LD|NQ)= 20 BDRWS TOTAL BEDROOWS= 8:15 BQEhdS CITY OF 'COLLEGE �wc S^/ww Tm�� 1` � VOL. 6762 \ PG. os-` , - � o��.C. .\ CURRENT ' \ ZONING: \ ua / ��� b'���y/��� � . .~~,, ., " " MAP / wp" � nw GC N fl, MITCHELL IVAIM MORGAN 3204 Earl Rudder Fwy S. 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X= 3553461.31, Y= 10199936.19, Elev= 322.23 0 "d/1 �1�� 7 Z i 1 Inch - 30 feet Scale: Qv S O TRANSFORMER ~ \\x \\ CONCRETE PAD" (SEE ELECTRICAL w,r=„\, \\ �5 t <.. SHEET 3 \ C V IN 6, 00 24" 6" (min.) 7 r #4 Bars ® 15" O.C.E.W. 7„ 4000 PSI Concrete 6 Lime Stabilized Subgrade M 24" 6" (min) a' #4 Bars © 15" O.C.E.W. 6 4000 PSI Concrete j 6" Lime Stabilized Subgrade v (5\� do (,n \ k CP \ 03�J vv/ 1 N v �o rA - \\ \ \\ / \\ ` Is � �„ N \ \ � N \ � � /^ � `tot \� UNIT max." '\ \\ �\�\ \\ 1 6 1 Ir Nk \ -> \ --- , V \1, -- -, , TRANSFORMERS ' CONCRETE PAD (SEE ELECTRICAL SHEET) r 0 Q V g\ ��o C TRANSFORMER * 0 (� ' k. 1 1 \\ ,,� \; % \ 6'0. CONCRETE PAD it SEE ELECTRICAL SHEET) _N, � rt GCID 1at LIP 19.77' I 19.64' I • y t\ rn. 1 10\ ♦ �� ------ --------4- 1-U�L[`\`� MATCH t. EXISTING I ! I IA GRADES ---�"_ -�---- .,.i.-�, I I to °' H _ 1 f- I a1'13' I 15' 15' I 1 I V4 I 1 ._4--_-F----- � _ -i.-J I ir7 15' U' USE} w �� e� e� �� e� e1 �� e� ! e� e� n _------...— f r an r \ r "'• ^-.-_-.-_.....-......_..-,_._ r- ...r" i... 228.9i yy .�k'' II II ,EE-- _ — _.._ gas gas qga �..,._ a gas .....-...gas 'S'�t •jN•r�_.....__-ri+40���...0.0.000-33�`""` 9----------------------_ ___ —mar I .. UT UT PAVING PLAN SCALE ] _JO gas ak #3 Rebar @12" Centers Centered Within 4" Concrete Wood Float Finish Backfill 2.0 % (MAX) NOTE: EXPANSION JOINTS SHALL BE PLACED MINIMUM 60' INTERVALS AND AT ALL RADIUS POINTS, P.C.'S, P.T.'S & OPPOSITE P.I.'S & ON ALL HORIZONTAL & VERTICAL CURVES. CURB EXPANSIONS JOINTS SHALL BE © 60' CENTERS & CURB CONTROL JOINTS SHALL BE 10' CENTERS. TYPE 3 CURB FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE PAY ITEM NTS nLENAME: type2-curb.dwg PLOTTED: 08 Oct 2004 - 3:20 pm Backfill 4 I nICK Concrete III-1 Trr -III III -III — III —I I I_I 11_ = — II —III —III —I III=III III * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints @ 60' o.c. Contracting Joints ® 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. SEAL W/ EXPANSION JOINT MATERIAL (SONNEBORN SL-1 OR APPROVED EQUAL) Install per Manufacture's Specifications Min. Depth = T/4 'll~1/8r See to 3/16" SPavement Detail 1-1/2" for Sidewalks LONGITUDINAL REINFORCEMENT (See Detail) CONTRACTION JOINT, See detail for spacing LEGEND PARKING LOT & SIDEWALK EXPANSION JOINT (60 ft MAXIMUM) CONTRACTION JOINT (20 ft MAXIMUM FOR PARKING) CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 15 ft UNLESS DIMENSIONED OTHERWISE. 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. LIGHT DUTY \' HEAVY DUTY PAVEMENT PAVEMENT (6" THICK) (7" THICK) DRILL & EPDXY #3 BARS x 9" @ 12" O.C. 6" CONCRETE PUTT--KOUR, � -� l l New Pavement Existing Pavement Drill & Epoxy Proposed Reinforcement into Existing Proposed Reinforcement Concrete (Min. 9" Depth Drill) See Detail (Epoxy per TxDot 5016) 4 .e . e 4 4 e CONNECT TO EXISTING PAVEMENT DETAIL SMOOTH DOWEL BAR, See detail SEAL W/ EXPANSION JOINT MATERIAL for diameter, length and spacing (SONNEBORN SL-1 OR APPROVED EQUAL) (3/4"x18" ® 12" O.C. for curbs & concrete pvmt. Install per Manufacturer Specification 3/4" (1/2"x18" ® 12" O.C. for sidewalk) D A nvrD Dnn See Pavement CENTER IN SLAB Detail FIRST POUR SECOND POUR CEREMAR FLEXIBLE FOAM �I 6" 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN DIAMETER OF DOWEL BAR 1. CAP MUST BE LONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSEDNPNt� AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. f� 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE SEALANT OR PLACEMENT CONDITIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. 3. GREENSTREAK G-SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT, (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) gas gas NTS FILENAME: connect-exist-pavement.dwg PLOTTED: 24 Feb 2011 - 12:09 pm 1/4" WIDE x 1" DEEP GROOVE METAL KEYWAY PLATE SEAL W/ JOINT MATERIAL (SONNEBORN SL-1 SEALANT EDGEII�OUREV&DT&ROO E OR APPROVED EQUAL) 1/4" RADIUS 15" MIN. (LATERAL REINFORCEMENT LAP (SEE PAVEMENT TYPICAL SECTIONS) See Pavement Detail SECOND POUR FIRST POUR REBAR TO BE CENTERED IN SLAB LONGITUDINAL JOINT LONGITUDINAL JOINT SHALL BE REQUIRED AT THE STREET CENTERLINE Opp �R E�ISrI�G URB Saw cut to provide ,Opp neat edge of existing fZE�OJE p GUR curb. ,11 O PRPOS )f rebor of the rb and tie it to the new curb. CONNECT TO EXISTING CURB DETAIL NITS VARIES (see plan) Construction 4" Thick (Min.) Rein. Existing cold joint 12" -1.5% Concrete Sidewalk Street/ Cross Slope ` (SEE NOTE) 2" Clear min. Driveway Field -2% (MAX) Bend ° IV e •° _ �• 4„ (MIN) �-- 8„ min. #3 ® 12" O.C.B.W. 2" Clear Cover / ! 2" Lime stabilized sub -base or cement >, #4 x 18" @ 12" O.C. Drill and stabilized sand 4„ Grout into curb (8" min. depth) (This Item shall be included f in the cost of the sidewalk) CONCRETE SIDEWALK NEXT TO CURB MITCHELL ♦ L T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 3204 Earl Rudder Fwy S. COLLEGE STATION, TX 77845 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY *UTILITIES STREETS SITE PLANS *SUBDIVISIONS www.mitchellandmorqcn.com FIRM #F-1443 2103/16 P ��s W VERONICA J.B. MORGAN ........................... 77689Q::.� . STEG��� S70NaL EC\ Al 11,- 11 FEBRUARY 2016 Designed by: VJBM Drawn By: JUJ Checked By: VJBM O o LL_ Q) Q s \ :Q 0 V Cn c O N a E o a � I c N a D m I 4 on �o W O V lO LJLJ `( V O W 0a PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 S. DEPRESSED -A GUTTER SLOPE SLOPE CONCP'" GUTTE +I k 6" THROAT DETAIL 6" rCURB LINE WHEN I RECESSEDINLET GENERAL NOTES: 1. BASE THICKNESS AND FOUNDATION SHALL BE AS FOLLOWS: INLET DEPTH (FT.) BASE I(MMSURED FROM FLOWLINE THICKNESS TO FIEANALGRADE) 0-12----------- S„ 12AND OVER -------- 12" 2. DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. SEC7YONA A 5'-0 EXTENSION r-T----- 6"��13' RADIUS �C 8 WARP PAVEMENT SURFACE TO THROAT OF PLAN VIEW 6" TYP. G==� 6" TYP. 2'-0" I TOP OF CURB Tpp SRLSA�B" O.C.E.W. B STD. CAST IRON MANHOLE COVER AND FRAME ir — — ---_-_--�-6—e"TYP iJi NORMAL GUTTER LINE #4 BARS 12" O.C.E.W. L \LL DEPRESSED GUTTER -� LINE $AfLDEB ALLS & BOTTOM EXTENSION e TYP. CONCRETE FILL SLAB (SEE NOTES 1 & 2) EL..EVA77ON B" SFMON R-B 28-DAY CONCRETE STRENGTH = 3000 psi SINGLE RECESSED CURB INLET & CURB INLET W/EXTENSION -IN19 DETAIL N0. 