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Home My WebLink Aboutstormwater reports and calculations - COM Engineering / Geo-Tech Reports - 10/3/1994 4 Engineering Software Applications 210 N.E. Cherokee Beach Belfair, Wa. 98528 (206) 275-0578 D l> (2 f�� D OCT L5- 7 0 "EpLTFI SERVICES SAND HILL MINI STORAGE STORMWATER REPORT AND CALCULATIONS OCT. 3, 1994 •fYgON.ST4Tppa 4 4 MU, y r BN s 7 NY Y GV �O 1884 Mason County Owner: Kirk Chafe Department of N.E. 3150 Hwy 300 Public Works Belfair,Wa. 98528 (206) 275-0578' ` SAND HILL MINI STORAGE STORMWATER DESIGN REPORT BY: Pat McCullough, P.E. Oct. 4, 1994 This is the computer output using Water Work 3.1 for the Sand Hill Mini Storage. Project hydraulic calculations. Data is presented below. Refer to the numerous drawings to familiarize yourself with the project proposal. Rainfall: 2 Year Storm - 24 hours = 3.75 inches 10 Year Storm - 24 hours = 5.25 inches 100 Year Storm - 24 hours = 7.5 inches Define Computer Model Parameters: EB1= Existing Watershed: I will be constructing a small diversion ditch at the perimeter of the developed site to divert potential of site runoff from coming across the site. By doing this I can simply the existing and proposed watersheds to the developed area only. Field studies indicated that the soil on the site goes from a loamy silt to a clayey silt and is definitely TYPE D. The local ground shows no signs of concentrated runoff. The surface is undulating with several small drainage pockets. The existing ground is covered with very heavy, lush undergrowth and large alder trees. This soil is relatively impervious below the upper one foot but produces very little runoff because of the existing topography. The abstract coef. could be increased for this property if this refinement was warranted PB1= The proposed upper watershed excluding the roof drainage. The roof drainage will be carried away by a separate system and discharge without detention into the wetland. This is possible because the roof drainage is clean and because the wetland is tidal system and will not be impacted by the absence of detention. Detention was used for the parking lot runoff because the added detention time allows time for treatment. PB2= The proposed middle watershed of the developed site. PB3= The proposed lower watershed of the developed site. Note that I included the pond surface in the impervious area. P1= The first of the two ponds. This pond is a wet pond and will have 2 feet of water in it on a continuous bases. Both the ponds will have 3 to 1 side slopes that afire planted with grass and landscaped. Wet land plants will be established in Pond 1. This pond will provide 4 feet of detention storage. P2= The second pond will be a detention pond with 6 feet of detention storage. The South Dike will be constructed out of gravel and cobbles (exfiltration capacitylof 20 inches per hour) from Elev. 24 to Elev. 28. The exfiltration area will provide .36 cfs 1 exfiltration capacity. The underflow will be collected via an 8 inch perforated pipe, 100 feet long and discharged through an 8 inch CMP pipe directly into the wetlands. This system ensures filtration of most of the runoff for the water quality design storm of 1/2 the two year storm. Discharae Structures: PD1 L= The lower discharge structure for pond 1 set at Elev. 28.0 PD1 H= The overflow discharge structure for pond 1 set