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HomeMy WebLinkAboutCHEM-COAST SITE PLAN0 a LL z Z N a ¢ �F _M CdLLI z Lo • a W U) �m B X- W 2 E ¢ 000 p a ¢ O CO NVz mN t!> O=00N I sl LEGEND BLDG - BUILDING BNK - HIGH BANK CLF CHAIN LINK FENCE CONC.- CONCRETE ES • ELECTRIC BOX EP - EDGE OF PAVEMENT FH • FIRE HYDRANT F/L • FLOW LINE GM • GAS METER -GV • GAS VALVE GUY . GUY WIRE H.C.C.F.- HARRIS COUNTY CLERK'S H.C.D.R. - HARRIS COUNTY DEED RE H.C.M.R. - HARRIS COUNTY MAP REI NG - NATURAL GROUND PP - POWER POLE PVMT - PAVEMENT RCP - REINFORCED CONCRETE PIPE R.O.W.- RIGHT OF WAY SM. M/H . SANITARY MANHOLE SL - STREET LIGHT SPLE - SERVICE POLE (Electric) STM SWR M/H - STORM MANHOLE TB - TELEPHONE BOX TC - TOP OF CURB TG • TOP OF GUTTER WM - WATER METER \ WV -WATER VALVE F W FL LOCATION MAP (NOT TO SCALE) LEGEND 21.12 = PROPOSED ELEVATIONS 19.63 = EXISTING ELEVATIONS TOB=19.50 = TOP OF BERM I: � 414 CITY OF LA PORTE - B.M. No. 77 LOCATED ON SENS ROAD NORTH OF SPENCER HWY AND SOUTH OF HIGHWAY 225 1978 ADJUSTMENT ,,, (ELEVATION 20.64) w H z N 'o T.B.M. R.R. SPIKE IN POWER POLE " NEAR THE NORTHWESTCONCRETE WL!�,L CORNER OF PROPERTY (ELEVATION 19.90) .LANDSCAPE WI, 10 98 - OLEANDERS @ 3 APART 0 49 - LIGUSTRUMS @ 3' APART --10' BUILDING LINE 1 Q 41 4" CONCRETE (2800 PSI) SLOPE PAVEMENT I 1 (TOTAL 10 M , � oe 12 #3 BARS 24" C-C EACH WAY i o `�� z I 1 o I ; z SECTION A - A s" PIPES J TOTAL 29Ll-; m PROP. CL AN -OUTS 8 6" SA LING POINTS a N DETAIL ►►A►► -PROP. 6' CHAIN LINK FENCE SE T 5/e" I. " 1%" I.R. WITH 1' BARBED WIRE °�yy R. 1 ,�� I SESE CAP CC y° y r Q f9a QJ9a CV. emery. r9yy °115. °�y x`�° S OO° 05' 37" E - 400.00' \�---�/ �a°y 911P .,�0 x° �Q x° GUY �° _ x 6 CHAIN LINK FENCE ca' %r °� - x 0T8=19.57 +'E b.26.. •.. <' < '.. .. ° ° . ° ° <'. < • . if - x�° x� y A - EXIST. 0' sy' LO S/W CONC. PAD tO. DUMPSTER y2°' u:Ln �yrr 1 r`eG S/W • • CONC. PAD 4.G •... " �TEL. o Ac Ac • m - yo 3-12 TREES _ / EC=19.79 + CO ° °�°' I P/L MARKER MARK R 3O.0 GM _g o ° e <a< ° - P/L MARKER . GUY I p.° '° ° x P/L MARKER PE, �i W/ AC UNIT P/L MARKER 1-STORY CINDER 1-STORY 000 BLOCK BLDG CINDER BLOCK BLDG <" oa (F.F.=21.03) (F. F. 21.05) r °• e o°J,V-2-VALVES i, LLI Z EXIST. 1-STORY J 6.0' METAL BLDG EXISTING CONCRETE 1�°�0 z 1 1 z (F.F.=20.74) 3 I = (11820 NORTH ,,H„ ST.) Ex15T. INLET j TOP=19.49 .•a m W N '.l,r° • / F/L=18.29 (SW) 10 PACES yy yA W An, GATE°°°f4°' .� ' •' •�s CHAI LINK FENCEPARKINGo z°r r+©<. ° a°a: MA CH E IST. 10' .. MATCH EXIST. x N Er M . .�' 2 /�� 9 S 10' 9C 2,700 S.F. 1,000 = 3 Z w .' ° ° .S ACES > _ ° 6 SPA ES Q 3 X 3 = 9 SPACES REQUIRED N I `co ° I I�.:I':. N... �} o 15 SPACES PROVIDED ( I W W¢ w lallal I W EXISTING / W a 31NIIN► 1 v~i i ------ �G" PVC _-__- °�° PROPOSED 6" CONCRETE PAVING LANDSCAPE p / - EXIST. INLE <'e �4� 24+513 SQ. FT. - 29700 SQ. FT. = 21,813-SQ.FT. . v v a /�G TOP=19.62 - 11 x ( II ( W O / l`'�QJG EXIST. INLET EXISTING CONCRETE F/L=17.61 MATCH EXIST-1 W II ( N �► F/L--17.63 � 219813 SO. FT. X .06 = 1,309 S.F. OF LAND ® , .I .'ll.'.I. "� / ° // DROP INLET Q z 10' / TOP = 20.00 F/L = 17.13 O' 16 SPA ES ' $ R2L�� /10 ^L �F/ . 10 y y yeer aV .° .'/O'• RA' Ey .° ` ,L`96 ��6^� °r9'� I �o+b" 1 y 10 ° N ° �p .. / 0.83 5' SIDEWALK A� PROP. 6 CHAIN LINK FENCE 20 TOB=19.506. 