4- C=ofBRYAN AUG.2012 BlCSUNIFIED CkIYOPCOLLEGESTATION nc�raT�,yh STANDARD DETAIL Dl-00 A----------- 000000, E ----� ❑❑❑❑❑❑ ------ A ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ I I ❑❑❑❑❑❑ ---- i ❑❑❑❑❑❑ i---------- #4 BARS 12" O.C.E.W. SIDE WALLS MAN "11 O.D. +6" MIN I I — . r 8" BOTTOM SLAB J #4 BARS 8" O.C.E.W. BOTTOM SLAB (SEE NOTES 1 & 2) GRATE SHALL BE BICYCLE PROOF. PEDESTRIAN GRATES SHALL BE INSTALLED IN SIDEWALK AREA. +6" ARS 6" O.C.E.W. SLAB _ 6" TOP SLAB r- I SECTIONA A 28-DAY CONCRETE STRENGTH ■ 3000 pai 6" SIDE WALLS GENERAL NOTES: 1. BASETHICKNESS AND FOUNDATION SHALL BE AS FOLLOWS: INLETDEPTH(FT.) BASE 4MEASURED FROM FLOWLINE THICKNESS 0 FINAL GRADE) 0-12-------------- 8" 12AND OVER ----------- 12" 2. DEPTHS GREATER THAN ITWILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. NELIW SINGLE GRATE INLET JLP DATE DETAIL NO. C-TtY of BAYAv B/CS UNIFIED Ctrs of CouECESTATLON AUG. 2012 STANDARD DETAIL Di-01 0 PLAN 6"TOPSLAB---i #4 BARS,12" O.C.E,W SIDEWALLS 8" BOTTOM IN STREETS 28-DAY CONCRETE STRENGTH=3000psi 6" SIDE WALLS�I GENERAL NOTES: 1. BASE THICKNESS AND FOUNDATION SEMQ' ,'YAA SHALL BE AS FOLLOWS: INLET DEPTH (FT.) BASE 4MEASURED FROM FLMUNE THICKNESS D FINAL ORAOE) 0-12-------------- 8„ 12AND OVER ----------- 12" 2. DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. n GRATE SHALL BE BICYCLE PROOF. PEDESTRIAN GRATES SHALL BE INSTALLED IN SIDEWALK AREA. #4 BARS, 8" O.C.E.W. BOTTOM SLAB (SEE NOTES 1 & 2) GRATE INLET DATE DETAIL NO. CrrY of BRYA\ BICS UNIFIED ToeT A*; AUG. 2012 STANDARD DETAIL D1-03 v ` CITY- OF COLLEGE STATIo.4 V7ELVA A 1/2" FLAT FACED GOTHIC w/APPROPRIATE CITY TITLE V83/4' DIA HOLES R RE -ROD 5" (2) 314" CROSS SECTION DON'T DRAINS TO A POLLUTE J� RIVERS A NO BASURA 61AN-MADE;.? LARGE MOUTH BASS LOGO —� (2) " FLAT FACED GOTHIC A NO POLLUTE ASURA CITY OF COLLEGE STATION DRAINS O I I A 1/2" FLAT FACED GOTHIC w/APPROPRIATE CITY TITLE BASS LOGO PLATE DATE DETAIL NO. o CnY of BRYAYN AUG. 2012 BlCS UNIFIED G7TsoFCou.ECESTAIIov STANDARD DETAIL D1-05 ....un1. 0 ��.. n.. 100.00 Existing Grade Proposed Grade I E WC COMPLIANCE FEB 17 2016 �l COLLEGE STATIa ENGINEERING ■ r � T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 3204 Earl Rudder Fwy S. COLLEGE STATION, TX 77845 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY *UTILITIES STREETS SITE PLANS • SUBDIVISIONS www.mitchellandmorgan.com FIRM #F-1443 2/03/16 �E..0F "' P • C1.) s VERONICA J.B. MORGAN ....................................... 77689 �Q_ F ' .!.STD. SS�ONAL ENG I q� FEBRUARY 2016 Designed by: VJBM Drawn By: JUJ Checked By: VJBM r O LL_ T I� O 0 V L O Cf) 0 N 3 v a c E •p a o — aD 01 N i CO 0 � V) N o 2 I � M CO O W O W J �a A co W O O O O O W 0 0 PROJECT. BENC`H MARK: SQUARE CUlI O�V TOP OF CURB ON SOUTH ' ` " ' _ _ - - - - SIDE' -OF HOLLEMAN DRIVE APPROX. k0 NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 1�199936.19, Elev= 322.23 - � t = /L= 307 16 Sta. 2+ � - M.J. Tee ' 3 02 8 F .��. >� 8 a -1679 ,..- �8 x4 M.J. Tapping Tee - - 6 M.J. Gate Valve & Box ,F Illr e p --- . n-- - - "'"" 6 L F 4" PVC Fire _ ,.--° � .-- ��.,• Line : � ,Fire Hydrant Assembly 0 CEI-756, Q -=.:�;; w1•""I'�" 4" M.J. GV & BOX (Isolation Valve) _ ___ -- 3n _ •,.�. y _ ' - L 309 59 a n � Sta. 4+ 16.74 F _ WLce:.3 . .\k`.., ,.•, .,., � Via, ". .. ._.. , / `--�--_��- - _._-�da�+ _ •,_ ISOLATION g 4 8 x8 M.J. Tee ,,.._.-- •=•9� --- ..- _ w _.p ,. ____ 8 x4 M.J. Ta In Tee , ,. _ _ � ,�, \� ��E � �a �� .�,. ,k - ' L -�-- _ �_ PP g Sto. 2+00.70 = �, *y Y\ 8 M.J. Gate Valve & Box -- of 4 M.J. GV & BOX ~�� ..... E ISOLATION VALVE , 8 M.J. Gate �,. 11 ,r , Valve & Box ,.<,:.: ����`, < �►.Water 8 x4 M.J. Reducer # F. 4 PVC _ ti_ ..---�_ " _ - �� 5 L.F. Meter �,� ,a�,,, �,., °�, �> - 1.5 WATER�", \ ;, _ , , � ., � 4 M. J. Gate Valve & Box M METER _ s: ,. ... \ ._ z ,.: ,,. - - _ r .,.. F .. � , Sta. 2+05.50 F.� w.. _ _ L.F. 4 PVC Fire Line �" - -- I t_r- a - ♦ _ �,. Sta. 1 +78.63 F L 306.88 !r 8 x4 M.J. Tee 52 , t• < 1.5 WATER .. ., . �\ , rr • ,. .. - _ . _ ' .•- - - , : ,.» .. gym. ._..,. °;.••.e a ,., ,,:aFire Y4 M. J. GV & BOX (isolation valve :x11.25 M.J. BEND k,, 10 L.F. 4 PVC 8 � Llne ( .•• - r _ a M.J. GV & Box (isolation valve _ , a � ISOLATION VALVE I , 1 < , , 'I x n , r-x_.x ......_ �� - _ � _ 1 1 5 WATER r 1.5 WATER II 0i00 - - -- _ rt .. _ _ , � ,, ,, NEW FIRE - - � .r I METER ` , P.U.Q. ` r , 1 - i ~,. a: , , - „ , < a M R a - ,._,_,_,,-_ ISOLATION VALVE F HYDRANT - -_ , , x # II f I NYI l li � ` N,E f`� �„I,j,• , i=,1 I ��I 00 - E. a •''-a I,, < a .. J e , , - 0 Sta. 0+ 10.00, - F g NEW STORM M - �.- - - - ( I I I D< __.._ - - gip- 4-.. /, _ _ - - . (- WAT I _ , , � ,,.� ERLINE NEW S�fiORM -. _ < � , . I � , t , - �.. < WATERLINE -GRATE INLE o �., - r r , Q , _ _ ERLINE T _ -- w F L 307.67 � _ ,,... .,...®.. GRATE INLET PE STORM �: - - � � , , FDC # - _ - - - _ . - , I .v-�----- � ----...,....:....r.�:. PIPE � CONNECT TO IEX. 8 WATERLINE i „-� . _ � ..-. �.. 20 s , f f I P.U.E. o \ Sta. _ + = - 0 22.7 6 F L- 307.59 = I I : / M I Sta. 0+53.14, F L 307.45 f_ I I NEW s _ rl � ' � / I a , I I , TORM 15 I 8 x45 M.J. BEND GRATE INLET 8 x4 M.J. Tee N P.u.E. _ J . F. 4 V . I , � I I • # , f °f .e P.U.P. L.F. PVC Fire Line - - f I , , ...- ! , � Sta.-3+35.52 F L - 4 M.J. GV & BOX I I I _ _ ( so atlon valve) 1 Sta.=0+39.73, F/L= 307.53 NEW FIRE x4 M.J. Tee Sta.-4+81.26, F/L- 310.33 Ufir3 g I I / _ I. " rr 11 I 1 18"x45* M.J. BLNDHYDRANT I i I' , � I , , I � 4 M.J.MJGV & BOX � 8 x6 M.J.MJTEE �{ �'" , 11 I rl I I NEW FIRE Sta. =0+5 .44 F = _ 13 L.F.M.J. GV & Box _ I 0 L 307.47 I F. 4 PVC Water Meter , Sta. =0+41.90, F/L= 307.51 i I !r / I 1 I HYDRANT » 8 x4 M.J. Tee I 6 M.J. Gate Valve & Box -- 8 x6 M.J. TEE Ex. ATE I r:' INL 1 � "' ' 4 M.J. GV & BOX Sta.=3+38.22, F/L 308.70 8" M.J. Gate Valve & box 3 L F 6" PVC Line - r » \L.F." Water Meter,' 8"x4" M.J. Tee Fire Hydrant Assembly I Sta. 5+18.63, F/L- 310.75 �e 10 L F PVC 6 M.J. Gate Valve & Box , „ koo Orr ,:' 0 8 x4 M.J. Tee 35 L.F. 6 PVC Line a V M J G & BOX _ M J Gate Val . •y, ,;. 