at Elev. 31.0 PD2L= The pond 2 stage discharge exfiltration basin with 0 flow at Elev. 24 and 0.35 cfs flow at Elev. 28.0 and up. PD2H= The upper discharge structure of pond 2 set at Elev. 29.0. COMB1= A combination of PD1 L and PD1 H COMB2= A combination of PD21- and PD2H Pipes and Ditches: SWALE = the bioswale on the East side of the site. PIPE1= the 12" culvert the connects to the bioswale. RESULTS STORM EXISTING PROPOSED FREQUENCY FLOW (cfs) FLOW (cfs) 2 YEAR 0.94 0.34 10 YEAR 1.69 0.51 100 YEAR 2.89 1.30 See the enclosed hydrographs for the graphical results of the modeling. I have included a copy of the program and data on the enclosed disk so you can play with the design If you want. The design is very conservative because I have oversized the basins for future development. The small amount of runoff from the entrance roadway on the East side of the stream will be filtered through grass lined ditches prior to reaching the stream. Ponds will be constructed on this side of the stream in the next phase of the project. There is an existing 18" culvert at the roadway stream crossing. It is proposed to replace this culvert with one that has adequate hydraulic capacity and improv d fish passage features. A field review of the up stream and downstream drainage basin was made and a design prepared based on the WSDFG criteria. A 49" by 331 Arch culvert was chosen in order to keep velocities in the proposed culvert under 6 feet per second and allow for the placement of 1 foot of gravel substrate in the bottom of the culvert. 2 EROSION CONTROL The detention ponds and the swale on the East boundary of the site will be completed prior to grading to intercept all runoff from the site during construction. The site will be hydroseeded after grading. If the rains hit before grading is complete, the steeper slopes on the site must also be covered with a hay mulch. The wetland buffers and flat topography on the site make this a fairly stable site. The slopes and roadway banks will be planted with grass as soon as grading is complete on the roadway East of the stream. At the owners request, representatives from the Snohomish Indian Tribes and the Department of Fish and Game visited the site to inspect the stream and comment on construction practices and timing. Based on their comments, the existing 18'! inch culvert will not be disturbed until the new culvert is in place. The stream will be transferred to the new culvert with a minimum of disturbance of the existing tream. Work on the stream must be completed before November 1, 1994. 3 ��nyc 4 ny� a,� ACT PA VIM GRAVNL P? -------------- \•• •.\•: ��\ w ° ,;r;•. --._ � ". \ •-• tea,.�,, ' � t ,., \ \ � \ pRxs 91 e � y ° R i �"'°'£ i°�"gig .�,__ � '' � � •pai $" i $GI � '1H ' a� �i C � d oil P� � x�$"�$� III': _ �s' ••\ , \ y '�` 2 a m s s x 3 v@ a WOW ct px 'a' `� `°+ 3�? � Z 3p� �P2xt 11 �gs �<°, �\,'•\•.; _ �'�j of m SAND HILL ROAD .\ MM,SR ®O :wA>�C A�.0hy yi2SaqA �teqAm�.W�y°°¢ak, > iyAo2�v�Ce^,aa\>�ii a\aalZa ynaLi�a>Z°eyZhk8 yons� > �e0 N 4 oo �� '.<�+.,e ey ay� v ua� •� °�yo°a� a io yOv >o° y y�.y@a ea mayN n° 4 � O qo 4 m�y '�, a oy ynkZ >;�AiY@ o n ° $mania 4 �,ypZ�ya° �42 4ti� y as«�ny�i.ay a ey o i��en •, �6n�$�n v es 4 a f '8oyy *tb n h qbj v ]fi.90 36.TJ d6.2 31.1 EVCS: 11 0 o r J5.6} - Y 0 EVCE: 35. 3 xrs„�e 52 N D N 526 + x < NpXD� � I < �m1u/'+oll 34.4 VCS: 10+ o o+ H 00 35.40 - v VCE: 35. 