9. // J WITH 1' BARBED WIRE N 3 PROPOSED 34.75 B' 8, F/L=16.70 / W Z o BUILDING77 a.E E N CONCRETELINED . .. SITE IN.LUDES: '/L=16.41 PAVEMENT PROP. PO' ). 1 " WAT BACKFLOW DETENTION 24,512.50 SQUARE FEET OF LAND BEING DEVELOPED 249512.50 S.F. X 0.25 = 69128.125 CUBIC FEET OF DETENTION REQUIRED 6,777 CUBIC FEET PROVIDED FLOOD NOTE: I have examined the Flood Insurance Rate Map No. 48201CO945-J Dated: Nov. 6. 1996, the tract hereby surveyed lies within Zone "X" an area outside the 500-year fioodplain. NOTE: This statement is based on scaling the location of said survey on the above reference map. This information is to determine flood insurance rates only, and not intended to identify specific flooding conditions. DETENTION POND _6 _777_ C _F .----------- -- E 11 (n AL 2 `- ----- �9. coN F/L=16.50 z�° UNDERGROUND ECTRI co SERVICE PP 1 s SW _ A�6DSW N 00°05' 37" W - 400.00'47 L.F. 10" SDR26 PVC TOTAL 88 OP. 274 L.F. 6" SDR35PVC ooe 40* x La 0.2% GRADE SEE DETAIL "A" 00 e° W/6" RESTR I CTOR PROP. 210 L.F. 1 SCH40 `-SET %" I.R. WATER LINE SHERRIE LANGLEY W/ CAP CITY APPROVING AU N I 1 LOTS 2�11A & 240A IT OUT OF LA PORTE OUTLOTS 1 ENTERPRISE PRODUCTS SET %" I.R. 10' BUILDING LINE a.BAYPORT P/L MARKER W/ CAP yy x._,c: by r9. `'_ xa°ram �°roe• xa° NG=21.61 + C H E M C '\ S T THORITY CERTIFICAT SITE PLAN ACCURACY CERTIFICAT X Z' ' B ' M ' This is to certify that the City of La Porte, Texas has approved this Ian and E I S T I & PROPOSED EL. 19.9O develo ment of-_ C��a�---_--in c fo I, Ronnie W. Patrick, am registered under the laws of the State of Texas to practice p iJtn�lnce with 0 once of the City of La Porte. the profession of engineering and hereby certify that the above plat or site plan is - - -- ---- true and correct; and that all bearings, distances, angles, curve radiuses, and central By,- - - - angles are accurately shown on the plot. F A C T L T T Y ZONED GC REZONED 0 •0 D• . OWNER & DEVELOPER: CHEM COAST 11820 North "H" Street La Porte, Texas Ronnie W. Patrick LA PUR T E' 1 EA AS Texas Registration No. 27973 1-3•-4000 JOB No. DATE SCALE DRAWN E3 CHECKEI BY SHEET 1 OF 1 E-9-05 MAY 2005 1"- 20' FF AM Ro W. PATRICK & ASSOCIATE'S. INC. 519 WISCONSIN (713) 941-4812 - www.rwpatrick.com SOUTH HOUSTON, TEXAS ■ w m m z m a � tail z Z � � y m >e 6 �i w ;E o 0 a i J y (� Z Z_ N U. a m _� ' a. z aW �Z¢ - ci LU a LL m e X- ° m ❑ q ul S la �S o 00 y IU_Z W C4 L)aT-N '.. I. 10" NO. 6 SMOOTH DOWEL TWO COMPONENTI RAPID CURING LOW MODULUS SILICONE GRAY IN COLOR i DOWEL SUPPORT- ( AS APPROVED BY ENGINEER ) EXPANSION JOINT FILLER (REDWOOD OR CYPRESS BOARD ) TRANSVERSE EXPANSION JOINT BACK OF CURB TO BACK OF CURB VARIABLE 0 TO 2' MAX. SPACING AT 2'-0" CTRS. 8" SPACING DIAGRAM FOR DOWELS AT EXPANSION JOINTS STORAGE AND OUTFLOW CALCULATIONS FOR PROPOSED CHEM -COAST. LA FORTE, TEXAS EXISTING CONDITIONS A 0.562 Acre of pasture area is proposed to be developed into a business area. DESIGN DATA Out flow Rate and Restrictor Pipe Diameter Site Runoff using rational method. 