1.5" WATER 8'• M I 13 L.F. 4 PVC Water Meter fn 1/ . -- a- I I ve 6 M.J. Gate \/alve & Box t R�1 •• 1 ,a METER WATE �I I .< t _. rm, 15 L.F. 4 PVC Water Meter Fire Hydrant Assembly ... ISOLATION VALVE � I I_. I i I c w y y T _ (_ F. _. ISOLATION VALVE r-; r n , , ♦ r- . ... � � � ° Y � ! � i I 3, F/L- 310.78 I Sta 5+21 3 I o I I 8 x4 M.J. Tee , 17 L.F. 4 PVC Fire Line r e ,k.,.• , . ;.... � ,- 2L,l `i �'i'{p. \ ,k..'. k . 'CT,.: i y ,.., a ;--. \:'' ... .. '' ` i i •L� � r C �, M.J GV 0 (iso lation valve)' Y, ., P.U.E. , ,. , , ,, , .__�,: w., # � _.. - �,, ( Connect t� ex. Fire Line stub) k ..,. ,.,`� .<. � �; . >< a f , F r LI , , , � :_. , , . , .., .v, , k ..., a , r , r , 29.20 L.F. 4 PVC Fire Line � _, , \ vaya. � �,,,, .k,,.�,k y , . .,.,.,,k� ,� ,,.: �,,.,�, ,,,,, � Sta. 5+28.35 F L 310.86 ,.� „ , ,� e , 4 x45 M.J. Bend I. aa.. >..� � �„ , � . t 3 _ \ 8 22.5 M.J. BEND I t F / 4.07 L_.F. 4 PVC Fire Line .� h" \k F I/ zw \ C\ � #F { M.J.MV & BOX Isolation Valve , # fora , Sta 5+94.97 _ F/L 3111 62 1 n; !r k,. [ -•- �_ s: P.U.E. co CONNECT TO EX. 8 WATERLINE f t 1.5 WATER -• .-_ // `- - ` m.. r a - f r I r c 1I^ ,. i . � � }q ... .+< o "' tr1 ,. T - r+.xrsagt ,•+n-P••:`re..TJ-�6:Q� - I - - - - - _ � ✓`? a fY " qt _ ', ♦pp? ' " �", i I _---- - t i ! I � I ii I _- YI j <d 7 , IE Scalt•• I _ WA TERL INE WL ! / r �64 / / f 1 inch =. 30 feet 1 / , / (a 1 # (Connect to ex. WL service stub) „ _ gal 8 PVC (AWWA C900 DR 1 4) 2-4 x45' M.J. Bend _ . Ex. � » 4.35 L.F. 4 PVC i� = �� >;' SEE DETAIL SHEET FOR EMBEDMENT 1.5 WATER 2-4 x45' M.J. Bend r; 2.67 L.F. 4" PVC Water Meter 1 - �,° NOTE FIRE SUPPRESSION LINE SHALL HAVE A LOCKABLE LID ON THE W, m ISOLATION VALVE �- / ! Connect to ex. Fire Line stub `" -- e - Ex. FIRE ( ) -- _ D SHALL SUPPLY THE SAME PROTECTION _ LOCKABLE LI ISOLATION VALE HE " -- HYDRANT I AS THE AMP VORTUSALLL567LLOCKING LID AT A MINIMUM. AN ALTERNATE _ 4 x45' M.J. Bend - £ I - `I- \ 4.27 L.F. 4LOCKABLE LID SHALL BE APPROVED BY COLLEGE STATION UTILITIES 4 a " PVC Fire Line r ; rr FDC r . �,,: j - 4 x45' M.J. Bend I C a DIRECTOR OR HIS DESIGNEE. LEGEND - - - - - - _. 100 - _ _ - -- -- - Existing Grade 100.00 Proposed Grade 322 320 318 316 314 312 310 KMI; 304 ._1 MCI 298 FIRE 4.76 L.F. 4 PVC Fire Line HYDRANT ,e 4" M.J. GV & BOX (Isolation Valve) WATERLINE WL 1 8" PVC (AWWA C900-DR 14) SEE DETAIL SHEET FOR EMBEDMENT Finished Grade 585 LINEAR FEET STRUCTURAL BACKFIL HYDRA T Grade ! 1 2 2" PVC - - � 1 LEC. CONDUIT 2- 4". PVC 8" GATE LEC. _.... 8" GATE ...... ......... - - VALVE' - - ...... - 1.137% O .l CONDUIT VALVE 777 I I w � L0 - a- > - 00 cD rn > c0 -O o > In X X x d� h r- C (.6W C a6 L_ L c O in m p X o p +o+ ►7 O p 0 ......... C 0 .._.._. -- mc m O _j In J Ln J °OOO J � _jJ _ X O z N -0 E J QN; J O LL_ iLL. O w i >L >L LL� X 0 L X > > LL_ 0 O IW W m 0 OW>>U 07 W a Q }O ..... > } > m m N ❑ U m U 0 0m0 >U >> ` f' O I� N + + 0 0 0 �C�C�OC� ��C7� + >- In + > ��C� a0 + ' O � 0 v + C� NC O + 0 �C� C)I� O + > �d C� r7 +�C�d > 00 �-�C>��?C�?C�d + o + C>� O U O - O - O� T _C_ _O� .._ �N -N N� N� nM ....... ......... ............... LL ? _?LL -� °�z ++\00 (n LL_ U O },� N X o0 0 +�� (/) 00 O +,� (n X. i �� 00 00 c0 M (0 li p +±= (n x 0 00 � O ++� N x 0� 00 0 ,,: (n X 00 0 +,: (n 00 O _ ram V) X O - L 00 O ILL D +�- (n x 0 00 qt O ++� (n X 00 0 (n .X �r� 00 .- II a (n _X _X N 00 00 00 � L0 � 0+00 0+50 14-00 1+50 2+00 2+50 5f00 3+50 4+00 4+50 %A/I -1 8" GATE Q ...... a > r7 in oo co z r- c 00 J O X O .O p a fy_ m... _.. ............. J_j III J (nIJ X 0 E ate+ 0 N X O 00 ll > . (1)L­ f > � L� C)LL. Z W al o ai _ >UQ 0 >> m > �Q] .._._I\N W N -~�_.(191 W O c6I_ W �a-� �-) O(O 00 +?C�C�= > 0 Q +?C)-t Or nj + > �g + a�� +�H _( _D...._ Ln M _.._... Ln -'W Ln Lr) �w (0 II ��J ILL ? II d-J2 N II N II Z V) 00 00 (O n li N 00 mot- (n 00 l- (n 00 (n ILL OU 5+00 5+50 6+00 kf*j 320 318 316 314 g"..,. ,_.._ - 310 308 306 304 302 300 298 6+50 Cd PLIANCE FEB 17 2016 COLLEGE STAT ENGINEE IN ■ MITCHELL MORGAN T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 3204 Earl Rudder Fwy S. COLLEGE STATION, TX 77845 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com FIRM #F-I443 02'03/16 OF A:............................... 7t VERONICA J.B. MORGAN ...................................... �•, �j� 77689 ��•; o�sG� ST�G\�,e 4 SrONAL EN FEBRUARY 2016 Designed by: VJBM Drawn By: JUJ Checked By: VJBM z O O L� t/) rW �{ v ^V' W L Q � w CL Q Q U Cn c O a� Lij CA, " J � W O L O J O W � O Q � O OO PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION ; \ WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev 322.23 e r a^ Slp 7 ` P a LEGEND � \ s .� t a Nk > s \� ^ f— $ 102.71 L.F. OF 6" PVC 310.11 "` 310.25 4 (� f`j 30" HOPE SD ASTM D3034 SDR-26 T/PIPE=308.8 ( ) 'rrop. Clean Out, 148 /0 Top-3146.SS FL=309.3 6" FL= F(6")=310.e ° \� FCC 1 , 309.97 F � k d�S O c\ 16.41 L.F. OF 6" PVC dl ,° ��� ` a 309.83 (ASTM—D3034 SDR-26) 92.05 L.F. OF 6" PVC 1I,. " t � 08% SLOPE % a �-, s / �tk q 309.69 . '' §' ZTEM ' ° D26) 3034 SDR—6 FL 15.42 L.F. OF6m (IF NEEDED) (VARIES) 4"x45' PVC BEND oo�o i CLEANOUT —25 % (max) 3' FINISH FLOOR —1.04� 4" PVC (ASTM SEE ARCHITECTURAL PLANS 4" PVC D3034 SDR-26) FOR CONTINUATION OF 4" (ASTM D3034 SANITARY SEWER SERVICE INTO SDR-26) THE BUILDING 6" SANITARY SEWER TYPICAL 4" SANITARY E SERVICE LINE SEWER SERVICE N.T.S. NOTE: USE TRENCH AND EMBEDMENT DETAIL ON SHEET-?? FOR PRIVATE WATER AND SEWER UTILITIES ONLY. CLEA GRADE (AS NFFDFn) CLEANOUT . —PAVING— IIV LII)II L TWO WAY CLEANOUT N.T.S. CLEANOUT STACK DIP OR PVC DIA. OF PIPE ON PLANS T T REVIEWED FOR COMPLIANCE FEB 17 2L'116 r COLLEGE STRTf� ENGINEERING 450 WYE IN LINE ONE WAY CLEANOUT N.T.S. DF PIPE PLANS 1 I GRADE CLEANOUT (ASPNEEDED) (A5 NEEDED) 14"X14"X4" CONCRETE DIA. OF PIPE SEWER LINE ON PLANS T GRADE CLEANOUT PAVING (AS NEEDED) ' (AS NEEDED) CLEANOUT STACK DIP OR PVC 14"X 14"X4" CONCRETE END OF LINE ONE WAY CLEANOUT N.T.S. MITCHELL ORGAN T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 3204 Earl Rudder Fwy S. COLLEGE STATION, TX 77845 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY • UTILITIES STREETS SITE PLANS ► SUBDIVISIONS