312 35.60 0 g v + 33.9 $ 36.20 EWS: 6 )5 33 2 FVCE 3 4) 36.49 i 5 a _ D 8 5_= xN� p bmr yy 35.98 X <a N � Ixtli� 30.9 $$Nu 4. EA : }1}+25 �^ i 29.2 EVGSC>+ or 32.33 EKE: 32.33 v a SSoa 27.1 30.29 _ p <a N 42'% ' ARCH BLVERT °i x4 Y rm - I NO+mll $ 20.5 6 00 30.83 BVCS: _ $$*o j 6VCE: W83 u 1 31.5 31.65 EVCS: +25 + 4.0 EVCE: 2.07 32.46 sDSS 34.6 o Ntl r"s 33,18 < mIxII i 35.7 g B 5: 3+]5 34.4 B E: 34.03 3C27 35.7 $ 34.J6 0 D. 35.24 15.E 8 3573 33.0 EVCS: 1 50 36.21 - z- EVCE: 3 .21 a a DSSQ� + }8.3 AM, <s N � IIXDr _ p < m+ II 37 BVCS: 0 50 0 *a M 25. 0$ EVCE: .20 0 PN STA - +11.62 + 35.9 e 8� / vyo X�r/bZ S?OgAll 3.-/S • o LEGEND Hyd No. 2_ Hyd No. 9...... II C MO 4D Q r 6 12 18 24 30 36 42 48 54 Tine in Hors Hyd No. : 2 Rate: 0.94 cfs Time: 9. 17 hr Vol 0.55 AC-ft Int: 10.00 min 1///_ Hyd No. : 9 �PSS T/ce/I t1 /7 cAs Rate: 0.34 cfs Time: 15.33 hr --=y Vol 0.51 Ac-ft Int: 10.00 min 5: z5 . o LEGEND Hyd No. a Hgd No. 9.. 0 0 M �N u c M Q Q "Y I .141 6 12 18 24 30 36 42 48 54 Time in Hours Hyd No. : 2 Rate: 1 .69 cfs Time: 9.17 hr Vol 0.92 Ac-ft Int: 10.00 min Hyd No. : 9 Rate: 0.51 cfs Time: 14.67 hr Vol 0.74 Ac-ft Int: 10.00 min . D p LEGEND Hyd No. 2_ Hyd No. 9 0 0 0 4 E D c MO �a rN 1: 0 a 6 12 18 24 30 36 Time in Hours Hyd No. : 2 Rate: 2.89 cfs Time: 9.00 hr Vol 1 .52 Ac-ft Int: 10.00 min Hyd No. : 9 Rate: 1 .30 cfs Time: 9.83 hr Vol 1 .09 Ac-ft Int: 10.00 min e� X1ST1AZeq iv47i5-i0-57W6:D D/ ✓ ems/vim✓ ---------- oa /oW1 v/ ------1----- --L 120,21/ �--- -- WAIEFr'UNE lS f.T' BOFFr%Y 8 Fj,HIGH AWING.WALLS FE=45.0 EE-�44.5 g= f FE=43. FU�43.0 ----___--_ --------------- 1 / __4.0 Fp=44 5 F 4 FE=43.5 FE=43.0 FE=42.5 / eta_>_�_______ F�t43.0 FEF 42.5 136.00' FE=42.0 FE=41. , 8" CMP TYPICAL \ / FE=425 FE- FE=4L5 , / /// , \ \` \� \ # 1 2Tg D➢'_ FE=41.0IN AN Tr FE=40A' FE=39.5 FE=-39,0 / O / i ZE ilI FE=38. E=3 .5 'F-7.0 -+-� 158.00' /- I 1,50,E SF OI FICE AND _d=37. 10 I ��)�`* ATIENDEN)J HOUSING. 1 T00 SF,HEATED TORAGF7[ 52 F00T LONG S CROSSING AT STF WETLAND. USE C( BLOCK, FILL WITH POUR 10 INCH RE SLAB AS DIRECTE ENGINEER. RAILINI - ��% 100'-B" PERT. CKI P 30 ' �'� 750 SO, FT. GRAVEL EMLTRATION ARE A. / / \ 'I \ I ' Fz2' PROPOSED WELL ITE AND 100 FT. NO - 'r CON7AdfLV4TlON RADIUS CRAVEl LAYER !N ;DIKE / % l 111', IT _ ,Z9.0 - TOP � 28.0 1 / 750 S F. ENFIL71R,9PYON AREA SEE DETAIL BELOW %' WETLAND "A ' i"QooO s EO l�l/ft r�,e s1�D S i----------L J 8" WATER LINE 75 FT. BUFFER 8 FT. HIGH 5 46 RETAINING WALLS F FE=45.5 FE=45.0 FE=44.5 FE=44.0 I FE=43J, FE=43.0 -�____________________0 __ =Ll n FE=44.5 FE=44.0 FE=43.5 FE=43.0 FE=42.5 e 260.00' w - DRAINACE SWALE - SW1 50 o FE=43.5 FE=43.0 E-42.5 FE=42.0 E=41. < 236.00' SEE DETAIL FOR SIZE w s" cMP TYPICAL e N _may____ _____-_�____-9 a PROPOSED BASIN - PB> E=azs FE= 212. 41.5 FE=41.0 w 1z. y f AREA = 33 AC (12 AC ROOF N �_____________ __ __ �Q AND I 1 AC PAVEAfENT) =f FE=41.s o FE=42.0 FE=4L0 E= 0. g� w 184.00' 0 a o 40 3 0 ----------____- -mum>- a N k w FE=40.0 FE=39.5 FE=39.0 ao 154.00' PROPOSED DRAIN PIPE DPI 38 M O F W 4 FE=39. FE=38.5 FE=37.5 ' 150.00' � PROPOSED BASIN - PB2 ii FE=36. FE=3 FE=37. AREA= 0.57 AC (,91 AC 158.00' ROOF AND .36 AC PAVE) �p 1,500 5F OFFICE FE=37. N A 1IENDENT HOUSING. 