0 = C I A The undeveloped project site has a Grass covered area (clay soil), A = 0.562 core (Rational method runoff co -efficient C = 0.20) For an area of 0.562 acre the Intensity (1) is approx. = 7.12 in/hr (100-year frequency) (Based on City of Houston IDF curves) Rate of flow to the proposed outlet should be equal to 0 = C I A 0 = 0.2 (7.12) 0.562 (100-year frequency) 0 = 0.80 cfs (100-year frequency) Using Orifice eq. the diameter (0) of pipe required to carry this flow Q = Cd A (2gh)0.5 Cd = co -efficient of discharge = 0.82, A = D2/4, h = head = 2.5 ft. Substituting these values the required diameter (D) of pipe is Diameter (D) = 3.75" Rate of flow to the proposed Inlet: The proposed project site has three areas Impervious Concrete Area. Al = 13,608 sq.ft. = 0.312 acre (Rational method runoff co -efficient C1 = 0.90) Grass covered area (clay soil), A2 = 7,070.5 sq.ft. 0.162 acre (Rational method runoff co -efficient C2 = 0.20) Detention Pond. A3 = 3,B34 sq.ft. = 0.088 acre (Rational method runoff co -efficient C3 = 1.0) For an area of 0.562 acre the Intensity (I) is approx. = 7.12 in/hr (100-year frequency) (Based on City of Houston IDF curves) Rate of flow to the proposed Inlet is equal to Q = I (Cl Al +C2 A2+C3 A3) = I (0.9 x 0.312 + 0.2 x 0.162 + 1.O,x 0.088) 0 = 2.856 cfs (100-year frequency) DETENTION STORAGE VOLUME CALCULATIONS Drainage Area = 24.512.5 sq. feet = 0.562 Acre For proposed conditions Cs = 0.25 acre-feet/acre Required Storage Volume, S = Cs A = 0.25 x 24,512.5 = 6.128.125 cubic feet Storage provided = (h/6) (at+a2 +4a) where h = 3.0 ft. al = 106.5 x 36 = 3.834 sq.ft. a2 = 82.5 x 12 = 990 sq.ft. and a = 94.5 x 24 = 2,268 sq.ft. Storage Provided V = 6,948 cu.ft. 6.128.125 cu.ft. required TWO COMPONENT RAPID CURING LOW MODULUS SILICONE GRAY IN COLOR VERTICAL SAW -CUT 24" NO. 4 SMOOTH ASPHALT OR PREFORMED JOINT COATED DOWELS CONTRACTOR'S MANAGEMENTS CONCRETE FOR PAVING= T/4 it shall be the responsibility of the Contractor at all times while the There shall be no use of fly -ash in concrete -fir this project. T/2 work Is progressing on the project to have a competent superintendent on - - T location. This individual should be capable of supervision. correlating Portland. Cement: ASTM C150. Type I. unless the use of Type III Is required 2" 2" LOOSE WIRE TIE the project with the Engineer or Architect and be authorized to make by the plans or special provisions or authorized by the Engineer. N0. 4 BARS ON 16" CTRS. decisions as may be required to keep the work advancing In a reasonable manner. Water: Clean. +roe from harmfulamounts of oil,:. colds, alkalis or other deleterious substances. and meeting requtremer-s of ASTM C94. . The Contractor shall propertynotifyand alert the owner. as to of more than 35% wEAn tested by Tex410-A. It TRANSVERSE CONTRACTION JOINT construction operations. schedules. road closures. Itme stabilization. Coarse Aggregate: Wear o aaphalt placement. concrete pavement, etc. If there are problems or shall not contain more. than 0.25 percentbywe ', ght of clay lumps. nor emergencies. then he will notify the Engineer or Architect. who shall more +hen 1.0 percentbyweight of sale nor mo-•e than 5.0 percent by determine the course of action. Driveway access shall be maintained as watch+ of laminated and/or friable particles vnen testedto accordance beat as possible. - with T.H.D. Test Method Tex-413-A. Shall meet