www.mitchellandmorgan.com IRM -1445 02/03/16 ytp ....................................... VERONICA J.B. MORGAN ....................................... _p°F�G� STE������ SS�ONAL ECG i I FEBRUARY 2016 Designed by: VJBM Drawn By: JUJ Checked By: VJBM O 1 0LL- W ON \ i Q 0) L � � Q U u7 C O a� a L 3 E In a o4 .o N � N O I N n a 0 I 4 rn � O> O O W W O J J � a V_ TI Q, C' J W W o L v J R l PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 GENERAL REQUIREMENTS SOIL CLASSIFICATION REQUIREMENT FOR PROTECTIVE SYSTEMS OSHA STANDARD 29 CFR PART 1926, SUBPART P shall as per Appendix A to Subpart P, OSHA 29 CFR Part 1926 SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS (FOUR OPTIONS) be used for design of trench safety requirements. Should TYPE A SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance there be any conflict between this drawing and CFR 1926, Type A means cohesive soils with an unconfined compressive 1) A slope of 34 degrees or less, in lieu of soil 1) with the conditions and requirements determined by using SUBPART P, the OSHA Standard shall prevail. strength of 1.5 tsf 144kPa or greater. Examples of cohesive 9 ( ) 9 P A slope of this gradation or less is considered Appendices A and C (timber shoring for trenches) of 29 CFR, Part Protection of employees in excavations against cave-ins 9 and against falling rock, soil or material by use of an "adequate" soils are: clay, silty clay, sandy clay, clay loam and in some safe for any type of soil. 2) Maximum allowable slopes and allowable configurations 1926, Subpart P. For aluminum hydraulic shoring, Appendices system. An exception being when the excavation is in stable Y P 9 cases, silt clay loam and sand clay loam. Cemented Y Y Y Y for sloping and benching systems will be determined through use A and D of 29 CFR, Part 1926, Subpart P, can be used if manufacturers' tabulated data is not available. rock or when the excavation is less than 5 feet deep and examination by a competent person provides no evidence that soils such as caliche and hardpan are also of Appendices A (Soil classification) and B (Sloping and 2) Designs of support systems, shield systems or other protective a cave-in should be expected. Protection from falling rock, considered Type A. However, no soil is Type A if: Benching) of 29CFR Part 1926, Subpart P. 9) P systems using manufacturers' tabulated data may be used, deviation soil or material includes scaling to remove loose rock or soil, installation of protective barricades and other "equivalent 1) The soil is fissured; or 2) The soil is subject to vibration from heavy 3) Designs of sloping or benching shall be selected from, and be in accordance with, data provided in written form. The text allowed only with specific, written approval of the manufacturer. protection." Material or equipment which might fall or roll into an excavation must be kept at least two feet from the edge of traffic, pile driving, or similiar effects; or to identify: Criteria that affect the selection, the limits of 3) Designs of support systems, shield systems or other protective systems using other tabulated data may be used provided the data is excavations, or have retaining devices, or be prevented from 3 The soil has been previously ) s p e lously disturbed; or use of the data and sufficient explanatory data as necessary to P ry in writing and includes: Explanatory information to aid the user falling with a combination of both precautions. 4) The soil is part of a sloped, layered system where the assist in making a correct choice of a protective system. in making a selection, the criteria determining the selection, and Daily inspections of excavations, adjacent areas, and by the layers di into the excavation on a sloe of four y P P horizontal to one vertical (4H:1V) or or At least one copy of the tabulated data identifying the Registered Professional Engineer who approved the information the limits on the use of the data. At least one copy of the protective systems a competent person and removal of greater; information, including the identity of the RPE, is to be kept at the exposed employees if evidence of possible cave-ins, failure of PP 5 The material is subject to other factors that would require ) 1 q shall be maintained at the jobsite during the time the work is worksite during construction of the protective system. protective systems, hazardous p y za dous atmospheres, or other hazardous it to be classified as a less stable material. being carried out. 4) Design systems not using any of the three previously cited options conditions until necessary precautions have been taken. TYPE B 4) Excavations can be designed by a Registered Professional must be approved by a Registered Professional Engineer, shall be in A "competent person" should remain at the worksite continually 1) Cohesive soil with an unconfined compress- Engineer, put in written form and kept at the worksite, but must writing and include the identity of the RPE and details such as sizes, while employees are within an open excavation where protective ive strength greater than 0.5 tsf (48 kPa); or include, at least, the magnitude and configuration of the slopes types and configurations of the materials to be used. At least one systems are being used. 2) Granular cohesionless soils including: angular gravel determined to be safe for the project and the name of the RPE who copy of the plan is to be at the job site during construction. Removal of or neutralization of surface encumbrances which (similar to crushed rock), silt, silty loam, sandy loam and in approved the plan. According to the new standard, information necessary for the may create a hazard. some cases, silty clay loam and sandy clay loam. safe installation, placement, use and removal of any trench Estimate location of underground installations (sewer, 3) Previously disturbed soils except those which support system must be available at the work site at all times. telephone, electrical, fuel and other lines; storage tanks, etc.) prior to digging; pinpoint actual locations as estimated would otherwise be classed as Type C soil. locations are approached. 