1.100 SF HEATED STORAGE. STORAGE STRUCTURE 52 FOOT LONG S POND 2 - P2 CROSSING AT STF 24 WETLAND. USE CC POND 1 DISCHARGE STRUC BLOCK, PILL WITH ', 0 POUR 10 INCH RE PD1L=50 ,6 CAfR�1� SLAB AS DIRECTE n 1 ENGINEER. RAILIN( PD>H=35;12"Cr1fFC�>q � ry6� STORACE STRUCTURE Qo N POND 1 - P1 1 100' 8" PERF. CIAP 30 750 SG. FT. GRAVEL PROPOSED BASIN - PB3 EXFILTRATION AR A. TOTAL AREA = 0.6 AC OJF��2 PROPOSED WELL SITE PAV"iVT AREA=0.15 AC AND I00 FIT NO POND AREA=0.17 AC �Je� CONT 4 fINATION RwDIUS �P GRAVEL LAYER IN IDIKE POND 2 DISCHARGE STRICTURES yo IE = 24.0 - TOP -# 28.0 P02L=STAGE DISCHARGE STRUCTURE o� 750 S F. Z FFILTR.9TION AREA PD2,V 12 INCH C�lfP IE-29.0 J?� SEE DETAIL BELOTY 0� 0 WETLA,VT "A " SG.4LE. NA'le '10/ 6/94 Pat McCullough, P.E. page 9 FINAL RUN OF SITE HYDROLOGY FOR CHAFE MINI STORAGE 100 YEAR STORM --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 10/ 6/94 CLEARHIS CHANGE "2 YEAR STROM" 3.75 PRECIP EB1 PB1 PB2 PB3 S-HIL LSTEND Executing Program file: CHAFE.PGM REMARK THIS IS THE HYDROLOGIC PROGRAM FOR THE CHAFE MINI STORAGE PROJECT. RUN THIS WITH VARIOUS ASSUMPTIONS AND YOU CAN CHECK THIS DESIGN. LSTEND ZERO 1 20 MOVE EB1 to 2 0.9420 cfs 0.5490 ac-ft 9.17 hrs MOVE PB1 to 3 0.9373 cfs 0.3178 ac-ft 8.33 hrs MOVE P82 to 4 0.1789 cfs 0.0607 ac-ft 8.33 hrs MOVE PB3 to 5 0.4034 cfs 0.1344 ac-ft 8.33 hrs ADD 3 4 6 1.1163 cfs 0.3784 ac-ft 8.33 hrs ADD 5 6 7 1.5197 cfs 0.5128 ac-ft 8.33 hrs ROUTE HYDROGRAPH 3 THROUGH REACH SWALE --x-- --m-- -ke-- --Q+- --K-- --C-- -sto- -kin- 0.216 1.362 0.024 0.909 692 0.582 0.341 0.195 0.85 cfs 0.38 fps 0.52 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH PIPE1 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn PIPE1 1.10 0.85 2.08 40.82 6.44 12.00 2.38 2.46 LPOOL 1 "POND 1 DISCHARGE" EB1 7 P1 COMB1 8 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume POND 1 DISCHARGE 0.94 1.52 P1 COMB1 29.41 0.52 8 4269.27 of LPOOL 2 "POND 2 DISCHARGE" EB1 8 P2 COMB2 9 Description MatchQ PeakQ Sto Dis PkStg OutO hyd Volume POND 2 DISCHARGE 0.94 0.52 P2 COMB2 27.85 0.34 9 7226.94 cf 10/ 6/94 Pat McCullough, P.E. page 10 FINAL RUN OF SITE HYDROLOGY FOR CHAFE MINI STORAGE 100 YEAR STORM HISTORY OF HYDROGRAPH ACTIVITY End program file CHAFE.PGM CHANGE "10 YEAR STORM" 5.25 PRECIP EB1 PB1 PB2 PB3 S-HIL LSTEND Executing Program file: CHAFE.PGM REMARK THIS IS THE HYDROLOGIC PROGRAM FOR THE CHAFE MINI STORAGE PROJECT. RUN THIS WITH VARIOUS ASSUMPTIONS AND YOU CAN CHECK THIS DESIGN. LSTEND ZERO 1 20 MOVE EB1 to 2 1.6854 cfs 0.9217 ac-ft 9.17 hrs MOVE PB1 to 3 1.3232 cfs 0.4531 ac-ft 8.33 hrs MOVE PB2 to 4 0.2526 cfs 0.0865 ac-ft 8.33 hrs MOVE PB3 to 5 0.6234 cfs 0.2055 ac-ft 8.33 hrs ADD 3 4 6 1.5758 cfs 0.5397 ac-ft 8.33 hrs ADD 5 6 7 2.1992 cfs 0.7451 ac-ft 8.33 hrs ROUTE HYDROGRAPH 3 THROUGH REACH SWALE --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 0.202 1.410 0.018 0.933 609 0.579 0.212 0.171 1.17 cfs 0.41 fps 0.62 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH PIPE1 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn PIPE1 1.10 1.17 2.08 56.41 6.75 12.00 2.58 2.46 LPOOL 1 "POND 1 DISCHARGE" EB1 7 P1 COMB1 8 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume POND 1 DISCHARGE 1.69 2.20 P1 COMB1 30.26 0.77 8 6831.34 cf LPOOL 2 "POND 2 DISCHARGE" EB1 8 P2 COMB2 9 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume POND 2 DISCHARGE 1.69 0.77 P2 COMB2 29.27 0.51 9 9900.81 cf 10/ 6/94 Pat McCullough, P.E. page 11 FINAL RUN OF SITE HYDROLOGY FOR CHAFE MINI STORAGE 100 YEAR STORM --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY End program file CHAFE.PGM CHANGE "100 YEAR STORM" 7.50 PRECIP E81 P81 PB2 PB3 S-HIL LSTEND Executing Program file: CHAFE.PGM REMARK THIS IS THE HYDROLOGIC PROGRAM FOR THE CHAFE MINI STORAGE PROJECT. RUN THIS WITH VARIOUS ASSUMPTIONS AND YOU CAN CHECK THIS DESIGN. LSTEND ZERO 1 20 MOVE EB1 to 2 2.8906 cfs 1.5167 ac-ft 9.00 hrs MOVE PB1 to 3 1.8992 cfs 0.6564 ac-ft 8.33 hrs MOVE P82 to 4 0.3626 cfs 0.1253 ac-ft 8.33 hrs MOVE P83 to 5 0.9517 cfs 0.3140 ac-ft 8.33 hrs ADD 3 4 6 2.2618 cfs 0.7817 ac-ft 8.33 hrs ADD 5 6 7 3.2135 cfs 1.0958 ac-ft 8.33 hrs ROUTE HYDROGRAPH 3 THROUGH REACH SWALE --x-- --m-- -k*-- --Q°- --K-- --C-- -sto- -kin- 0.188 1.444 0.014 0.944 542 0.575 0.176 0.152 1.73 cfs 0.46 fps 0.76 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH PIPE1 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn PIPE1 1.10 1.73 2.08 83.30 8.87 12.00 2.79 2.46 LPOOL 1 "POND 1 DISCHARGE" EB1 7 P1 COMB1 8 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume POND 1 DISCHARGE 2.89 3.21 P1 COMB1 30.83 2.22 8 8547.14 cf LPOOL 2 "POND 2 DISCHARGE" EB1 8 P2 COMB2 9 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume POND 2 DISCHARGE 2.89 2.22 P2 COM82 29.62 1.30 9 10548.43 of End program file CHAFE.PGM MAp e!R i pV . 'coal El e "V h 'col moh i� 4e mo� m��eh u u Omam 4 to eho< em< V ixo u v C� , NN ee mNnm .nm o v o tic x timNn < oh i' e IN hheN o < oio Svwm O4j"00 me.N.�x � o i < x �mNISMvlommEs p^ mo u N-oh OR x �pholh .0 ;^z� nkx ovo�v�<`p�°� h F0 azRER`ati.lR�'ON`,icxe mI Nu °N ' ^�Fcmp2R «go'mn � y 1oV5w ivhsA IR\ ?.< 0 oe°e � y3R �y`pNC 5sy dry& I¢�QS�<y6 SRmw� <m�m� �oim` site, JJI OYON 77/H ONYS Fe Fen As.Mao I To r ISM ' x R - '.•I:!/ �' 00ho < q V h 0o I `, a•," << R .. O " \ - - -__ __ , , / m / / / N E NO� fill La.ad` s 00el IILII "I, ell 1 / j � f if --Gra�e P-a 117 Q LEGEND N Hyd No. 1_ 0 0 m a D c D YN Q D 6 12 h 24 30 A 42 48 54 Time in Hours Hyd No. : 1 Rate: 22.68 cfs Time: 9.67 hr Vol 18.22 Ac-ft Int: 10.00 min ase 33�X 14rr� /ed 7e� G/ 10/ 5/94 Pat McCullough, P.E. page 1 SAND HILL WATERSHED ABOVE NEW CULVERT HYDROLOGY BASIN SUMMARY BASIN ID: S-HIL NAME: SAND HILL BASIN ABOVE CULVERT TOTAL AREA. . . . . . . : 100 . 00 Acres BASEFLOWS: 0 . 25 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 6 . 10 inches AREA. . : 85 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 55 . 00 TIME OF CONC. . . . . : 94 . 18 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 15 . 00 Acres CN. . . . : 98. 00 TcReach - Sheet L: 300 . 00 ns: 0 . 4000 p2yr: 6. 10 s:0. 0500 TcReach - Shallow L: 2100 .00 ks: 5. 00 s:0.0200 TcReach - Channel L: 700.00 kc:5.00 s:0.0300 TcReach eloa8:0.1600 3:00 s:0.0400 -ft TIME: 580 min i 3-4.3 Corrugated Metal Pipe-Arch(Inlet Control Nomograph)Standard Sizes and 18-Inch Corner Radius 5,000 16'-7'x 10'-1' 4,000 1) 1 4 Iz) 15'-4'x 9'-3' 3,000 EXAMPLE 4 (3)— Sizs: W. 22' 4 k 2,000 D• 20 cA 3 12'-10'x 8'-4' ti NW V NW 3 S w o (bet) 3 41- 11'-5'e 7'-3' p) 1.10 2.0 a a 1,000 w (2) I.I5 2.1 2 0 600 13) 1.22 2.2 9'-6' x 6'-5' i o 600 eD In teat 2 2 m 500 . . 6'-2'x 5'-9' 400 1.5 300 1.5 1.5 7'-O'x 5'-I' 200 = 6'-1' x 4'-7' - -- ---. U a / 1.0 Q. 71'X470 LL 100 a 1.0 IL Z 60 / 2 .9 L0 LLO 64'X43a O 60 E+pip/ N .9 57"x36" LAP 40 /// w 6 U. 6 / 0 a / n .B z 30 / cc 7 /p N UU G/" w / 20 NW ENTRANCE z 7 7_ �g 1r9 S N D SCALE TYPE :J N 42"x Z9" / _ // U) Noaduall 4 / 10 12) Mitered to coot orm O 6 .6 6 13 b alo Pa 0 3511X2411 (31 Projecting W c 6 a a i 5 p 4 w .5 S .5 28"XZOa To vac scale (2)or(J) Droleet = 3 horizontally to scale (1),then use straight Inglined Ilne through D and 0 scabs,or reverse as 24"x 19" 2 illustrated. 