the following grade requirements: 0% Retained on 1 3/4" sieves 0 1c:t 5X Retained on 12%4t All permanent objects in the way cf construction shall be carefully sieve; 30 to 65% Retained on 3/4" staves 70 tc 90% Retained on 3/8" " removed and replaced. as to original conditions. after the construction . N O. 4 BARS �2 "r P, ;(suet 95 +0 100% Retained on No. 4 sieve: and 1.OX. Maximum Loss by ON 16" CTRS. T DEFORMED METAL STRIP operations. Decantation T.H.D. Test Method Tax-406-A. Ff Shoulders and adjacent areas to new and existing pavements that are Fine Aggregate: Fine aggregate shall consist of sand or a combination of .damaged during construction operations shall be shaped. sloped to sands. and shall be composed of clean. hard, c�-)rabie, uncoated grolns; the 2' drain and compacted and restored. Any damage +o existing pavements acid.insoluble residue of +he fine aggregate mall not be less than 28 shall be for +he Contractor's sole expense. percent byweight when tested In accordance wtdh. T.H.D. Test Method Tex612-J. It shall no+.contain more than 0.5 peroen+ by watch+ of clay LONGITUDINAL DUMMY JOINT SUB -SURFACE CONOITIONSE lumps. Test Method Tex-408-A, the fine aggregate shall not show a color It Is not represented nor Is possible to determine that all existing darker than the standard. Test MethodTex-317-D. It shall have a tensile underground structures are shown on the plans. When existing unknown strength of mortar or equal to or greater +har the strength of standard underground structures constitute an obstruction to construction. Ottawa sand mortar.. Ft(ne aggregate shall meet the following grading Immediately notify -the -Engineer or Architect. who will determine +he requirements: OX Retained on 3/8" slaves 5% Re -olned on No. 4 Steve; a to course of action to be taken. 20% Retained on No. 8 stave; 15 +0 30% Retained on No.1f sieves 35 to 75% TWO COMPONENT Retained on No.30 stoves 70 to 90% Retained or 'No.50 stove; 90 +0 100% RAPID CURING Any damage +o existing underground facilities will be repaired at +he Retained on No.100 sieve$ 97 to 100% RetatneC on No. 200 slave. T.H.D. VERTICAL 3 3 n LOW MODULUS SILICONE Contractor's sole expense to the satisfaction of the Owner of the Test Method Tex-203-F. the sand equivalent val.je shall not be less than 80. SAW -CUT /8 TO/4 r GRAY IN COLOR facility. Mineral Filler: Mineral filler Shall consist d"= olean'stone duet. T / 4 NO. 4 BARS No claims. nor added compensation or extensions of time will be allowed crushed sand. crushed shell or other approved inert material. Test T�2 O N 16" CTRS. due to delays Involved in making chances or relocations referred to Method Tex-401-A. It shall meet the following-equlrements: OX Retained T herein. on No. 30 sieve and O to 35% Retained on No. 200 slave. CONSTRUCTION MATER3 ALSs Design Mix: All Concrete Ingredients shall ocuiform to the requirements Lime Stabilized Subgrode : Before any Base Course Is placed. +he time for Class "A" Concrete. stabillzed subgrade shall have to be rough graded. shaped. Itme - stabilized. completed and cured. compacted to a minimum of 95% Standard Specified as follows:. - S AW E D DUMMY JOINT Proctor Density at 2% of optimum moisture In accordance