4) Soil that meets the unconfined compressive Ramps, runways, ladders or stairs as means of access/egress strength or cementation requirements for Type A, but is fissured to TABLE 0 F MAXIMUM ALLOWABLE SLOPES must be within 25 feet of an employee work area if a trench is or subject vibration; or four feet or more deep. 5) Dry rock that is not stable; or 6) Material that is part of a sloped, layered system where the NOTES: Warning systems for mobile equipment including barricades, layers dip into the excavation on a slope less steep than H:V MAXIMUM ALLOWABLE SLOPES ( ) 1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed hand or mechanical signals, or stop logs. four horizontal to one vertical (4H:1V), but only if the SOIL OR ROCK TYPE in degrees from the horizontal. Angles have been rounded off. Testing and Controls for hazardous atmosphere including material would otherwise be classified as Type B. FOR EXCAVATIONS LESS THAN 20 FEET DEEP 2. A short-term maximum allowable slope of 1/2H:1V (63 deg.) is allowed in excavations in emergency rescue equipment and daily inspections for potentially TYPE C Type A soil that are 12 feet (3.67m) or less in depth. Short-term maximum allowable slopes hazardous conditions by a "competent person." Controls include 1 )Cohesive soil with an unconfined compressive STABLE ROCK VERTICAL (90 deg) for excavations greater than 9 an 12 feet (3.67m) in depth shall be 3/4H:1V (53 deg.). individually attended lifelines during descent into bell-bottom strength of 0.5 tsf (48kPa) or less; or TYPE A 3/4 : 1 (53 deg) 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a pier holes or similar excavations. 2) Granular soils including gravel, sand and loamy sand; or Registered Professional Engineer. 3) Submerged soil or soil from which water is freely seeping; or TYPE B 1:1 (45 deg) 4. For acceptable sloe and benching configurations, see figure B-1 in OSHA Standard 29 CFR P P 9 9 9 Support systems such as shoring, bracing, underpinning to 4) Submerged rock that is not stable; or TYPE C 1 1 /2 : 1 (34 deg) Part 1926, Subpart P. u ensure the stability of adjacent structures such as buildings, 5) Material in a sloped, layered system where the layers dip into walls or sidewalks. the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper. TIMBER TRENCIH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi SIZE ACTUAL AND SPACING OF MEMBERS ** Depth of Cross Braces Wales Uri hts Trench feet Horizontal Spacing Feet Width of Trench Fee Vert. pacing Feet Size In Vert• pacin Feet axlmum s owcpn a orizon a pfeet Up to Up t p t Up t Up to Up To 6 4 x 4 4 x 44 x 66 x 66 x 6 4 Not 2 x 6 5 Up To 8 4 x 4 4 x 4 x 6 6 x 6 6 x 6 4 Reo 'd 2 x 8 Up to 10 Up lu ILI 4 x 6 4 x 6K x66x66x6 4 8x 8 4 2 x 6 Up To 12 4 x 64 x 66 x 66 x 66 x 6 4 8 x 8 4 2 x 6 UpTo6 4x44x44x 6 x 6 6 x 6 4 Re°d 3 x 8 10 Up To 8 4 x 6 4 x 6 6 x 66 x 66 x 6 4 8 x 8 4 2 x 6 Up to 15 Up To 10 6 x 66 x 5 6 x 6 x 86 x 8 4 8 x 1 4 2 x 6 Up To 12 6 x 66 x 66 x 6 6 x 86 x 8 4 10x10 4 3 x 8 UpTo6 6 x 6 6 x 66 x 6 6 x 8 6 x 8 4 6 x 8 4 3 x 6 15 Up to UpTo8 6 x 6 6 x 6 6 x 66 x 8 6 x 8 4 8 x 8 4 3x6 20 Up To 10 8 x 88 x 88 x 88 x 158 x ll 4 8 x 1 4 3 x 6 Up To 12 S x 88 x 88 x 8 x 4 x 1C, 4 10x10 1 4 3 x 6 Over 2C Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth of Cross Braces Wales Uri hts Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Vert. pacing (Feet) Size (In) Vert pacing Feet maximum a owa a orizon a spacing feet Up to Up to Up t Up to t4 Up to UpTo6 4 x 6 4 x 66 x 6 6 x 6 6 x 6 5 6 x 8 5 2 x 6 5 UpTo8 6 x 6 6 x 66 x66x86x8 5 8x10 5 2 x 6 Up to 10 Up To 10 6 x 66 x 66 x E 6 x 8 6 x 8 5 10 x 10 5 2 x 6 See Note 1 UpTo6 6 x 6 6x66x 66x86x8 5 8 x 8 5 2 x 6 10 UpTo8 6 x 8 6x86x88x88x8 5 10x 10 5 2 x 6 Up to 15 Up To 10 8 x 8 8 x 88 x 88 x 8 8x10 5 10 x 12 5 2 x 6 See Note 1 UpTo6 6 x 8 6 x 86 x88x88x8 5 8x 101 5 3 x 6 15 Up to Up To 8 8 x 8 8 x 88 xL8x x 1 5 10 x 1 5 3 x 6 20 po8AO 8x1010x10 5 12 x 12 5 3 x 6 See Note 1 Over 2 See Note (1) SIZE (ACTUAL) AND SPACING OF MEMBERS *i Depth of Cross Braces I Wales Uprights Trench feet Horizontal Spacing Feet Width of Trench (Feet) Vert. Spacing Feet Size In vent. Spacing p g feet Maximum allowable horizontal s acing feet See Note 2 Up to Up to Up t Up to Up to Close UpTo6 6 x 8 6 x 8 6 x 8 8 x 8 8 x 8 5 8x ic 5 2 x 6 5 UpTo8 8 x 8 8 x 88 x 88 x 85 x iq 5 10x 11 5 2 x 6 Up to 10 Up To 10 800 8x10 8x10 800 1000 5 12 x 12 5 2 x 6 See Note 1 UpTo6 8 x 8 8 x 88 x88x8 800 5 iox 11, 5 1 2x 6 10 Up To 8 8x10 800 8x10 800 i0x10 5 12 x t 5 2 x 6 Up to 15 See Note 1 See Note 1 Up To 6 8 x 1 8x10 800 8x10 1000 5 12 x 1 5 3 x 6 1 to See Note 1 20 See Note 1 See Note 1 Dyer 20 See Note (1) Soil Type A Pa=25xH+72 psf (2 ft Surcharge) Soil Type B Pa=45xH+72 psf (2 ft Surcharge) Soil Type C Pa=80xH+72 psf (2 ft Surcharge) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Of Cross Braces I Wales Uri hts Trench feet Horizontal Spacing (Feet) Width of Trench Fee Vert. paeln (Feet) Size (In) Vert. P Fein feet Maximum allowable onzon a spacing Up to 4 Up to Up t Up to Up to Up To 6 4 x 4 4 x 44 x 44 x 44 x 6 4 Not Regd 4 x 6 5 Up To 8 4 x 4 4 x 44 x 44 x 64 x 6 4 Reo'd Regd 4 x 8 Up to 10 Up To 10 4 x 6 4 x 64 x 6 6 x 6 6 x 6 4 1 8 x 8 4 4 x 6 Up To124x6 4 x6 1 x66x66x6 4 8 x 8 4 4 x 6 UpTo6 4x44x4 x46x66x6 4 Reg" Reo)d 1 14x 10 10 Up To 8 4 x 64 x 64 x 6 x 66 x 6 4 6 x 8 4 4 x 6 Up to 15 Up To 10 6x66x66x 6 x 6 6 x 6 4 8x8 4 4 x 6 Up To 12 6 x 6 6 x 6 6 x 6 6 x 616 x 61 4 8x10 4 4 x 6 4x10 Up To 6 6 x 6 6 x 66 x 66 x 6 6 x 6 4 6 x 8 4 3 x 6 15 Up to UpTo8 6x66x66x66x66x6 4 8 x 8 4 3 x 6 4 x 12 20 Up To 10 16x66x66x 6 6 x 6 6 x 8 4 8x 10 4 3 x 6 Up To 12 6 x 6 6 x 6 6 x 6 6 x 8 6 x 8 4 8x12 4 3x64x12 Over 2C Note (1) SIZE (ACTUAL) AND SPACING OF MEMBERS �* Depth of Cross Braces Wales Uprights Trench feet Horizo Spacing;Up (Fee Width of Trench (Feet) Vert. pacing Feet Size In Vert pacing Feet Maximum allowable horizontal s pacing pfeet g to Up to 6 Up t 9 Up to 12 Up to Close UpTo4 x 6 4 x 64x 6 6x 6 6 x 6 5 6 x 8 5 3x 12 4x 12 5 UpTo8 4 x 6 4 x 66 x66x66x6 5 8 x 8 5 3 x 8 4 x 8 Up to 10 Up To 10 4 x 6 4 x 66 x 66 x 6 6 x 8 5 8 x 10 5 4 x 8 See Note 1 Up To 6 6 x 6 6 x 66 x 6 x 86 x 8 5 8 x 8 5 3 x 6 4 x 10 10 UpTo8 6x86x86x 8x88x8 5 10x10 5 3 x 6 4x10 Up to 15 Up To 10 6x86x88x 8 