21"A Is" 1.0 1.---0-1 .4 4 .4 g D .5 .35 .35 .35 _'ADDITIONAL SIZES NOT DIMENSIONED ARE HEADWATER DEPTH FOR LISTED IN FABRICATOR'S CATALOG C. M. PIPE-ARCH CULVCRTS BUREAU OF m1BLIC GOADS JAN.1063 WITH INLET CONTROL 3 - 11 May 1989 C 221311 x '/a" Height-of-Cover Limits for Corrugated Steel Pipe H 20 and H 25 Live Load E 80 Live Load Diameter Minimum Maximum Coven Peet Diameter Minimum , 'Maximum Cover,reet or Span, Cover, Specified Thickness,Inches .or San, .Cover,,, Specified Thickness,Inches Inches Inches 0.064 0.079 0.109 0.13S 6368 'lucces.- Inches'' 0.064 0.070 0.109- '0.138 1 0.168 12 12 248 310 12 12 248 310 15 199 248 15 199 248 18 166 207 18 166 207 21 1.12 l78 249 21 142 178 249 24 124 155 218 24 124 155 218 30 99 124 174 all 99 124 174 36 8:3 103 145 186 36 83 103 145 186 42 71 88 124 160 195 42 71 88 124 1f,0 195 48 62 77 109 140 171 48 12 lit 77 Ing 140 171 54 66 93 122 150 54 18 lib 93 122 150 fill 79 104 128 60 79 104 128 Eli 68 88 log 66 68 88 109 72 75 9372 18 75 93 78 79 78 24 79 84 12 66 84 24 66 1120 and H 25 Live Load, Pipe-Arch E 80 Live Load, Pipe-Arch Size ..,Maximum Size Maximum Round Specified Minimum Covey Feet Round ^i Specified Minimum Cover,Feet.- Equivalent, Spanx Rise, Thickness, inches searing Covey 27bNaIFLs Corner^- Egdivalent, Stan ieRise, Thlcknes& - Cover, 3 nslFt.a Corner C Inches Inches inch., aring Pressure Inched Idthes Inches Inches Baring Pressure 15 17 x l:I 0.0(A 12 15 15 17 x 1:3 0.079 24 22 18 21 x 15 0.064 14 18 21 x 15 0.079 21 24 x 18 0.06/1 12 21 24 x 18 0.109 24 28 x 20 f1.t164 12 24 28 x 20 0.109 30 35 x 24 011164 12 30 35 x 24 0.138 36 42 x 29 0.064 10 36 42 x 29 0.138 42 49 x:l:i 0.064 9 42 49 x:3:3 0.1:38 48 57 x:38 0.064 9 48 57 x:38 0.138 54 (4 x 43 0.079 9 A 64 x 4:3 0.138 60l 71 x 47 0.109 9 60 71 x 47 0.138 24 2'L fit; 77 x 52 1).109 9 72 83 x 57 1 0.138 12 10 Notes for Pages 7 and 8 1.These tables are for lock-seam or welded-seam 6.1'he E 80 pipe-arch tables minimum and maxi- construction.They are not for riveted construc- mum covers are based on the corner bearing lion.Consult your CONTECII Sales Engineer pressures shown.These values may increase for height-of-cover tables on riveted pipe or decrease with changes in allowable corner 2.The haunch areas of a pipe-arch are the most bearing pressures. critical zone for back611ing. Extra care should 7.0.064"is 16 gage. be taken to provide good material and com- 0.079"is 14 gage. paclion to a point above the spring line. 0.109"is 12 gage. 1 11 80 minimum cover is measured from top of 0.138"is 10 gage. pipe to bottom of lie 0.168"is 8 gage. 4.II 20 and If 25 minimum cover is measured from top of pipe to bottom of flexible pave- ment or lop of rigid pavement 5.The 11 20 and II 25 pipe-arch tables are based on 2 tons per EC''corner bearing pressures. C I Manning Pipe Calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . . . . Elliptical Solving for . . . . . . . . . . . . . . . . . . . . . Depth of Flow Minor axis . . . . . . . . . . . . . . . . . . . . . . 33.0000 in Major axis . . . . . . . . . . . . . . . . . . . . . . 