with ASTM D-69B. the latestedition thereto. graded and finished. moisture cured. and then CLASS MIN. SACKS MIN. COMP. MAX. WATER/ SLUMP FLEXURAL approved by the Engineer. The percentage of time shall be at least 6% of CEMENT STRENGTH CEMENT RANGE STRENGTH TWO COMPONENT the average maximum dry weight of the subgrade. unless otherwise specified PER C.Y. (GALS/SACK) (IN.) RAPID CURING by +he Engineer or on the plans. Consider the subgrade soil +o weigh 115 LOW MODULUS SILICONE LBS/CF. application to 1 SY for 6" depth: 115 Ibs/cf X 4.5 of/sy X Get %) 7 DAYS 28 DAYS 7 DAYS 28 DAYS FORMED GROOVE EDGES = 31.05 Ibs/sy per 6" depth for I lme application rate. If 8" depth Is (PSI) (PSI) (PSI) (PSI) ROUNDED T01/4" RADIUS y2 -� GRAY IN COLOR spectfted use 41.4 Ibs/ey for 8" depth. If 9" depth Is speolfted use 46.6 ]belay for 9" depth. A 511, 2.000 3.000 6 1,z 1-4 500 600 FIRST POUR 11/2" L �� SECOND POUR The pulverized and completed lime stabilized processed subgrade material. .when all non -slaking aggregates retained on 3/4" slave are removed. the remainder of +he material shall meet the following gradation limits when NO. 4 BARS tested 1n accordance with ASTM C-136. 100% minimum passing 1-3/4" sieve GUARANTEEa ON 16" CTRS. f= 2" and 85% mintm.im passing 3/4"sieve. The Contractor shall guarantee all work +o be free from defects due +o Hydrated Lime and Lime Slurry: Shall be Type A. Hydra+& of Lime made from faulty workmanship or materials for a period c:f ONE (1) YEAR from the date "highcalcium" type limestoneshall eapplied as dry power or dry of written final .. . hll be dddIt project acceptance of the construction work by the Engineer. _ mixed with water to form a Itme slurry (type B oommerotal Itme slurry) for stabilization purposes. The Chemical composition of hydrated Itme shall - KEYEDCONSTRUCTION JOINT be. as follows: Total "active" lime content % by weight Ca(OH)2 + X by . weight Ca0 minimum 90%s Unhydrated lime content % by weight COD - maxtmm SXs "Free Water" content. X by weight H2O Maximum 4%. - Type B. Commercial Lime Slurry shall have a chemical composition such that. - "sollds content" have a. Hydrate alkalinity Ca(OH)2 of not less than 90% by - - weight and a minmum solids content of '35X• Any sampling and testing of Itme slurry shall be determined by the TXDOT test method Tex-600-J. "Lime - - Testing Procedure". . Quick Limes For stabilization Type C Quicklime. Grade DS and meeting the requirements of ASTM C977 can be used only wt+h +he approval of the -. - Engineer. The chemical composition of the Quick It" shall be minimum 87% of unhydrated Lime content. X by weight CaO. _ Waste lime and waste time slurry are not acceptable materlals for this - project. REDWOOD AT ALL BREAKS IN MONOLITHIC POURS OR JOINTS - EXPANSION JOINT �4P.�OF7Ry4+ - CONTINUOUS THRU r? •' �tI CURB- i........................I RONNIE W.PATRICK i i 9 27973� C, 2 %"43 AI- 3"__,NO.4 BAR CONTINUOUS LONGITUDINAL m NO. 4 DOWEL BARS 24" CTRS. o- - - - - - - - - - Lu CHEM COAST CONCRETE CURBPAVING DEI�AILS JOB No. DATE SCALE DRAWN BY CHECKL:D BY SHEET 1 OF 1 S-75-05 Nov., 2005 1"- 20' FF AM Re W. PATRICK & ASSOCIATES, INC. 519 WISCONSIN (713) 941-4812 - www.rwpatrick.com SOUTH HOUSTON, TEXAS