x 8 8 x 81 5 10x12 5 3x64x10 See Note 1 Up To 6 6 x 8 6 x 86 x 86 x 88 x 8 5 8 x 101 5 4 x 6 15 Up to UpTo8 6 x 8 6 x 86 x88x88x8 5 10x 12 5 1 4 x 6 20 Up To 10 8 x 8 8x88x88x88x8 5 12x 12 5 4x6 See Note 1 Over 2 See Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth of Cross Braces I Wales Uri hts Trench feet Horizontal Spacing p g (Feet) width of Trench (Feet) Vert. Spacing Feet Size In Vert pacing Feet axlmum a owa a horizontal spacin feet Up to 4 Up to 1 6 Up t 9 Up to 12 Up to UpTo6 6 x 6 6 x 6 6 x 66x68x8 5 8 x 8 5 3 x 6 5 Up To 8 6 x 6 6 x 66 x 68 x 88 x 8 5 I1OxlO 5 3 x 6 Up to 10 Up To 10 6x66x68x 88x88x8 5 10x12 5 3 x 6 See Note 1 UpTo6 6x86x86x 88x88x8 5 10x10 5 4 x 6 10 Up To 8 8 x 88 x 88 x 88 x 88 x 8 5 12x12 5 4 x 6 Up to 15 See Note 1 See Note 1 Up To 6 8 x 8 8 x 818 x 8x10 8x10 5 10x12 5 4 x 6 15 Up to See Note 1 20 See Note 1 See Note 1 Over 20 See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: (1) Member sizes at spacings other than Indicated are to be determined as specified in �J19215.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is five feet, Ethe top crossbrace no more than 2.5 feet below the top of the trench. Piles 09 Maximum Depth Chart Using Typical Water and Sewer Trench Detail (coo eAmfnil fhic ck0 Sewer Line Water Line Spec. D3034 D2241 C905 C900 SDR 26 26 25 14 Class nc 1 160 165 200 Size Maximum Dent of Bur feet 4" 81.3 76.3 na 219.3 6" 54.5 51.5 na 152.5 8" 40.7 39.7 na 116.7 10" 33.5 32.8 na 95.8 12" 28.5 28 na 81 14" na 25.7 24.7 na 15" 23.3 na na na 16" na na 21.8 na 18" na 20.5 19.9 na 20" na na 18.2 na 24" na na 1 15.9 1 na Depth of Bury in feet is measured to the Flowline of the pipe. na = Not Available nc = no pressure class pip 1 R Al 3 of ewe o0 020d GRADE tINF ooj OF OIFFeReN egNcR Retie Re \ cgRoleS� 10. e- PIPE E55L 350) g (^11rJ) f PR.P 55IH6 Jr• DR D CIF CE. 0 1 o E CH / 0015 022 TER 01IF GEtJ1E�l 15 # GRADE (PV ER 0 55 DF 51 D pol- UTILITYCIS LESS THAN 2% E CROSSING- DETAIL NOTE: CLEAR. ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) NON-STRUCTURAL STRUCTURAL AREAS AREAS EXCAVATED TRENCH WIDTH CEMENT STABILIZED SAND BACKFILL/BEDDING SPECIFICATIONS: DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: A. SAND- Clean durable sand meeting grading requirements for fine aggregates of ASTM C33, and the following requirements: 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. 2. Deleterious materials: (a) Clay lumps, ASTM C142; less than 0.5 percent. (b) Lightweight pieces, ASTM C123; less than 5.0 percent (c) Organic impurities, ASTM C40; color no darker than the standard color. (d) Plasticity index of 4 or less when tested in accordance with ASTM D4318. B. CEMENT- Type I Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: Design sand -cement mixture to produce a minimum unconfined compressive strength of 50 pounds per square inch in 48 hours and 100 pounds per square inch in 7 days. All compaction shall be to 95% in accordance with ASTM D558. All curing shall be in accordance with ASTM D1632 and tested in accordance with ASTM D1633. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard for general purposes. Mix for use a sanitary sewer embedment within 9 feet of waterlines shall contain 2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0% to 2% above optimum MIXING: A. Thoroughly mix sand, cement and water according to the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B. Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. PLACING CEMENT STABILIZED SAND: A. Place cement stabilized sand mixture in 8-inch lifts and compact to 95% of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. B. Do not place or compact cement stabilized sand mixture in standing or free water. FIELD QUALITY CONTROL: A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. B. Mixingplant inspections will p p II be performed periodically. Material samples will be obtained and tested if there is evidence of change in material characteristic. C. Random samples of delivered product will be taken in the field at point of delivery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM D1632 and tested for 48-hour compressive strength in accordance with ASTM D1633. MEASUREMENT AND PAYMENT: No direct payment will be made for cement stabilized sand under this item. Payment for cement stabilized sand should be included in the unit price for the applicable utility or structure installation. COMPACTION IN FINAL BACKFILL ZONE Topsoil-6" Max\\\;NEW PAVEMENT 10 \\�\\�\ COMPACTION OF ALL FILL SHALL BE AT A MOISTURE \ ��� �\\S\\ CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED fA 6" COMPACTED THICKNESS. LL ­24" DEPTH COMPACTION IN INITIAL BACKFILL ZONE DETECTOR TAPE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT, C 0 AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE QQc AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN 4" BEDDING -© OR 0 LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 8' MIN (TYP) Z 12'MAX THE TRENCH BOTTOM IS UNSTABLE, EXCAVATE TO A DEPTH AS REQUIRED BY THE ENGINEER AND REPLACE WITH A FOUNDATION OF TYPE "D" MATERIAL. PLACE AND COMPACT TO ACHIEVE 85% MOD. PROCTOR DENSITY. THIS ITEM SHALL CONSTITUTE "EXTRA WORK" AND SHALL BE PAID FOR AS EXCAVATION. *TYPICAL WATER AND SEWER TRENCH DETAIL FOR PVC, DIP, CMP, AND TYPE K COPPER TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. * TRENCH AND EMBEDMENT DETAIL TO BE USED ON PRIVATE UTILITIES ONLY. BACKFILL MATERIAL LEGEND CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER OA IV A OR IV B ASTM D1557 ® ASTM D1557 0TO4%WET OF 0TO4%WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © II, III, OR © ASTM D1557 ® ASTM DI557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE © CEMENT STABILIZED SAND 95% ASTM MAX. PER D558 ® 95% ASTM MAX. PER D558 (SEE SPECIFICATION THIS SHEET) 0 TO 2% WET OF 0 TO 2% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER QD 1 A OR 1 B ASTM DI557 ® ASTM DI557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL NON-STRUCTURALI STRUCTURAL AREAS AREAS FINISHED GRADE SEE PAVEMENT 11 1/81 SECTION FOR DEPTH. io R.C.P. PIPE PER ASTM C-76 CLIII BEDDING MATERIAL+► TO EXTEND 6" O BELOW BOTTOM OF PIPE I8•MIN ' PIPE OUTSIDE DIA. 18^MIN 12"MAX 12"MAX *TYPICAL RCP STORM DRAIN TRENCH DETAIL TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE. NOTE 1: UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR SHALL USE TYPE "B" MATERIAL FOR BEDDING AND IN THE HAUNCH ZONE. ONLY WITH THE PERMISSION AND AT THE DIRECTION OF THE ENGINEER SHALL THE CONTRACTOR USE TYPE "D" MATERIAL AS SHOWN. NOTE 2: BACKFILL OF STRUCTURES- WHEN STRUCURES (MANHOLES, INLETS, JUNCTION BOXES, ETC.) ARE WITHIN STRUCTURAL AREAS (AS DEFINED ON THIS SHEET) CEMENT STABILIZED SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL IN ALL OTHER AREAS. NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. ASTM D2321-89 CLASSES OF EMBEDMENT & BACKFILL MATERIALS Class IA: Angular, Crushed Rock, no fines Class IB: Angular, Crushed Rock and sand, well graded to minimize migration of adjacent soils. Little or no fines. Class I: Coarse Grained Soils, Clean. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Class III: Coarse Grained Soils with Fines. Native soils from The trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > "A" Line. See specification (ASTM D2321-89) for details. Class IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to high plasticity, fat clays, inorganic silts, fine sandy or silty soils, elastic silts. Class V: Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non-structural trench. MOR IF GAN T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 3204 Earl Rudder Fwy S. COLLEGE STATION, TX 77845 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYoDRAULICS HYDROLOGY *UTILITIES STREETS SITE PLANS *SUBDIVISIONS www.mitchell(3ndmorgan.com IRM#1--1440 02/03/16 OF TF�q S VERONICA J.B. MORGAN ...................................... T 77689 0 SS�ONAL ENG Y`ir ( FEBRUARY 2016 Designed by: VJBM Drawn By: JUJ Checked By: VJBM O 4 Li � W � O ° O U O U V) C CIO 0) s a a o E I < o� E I I N o� I � o� Coll l `r J pW Z �O W Wz O O ZV W vo Z \ W �I 0° O 4 Concrete Pad F D G [Conduit Entry G 00 000 a 00 000 A E C NOTE: All Dimensions Are In Inches I ; Ij BA T 000OOOiO 4AJ 1/2" Rebar 18" Center to Center Both Ways Class "A" Concrete As Per City of College Station Specifications. CONCRETE PAD SPECIFICATION XFMR A B C D E F G MAX KVA inche inches inches inches inches inches inches WEIGHT 100 Single 24 11 54 70 10 49 15 2,500 Phase 250 CAUTION TAPE 30" M/N. i f7: MIN. MIN IMC POWER POLE SECONDARY Z FT. FILL DIRT STANDOF PRIMARY GROUND PVC FEMA ADAPTOf LONG SWEEP ELBOW 90' RISER POLE AND TRENCH DETAIL ELECTRIC FACILITIES Existing =0-00 Ril- ONOOO =Pad Mount Transformer kva ph Amps NC =Fuse 00000-ooxx OO000O-oo =Pole � =Meter =Primary Pullbox 2 - 4" PVC service conduits Wire by CSU. — — — =Existing electrical infrastructure Awl ))Now DIRECTION 19 CONSTRUCTION NOTES 1, THESE DRAWINGS REPRESENT QUANTITY AND TYPE OF MATERIAL TO BE USED. EXACT LOCATION OF EXISTING AND NEW FACILITIES SHOULD BE VERIFIED PRIOR TO BEGINNING WORK. THE FACILITY LOCATIONS ARE NOT TO SCALE ON THESE DRAWINGS. 2. BEFORE CONSTRUCTION STARTS, CONTRACTOR SHALL MEET WITH THE ELECTRICAL DIVISION REPRESENTATIVE FOR EXACT CONDUIT ROUTING AND INSTALLATION INSTRUCTIONS. CONDUIT INSTALLED WITHOUT PRIOR APPROVAL MAY HAVE TO BE REMOVED AND REINSTALLED AT THE CONTRACTOR'S EXPENSE. 3. ALL CONDUIT SHALL BE INSPECTED BY THE CITY ELECTRICAL DIVISION REPRESENTATIVE BEFORE IT IS COVERED, 4. ALL UNDERGROUND CONDUIT TO BE GRAY SCHEDULE 40 PVC. SUBSTITUTIONS WILL BE CONSIDERED WITH PRIOR NOTIFICATION. 5, CONTRACTOR WILL INSTALL CONDUIT FOR ALL CONDUCTOR RUNS, 6. ALL CONDUIT WILL BE INSTALLED BY CONTRACTOR TO CITY SPECIFICATIONS. 7. PRIMARY CONDUIT WILL BE INSTALLED AT A MINIMUM 4'DEPTH BELOW FINISHED GRADE. 8. CONTRACTOR WILL INSTALL TRANSFORMER PAD IN ACCORDANCE WITH CITY SPECIFICATIONS. CONDUIT PLACEMENT IS CRITICAL. CONTACT CITY PRIOR TO ROUGH IN OF PAD. 9. CONTRACTOR TO FURNISH ALUMINUM CONDUIT (30' PER CONDUIT RISER) CONTACT CITY PRIOR TO PLACEMENT OF STUB -UPS AT BASE OF POLE. IMPROPERLY PLACED STUB -UPS WILL BE CORRECTED AT THE EXPENSE OF THE CONTRACTOR. CSU WILL INSTALL ALL RISER CONDUIT. 10. PULL STRING IN ALL PRIMARY RUNS SHALL BE TIED AT BOTH ENDS OF CONDUIT. 11. CAPS SHALL BE PLACED AT BOTH ENDS OF CONDUIT. , ^,CCEPTABLE. 12. SECONDARY CONDUIT WILL BE INSTALLED AT A MINIMUM 30" BELOW FINISHED GRADE. 13. PRIMARY CONDUIT WILL HAVE 12" TO 18" OF DIRT COVER PRIOR TO PLACING A 6" WIDE "CAUTION" TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 14. SOIL AROUND ALL PAD -MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NINETY-FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAD. 15. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. 16. COSTOF LEVELING PAD -MOUNT TRANSFORMERS AND JUNCTION BOXES THAT ARE LEANING WITHIN TWELVE MONTHS OF INSTALLATION WILL BE THE RESPONSIBILITY OF THE DEVELOPER. THIS ALSO APPLIES TO IN -GROUND PULL BOXES THAT HAVE SETTLED BELOW GRADE. MAXIMUM ALLOWABLE TILT FOR TRANSFORMERS WILL BE 2 DEGREES IN ANY - 17. PRIMARY PULL BOXES AND SINGLE-PHASE TRANSFORMER PADS WILL BE PROVIDED BY THE CITY AND INSTALLED BY THE CONTRACTOR. THREE- PHASE TRANSFORMER PADS WILL BE BUILT BY CONTRACTOR TO CITY SPECIFICATIONS. 18. IF EASEMENTS ARE EXISTING CONTRACTOR WILL VERIFY BOUNDARIES PRIOR TO INSTALLATION OF CONDUIT. CONDUIT NOT WITHIN EASEMENT BOUNDARIES WILL BE CORRECTED AT CONTRACTOR'S EXPENSE. 18. IN ALL CIRCUMSTANCES WHERE CONDUIT IS SPLIT BY DEVELOFEM9=NT PHASE LINES IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO EXTEND CONDUIT INTO ADJACENT PHASES FOR COMPLETION WHEN FUTURE PHASES START. 20. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING GROUND RODS AT ALL TRANSFORMER LOCATIONS, AS WELL AS ANY OTHER NECESSARY ELECTRICAL FACILITIES. COLLEGE STATION UTILITIES WILL PROVIDE THE GROUND RODS TO THE CONTRACTOR. P> 1� O yl 4 —25 23461 L I 120/240 75 --- - q APPROVED � _,,,N` !N 6ENERALAREA SHO" "'J P: FOR CONSTRUCTION I ii 11 ' ! t S _iS DEVELOPER IS 5 i .L L. -- n 2331 1 —00 Proposed LANDSCAPE / STREETSCAPE CALCULATIONS STATE HWY 2818 STREETSCAPE: 292'X 6 = 1752 PTS (292725) = 12 CANOPY STREET TREES REQUIRED JONES BUTLER ROAD STREETSCAPE: 612' x 6 = 3672 PTS (612'/32) = 20 CANOPY STREET TREES REQUIRED POINTS PER PROJECT AREA: 138,707 SQ FT OF SITE AREA 138,707 / 1000 = 139 JO���-� � 139 x 30 = 4,170 PTS �...