49.0000 in Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 23.0000 cfs Slope 0.0100 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0240 Computed Results: Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 16. 1877 in Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.8194 ft2 Wetted Area . . . . . . . . . . . . . . . . . . . . . 4.3034 ft2 Wetted Perimeter . . . . . . . . . . . . . . . . 64.3924 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 130.0343 in Velocity . . . . . . . . . . . . . . . . . . . . . . . . 5.3446 fps Hydraulic Radius . . . . . . . . . . . . . . . . 9.6237 in Percent Full . . . . . . . . . . . . . . . . . . . . 49.0536 % Full flow Flowrate . . . . . . . . . . . . . . 47.6013 cfs Full flow velocity . . . . . . . . . . . . . . 5.3974 fps i #Rating Curve Data #D,epth jih) Flowrate (cfs) #------------ ------------- 12.00000000, 13.09448180 13.65000000, 16.77680218 15.30000000, 20.76015831 16.95000000, 24.96390432 18.60000000, 29.29503152 20.25000000, 33.64786573 21 .90000000, 37.90356232 23.55000000, 41 .92892091 25.20000000, 45.57336991 26.85000000, 48.66177817 28.50000000, 50.97664859 30. 15000000, 52.20675800 31 .80000000, 51 .72716156 Culvert Calculator J Outlet Control Given Input Data: Shape Circular Number of Barrels . . . . . . . . . . . . . . . 1 Solving for . . . . . . . . . . . . . . . . . . . . . Headwater Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 23.0000 cfs Slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0200 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0240 Maximum Height . . . . . . . . . . . . . . . . . . 60.0000 in Diameter . . . . . . . . . . . . . . . . . . . . . . . . 30.0000 in Length . . . . . . . . . . . . . . . . . . . . . . . . . . 18.0000 ft Entrance Loss . . . . . . . . . . . . . . . . . . . 0.5000 Tail Water . . . . . . . . . . . . . . . . . . . . . . 2.0000 ft Computed Results: Head Water . . . . . . . . . . . . . . . . . . . . . . 2.0481 ft Velocity . . . . . . . . . . . . . . . . . . . . . . . . 5.4634 fps Messages: Computing Outlet Control headwater. Outlet not submerged. Normal Depth: 1 .5878 in Critical Depth: 1 .6323 in Normal depth <= critical depth. Flow is supercritical. Since culvert is supercritical no profile generated. Tailwater depth > critical depth. Inlet depth = average of critical and tailwater depths. Headwater depth = inlet depth + entrance loss. i Engineering Software Applications May 19, 1996 Jill Vanhulle Water Resource Specialist Department of Ecology P.O. Box 47775 Olympia, Wash. 98504-7775 Dear Jill, We are applying for water rights for 150 gpm and 80 acre feet per year in the SE 1/4 of the SE 1/4, of Section 30, T23N, and R1 W. The water will be used for do- mestic use. We propose to construct a water system that will provide both domestic supply and fire protection. We will build a 66,000 gallon water storage tank on the hill overlooking the site located on the project site, two new wells and the n cessary 6 and 8 inch distribution piping. The mobile home park will have approximately 61 lots. The mini storage would count for 11 additional lots for a total 7 lots. The Washington State Department of Public Health Sizing Guidelines for Public Water Supply requires that there be 600 gallons of water per day for each connection to the water system where there is adequate standby storage. The amount of water supply required by WSDOH for the new development would then be 72 x 600 = 43,200 gallons per day. The WSDOH requires an instaneous flow of 12 gallon per minute for 72 lots. We calculated that domestic supply will be approximately 50 acre feet per year. Since we will have extensive shurbs and landscaping will use 25 acre feet a year for site irragation. Our water right request is for 125 gallons per minute and 75 acre f get per year for domestic supply. We have not had a ground water geologist calculate the impact of the p oposed Water rights on the local and ground water tables but we have develope some rough calculations that give us some comfort that we will not impact the existing ground water supply. Engineering Software Applications,Inc. 210 N.E.Cherokee Beach,Beltair,Washington-88628 (206)276-0678 Engineering Software A pplications Some facts: 1. Several private domestic wells exist approximately 1200 feet to the East of the proposed well field site and the ACE Paving well that is 500 feet to the West . To our knowledge, these are the closest wells to our proposed well field. 2. The rainfall falling on the two sites is about 55 to 60 inches a year. It is esti- mated that over 33 inches of the rainfall is surplus, that is, over and above soil moisture needs and evapotranspiration. Most, if not all of the surplus water in the project area soaks into the ground. 3. The amount of surplus water the site (approximately 38 acres) generE tes amounts to 93,000 gallons per day on the average. Virtually all of this w ter soaks into the ground due to the pervious nature of the soils and the undulatin topogra- phy. The project will modify the ground permeability somewhat which wil reduce the amount to water reaching the water table. This will be mitigated by the large detention and exfiltration ponds that have already installed on site. h 4. If the total water rights for this site were used every day, the water us s would amount to 69,000 gallons per day. Mr. Chafe's 38 acres generates enough ground water to supply the mobile home park with water and mini storage. 5. 1 have enclosed several geologic maps of the area which show that the pre- dominate soil types are Qvr (Recessional Gravels) and Qvrs (Recessional Sands). In fact, the area above the site is called "Sand Hill". Well logs oil the gravel pit site show the recessional gravels to be at least 88 feet deep and the ground water table to be 29 feet below the surface. The proposed wells will be drilled to a depth of approximately 150 feet with the hope of developing a potential yield of over 125 gallons per minute in the Advanced Outwash strata (Q a). De- pending on the production of the well and the quality of the water, additional water rights may be requested in the future with an eye towards connecting to the Beards Cove water system. Note that we have made a request to connect to the beard's Cove water system and have been turned down by Mason County. In conclusion, this request for water rights will have no impact on the existing Engineering Software Applications,Inc. 210 N.E.Cherokee Beach,Belfair,Washington•98628 (206)276-0678 t Engineering Software Q pplicatlons plentiful ground water supply and no impact on well in the immediate area. There is plenty of water and very few people using it. Please call me if you have any questions. Yours Truly, Pat McCullough, RE. President, ESA Engineering Software Applications,Inc. 210 N.E.Cherokee Beach,Belfair,Washington-98528 (206)276-0578