� ROAD TOTAL POINTS = 9594 PTS 90 .`. nw. •— _ JB ST (- CM91 — 10% POINT CREDIT FOR PLANS SEALED BY A LANDSCAPE ARCHITECT 959 PTS T� LINE — ) ,LO _ is • • • �� i �� JB Si =.°� _� - �� _�� y ,, n ° TOTAL POINTS REQUIRED: 8,635 TOTAL POINTS PROVIDED: 9,520 5 7 TION 6 - m , _ � _- _ " cs a�� �� 5 • JBHST y - JB ST _- 5 __ - PRO 7 -SEA GREEN UNITS�' .... 6 • �;� ,_B s� JB s� _a._, GRE � .� �` _ JUNIPER <,.J .6 S B S ITS 13LDG g P 6 • L rv, KNOCKOUT 6 • ROSE,1, BK 7 5 Lo:f! ws ' f- IT J B ST.'CE .-s,}�% �.a_s_x...z-a-a_z-sdz_z-zi.z_z INDIAN t t � y .. / _....._ _...... ,.._. ._._. _..._. __"__ .__.._ .........._._.......�....._,.,. ..._...............�......._, ®.k...®. P HAWTHORN _ , - \ - ..._ .._M..„.......,�„ •-~.. 1 ""x'.x..x-w.�x...z._" � -�-.� xW. °" � pt 'p° # -e-... � � ! � �� ��} ♦ - ..-.-.. ,+«.. ,.,n. S..-%'.x`x^x...x^x'�S• ## i # •• f .. Cb €�-ai tv • • x x r G-ssr� FiMOST -ti . �. a ... ,,.�,,.. q„m.m .-,�"`x"' R...X....a 4..ex.....x...k.,...^R.e-x..p #K «. .a� # # y L I��Ff ffj ♦ .. ._._.. »........�._.. : )t ..�. —.- .....�._ .®.-.. —..m _.,.._ _.........�.......- - ... -�-,.. ,.e,e. # z..,.%....x.,.x.... t .twins' S {xa, � ,. r 90 a^64`L. W "�, l " �'° wow° ,w .�r�,, .�' �,„ O ;' / ♦ Lo ILO 2V a� 1 6 -,SEA GREEN ..�t.e,,. JUNIPERLO g, 40 N , � o ♦ Q- d �-O 23 -SEA � ,j ,;• �'' -� /L r j o / � GREEN r.r � �`'♦�a � ..� JUNIPER ,, .�►� O l 1 00 co L 1 ... 5 P > a a r } PLANT SYMBOL KEY AND LANDSCAPE POINT DISTRIBUTION .. DG_ _. / f __� _ �.< .. 23 /SEA r �I ° T, r i 1 7 M GREEN !/ tt i n x £ST h MOM < .... TJO M^x mom LANDSCAPE PLAN 0 20 40 60 Scale: 1 "=20'-0" SYMBOL SIZE COMMON NAME QTY POINTS ZAL BOTANICAL NAME EACH POIN%S CANOPY TREES LO 2.1 "-3.4" cal. LIVE OAK 36 150 5400 30 gal. container min. QUERCUS VIRGINIANA NON -CANOPY TREES CM 1.25" cal. per cane CRAPE MYRTLE 5 40 2 0 O LAGERSTROEMIA INDICA JONES BUTLER STREET TREES LABELED AS "JB ST" HARVEY MITCHELL PARKWAY (2818) STREET TREES LABELED AS "HM ST" SHRUBS 0 5 GAL SEA GREEN JUNIPER 66 10 660 3' spacing JUNIPERUS CHINENSIS 'SEA GREEN' 5 GAL INDIAN HAWTHORN 306 10 3060 3' spacing RHAPHIOLEPIS INDICA ® 5 GAL KNOCK OUT ROSE 20 10 200 ROSA 'RADRAZZ' TOTAL POINTS PROVIDED: 9520 LAWN All areas not planting bed or pavement and all disturbed areas on adjacent property to be solid sod bermuda grass Texas Landscape Creations 12915 State Hwy 30 College Station, TX 77845 979-776-8873 ., M0M� O W• — Issued: September 28, 2015 Revisions: 12-1-15 per city comments 12-21-15 per revised parking lot layout UNWED FOR LAN PLAN COMPLIANCE Ll FEB 17 2016 COLLEG STATION DEVELOPM RVICES PLAT FILED: . . ......... `� I JONES—BUTLER RC 95' R.O.W. LANDSCAPE PLAN 0 20 40 60 Scale: 1 "=20'-0" GENERAL NOTES LANDSCAPE CONTRACTOR TO RECEIVE SITE AT APPROXIMATELY 1.5" BELOW FINAL GRADE. ALL ROCKS, TRASH, AND DEBRIS TO BE REMOVED PRIOR TO FINE GRADING. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR ACHEIVING POSITIVE DRAINAGE WITHOUT STANDING WATER. DRAINAGE SHOULD BE DIRECTED AWAY FROM BUILDINGS AND PROPERTY LINES AND TOWARDS STORM SEWER INLETS. FINISHED GRADE OF LAWN AND PLANTING AREAS TO BE A MIN. OF 2" BELOW ADJACENT PAVEMENT. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR LOCATING AND PROTECTING FROM DAMAGE ANY EXISTING IRRIGATION AND PLANT MATERIAL ON SITE AND ADJACENT SITES. ANY ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION WILL BE RETURNED TO ITS EXISTING CONDITION OR BETTER. LANDSCAPE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE ORDINANCES AND CITY CODES. LANDSCAPE CONTRACTOR SHALL LOCATE AND VERIFY CONDITION OF ALL UTILITIES PRIOR TO CONSTRUCTION. EXTREME CARE SHOULD BE TAKEN IN EXCAVATING AND WORKING NEAR UTILITIES. THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY INJURY OR COST INCURRED DUE TO DAMAGE OF OWNERS PROPERTY OR UTILITES. HAND DIGGING PLANTING PITS OR PLANTING BEDS SHOULD BE DONE AS NEEDED. ALL CONTRACTORS ARE RESPONSIBLE FOR REMOVAL OF TRASH AND REPAIR OF HAZARDOUS CONDITIONS (TOOLS, OPEN HOLES, ETC.) ON A DAILY BASIS. UPON COMPLETIONS OF CONSTRUCTION AND PRIOR TO FINAL APPROVAL, THE CONTRACTOR WILL THOROUGHLY CLEAN UP THE PROJECT SIRE OF ALL TRASH, CONSTRUCTION DEBRIS, LITTER, ETC. AND REPAIR DAMAGE TO FINISHED GRADE INCLUDING SPOILS FROM EXCAVATIONS, WHEEL RUTS, ETC. LANDSCAPE NOTES_ 100% COVERAGE OF GROUND COVER, DECORATIVE PAVING, DECORATIVE ROCK (NOT LOOSE) OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWALES, DRAINAGE AREAS, PARKING LOT SETBACKS, RIGHT-OF-WAY, AND ADJACENT PROPERTY DISTURBED BY CONSTRUCTION. IF NOT INDICATED ON THIS PLAN USE HYDROMULCH SEEDING ON ALL DISTURBED AREAS. IRRIGATION NOTES. AN IRRIGATION SYSTEM TO PROVIDE FULL COVERAGE OF ALL PLANTING BEDS AND LAWN AREAS SHALL BE INSTALLED BY A LICENSED IRRIGATOR BEFORE A CERTIFICATE OF OCCUPANCY WILL BE ISSUED. IRRIGATION SYSTEM TO BE PROTECTED WITH A DOUBLE CHECK BACK FLOW DEVICE AND INSTALLED PER CITY OF COLLEGE STATION CODE, ORDINANCE 2394. THE BACKFLOW DEVICE MUST BE TESTED UPON INSTALLATION AS PER CITY ORDINANCE 2394. TOP OF ROOTBALL TO SLIGHTLY ABOVE FINIS GRADE, PLACE ROOTB) SUBGRADE 3" HT. WATER RETENTI1 BASIN 2" LAYER OF HARDWOC BARK MULCH 1" LAYER OF COMPOST BACKFILL WITH NATIVE SUBSTITUTING WITH TC IF NEEDED. URE TREE TO STAKES WITH E AND WIRE AT LOWEST ITCH OF LOWEST BRANCH A. GALV. WIRE WITH BLACK BER HOSE TO PROTECT E '(MIN.) LONG DARK GREEN 'OSTS. INSTALL STAKES V INTO UNDISTURBED GRADE. HOLE 1.5 - 2 TIMES WIDER N THE ROOTBALL WITH PED SIDES. 111101 45xelz TA ISTURBED SUBGRADE 1. TREE PLANTING DETAIL NOT TO SCALE TILL EXISTING SOIL TO A DEPTH OF 6", AND SPACING PER PLAN ADD A 4" DEPTH LAYER OF PLANTING BED MIX. PLANTING BED MIX TO BE A 1:1 COMBINATION OF FULLY COMPOSTED ORGANIC MATTER WITH TOPSOIL. TOP OF ROOTBALL TO BE i SLIGHTLY HIGHER THAN FINISHED GRADE COVER BED WITH 2" LAYER OF HARDWOOD BARK MULCH PLANTING BED SHOULD BE . . . CROWNED AT THE CENTER L 2. PLANTING BED DETAIL NOT TO SCALE REVIEWED FOR COMPLIANCE FEB 17 2016 C 0 L LE GE ST4ATION DEVELOPMEN E VICES PLAT FILED: Texas Landscape Creations 12915 State Hwy 30 College Station, TX 77845 979-776-8873 071 N N L Issued: September 28, 2015 Revisions: 12-1-15 per city comments 12-21-15 per revised parking lot layout LANDSCAPE PLAN L2