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25473 PE-1206E SUMMERFIELD EAST ' ' ENGINEERING • LAND SURVEYING • PLANNING - MATERIAl.$ TESTING ' SUMMERFIELD EAST TN , S ADDITION ' RESIDENTIAL SUBDIVISION SPOKANE, WASHINGTON ' (Section 35, T 36N, R44E WM) ' ' STORM WATER DESIGN . ' DRAINAGE STU DY REPORT 2 t 4~cauNn ErIstNEER 1 prepared by OFFlGWL Pl1BL1C DOCUMENT ' SPOKANE COUN7Y ENGINEER'S OFFiCE USKH / WYATT ENGINEERING, INC. O GINAL A Subsidiary of USKH, Inc. PROJECT # ' 1220 N. Howard Street SUBMITTAt, iP I ; Spokane, Washington 99201 pET11qN TO COUNTY ENGINEER (509) 328-5139 PH ' (509) 328-0423 FX ' Submittal Date: February 21, 2003 1 ' Copy No. 1.1679302-Tupper Summerfield Sth Add PSE1Reportsoramagel5th addition1679302-DrainageRpt-5thAdd.wpd ' ' ' ' Summerfieid East 5'° Addition Subdivision I SUMMERFIELD EAST, ST" ADDITION RESIDENTIAL SUBDIYISION , SPOKANE, WASHINGTON ' (Section 35, T 36N, R44E Wlv) r ' STORM WATER DESIGN DRAINAGE STUDY REPORT ~ ~ ~ "The desi9n improvernents shown in this sef of plans and colculaiions conform to fhe applPcable editions of fhe Spokane County Sfandards for Road and Sewer Conshucfion and the ' Spokane Covnty Guidelines for Sformwater Monagement. All design deviafions (if any) have been approved by fhe Spokane Counly. f approve these pfans for consfruction." i ~ N a~ w ~ x ~ 4A , AL 1 M~IRES 6W 0 -J5 ~ i 1 USKH / Wyatt Engineering (679302) Storm Watcr Brief ' February 21, 2003 ' ~ ~ Summerfield East 5'h Addatian Subdivision ' TRble of C(IILtGII$S ~ SeCtiUri Pa2C ~ 1,00 IL1tf47dLIGtLC7n I 2.00 Site Conditions I - ' 3.00 Drarnage Area Summary Z ~ 4.00 Summary of 5tarrnwater Calculations 4 - 5.{]0 Erosion Control Considera.tions 5 ~ 6.00 SummarylConcPusions 6 ~ List of Tables ' 4.01 Tabuiar Summary of Storm watec Analysis 5 ~ List of Appertdices Appendix I- Project Location Map ~ APpendix II - I7rainage Area iViap Appendix III - Soils Information Appendix N- RatiDnal Method Caiculatians ' Appendix V- Miscellaneous Figures Appendix VI- Miscellaneous Letters ~ ~ ~ ~ USKH 1 Wyatt Engsneenng (679302) 5torm Watcr Erief ~ Februazy 21, 2003 ~ ' ' Summerfield East 51 Addition Subdivision ' 1 ' Drainage Study Report for Storm Water Design ' 1.00 Introduction , The intent of this design study report is to determine the peak storm water runoff resulting from the t proposed design of Summerfield East 5'h Addition. The proposed project is located in Spokane County, Washington (T26N, R44E WM), located north of Olympic Avenue, south of Crown Avenue and west of Burns Roads. (See Appendix I- Project Location Map). This project consists of the construction of ' roads and utilities for the development of 19 residential lots. The road improvements are portions of the existing paved streets Calvin Road and Queen Avenue. This project includes excavation and backfil( for structural roadway sections, pavement, sidewalk, curb and gutter, and utilities, including the necessary ' storm drainage improvements to handle runoff. The storm drainage system (i.e. type "A" and "B" drywells, grassed percolation areas (GPA) or "208" ' swales) will be installed to accommodate the storm water runoffgenerated by the impervious areas created by constructing Calvin Road and Queen Avenue. Additional drywells will be installed to accommodate stormwater runoff from non-impervious surfaces of the lots. (Refer to Appendix II- ' Drainage Area Map). ' 2.00 Site Conditions Soils in the area consist of Garrison Gravelly Loam (GgA) and Garrison Very Gravelly Loam( GmB), and ' are shown on the attached SCS soils map (Refer to Appendix III - Soils Information) for Spokane County, Washington. , Further geotechnical investigations were performed by Strata to evaluate existing subgrade materials. Testing identified the eausting subgrade material as predominantly SM (Silty Sand/Sand-Silt mixtures) materials over GM (Silty Gravel, Gravel-Sand-Silt mixtures) materials, as classified under the Unified Soil ' Classificadon System (USC). These materials are covered with a top layer of ML (Inorganic Silt, Sandy or Clayey Silt). A copy of the Geotechnical Report, prepared by Strata is attached (See appendix III - Soils Information) for detailed soils information and recommendations. ' As per the Spokane Counry Stormwater Guidelines, this soil allows for the use of drywells to dispose of stormwater runoff. USKH / Wyatt Engineering (679302) Storm Watcr Bnef ' February 21, 2003 Page 1 ' ' ' Summerfield Gast 51 Addition Subdivision ' 3.00 Draioage Area Summary ' The project area consists of seven (7) new drainage areas (DA). All drainage areas consist of the pervious lot acreage and impervious asphalt, curbing, sidewalk, roof and driveway, which comprise the subdivision improvements. 'I'he slope within each DA generally ranges from approximately 0.5% to 1.5% ' in the area of construction. Following is a summary description of each Drainage Basin: Basin DA-1: ' This basin is 56,355 ft2 in size and includes the north west area along Caivin Road and four (4) respective adjacent lots. Flow from this basin will be diverted offthe street area via curb and ' gutter. Flow will then exit the gutter through a type 1 curb opening located on Calvin Road. Flow will drain and be treated through swale #1. Swale #1 will have a bottom azea of460ft2 and treatment volume of 466 W. Discharge from this basin will be deposited into one (1) type "B" ' drywell. Based on the eyuaNons for capacity of curb opening inlets on page 640, "Guidelines for Stormwater Management," a 2-foot opening is adequate. ' Basin DA-2: This basin is 3,555 ft2 in size and includes the north east area along Calvin Road and , approximately one-third of the respective adjacent area of Lot 1, Block 23. Flow from this basin will be diverted off the street area via curb and gutter. Flow will then eacit the gutter through a type 1 curb opening located on Calvin Road. Flow will drain and be treated through swale #2. ' Swale #2 will have a bottom area of 118ft2 and treatment volume of 124ft3. Discharge from this basin will be deposited into one (1) type "B" drywell. A type "A" drywell is adequate, but more flow could be accepted from future phases with a type "B" drywell. Based on the equations far ' capacity of curb opening inlets on page 6-40, "Guidelines for Stormwater Management," a 2-foot opening is adequate. ' Basin DA-3: This basin consists of the remaining area not covered under DA-1 and DA-2, along Calvin Road. ' This basin is 10,665 ft2 in size and includes the south east area along Calvin Road and approximately one-third of the respective adjacent area of Lot l, Block 22. Flow from this basin will be diverted offthe street area via curb and gutter. Flow will then eacit the gutter through a ' type 1 curb opening located neaz the south east edge of the proposed portion of Calvin Road. Flow will drain and be treated through swale #3, prior to entering a catch basin and being directed to a type `B" drywell, located on DA-1 area. Swale #3 will have a minimum swale bottom area ' of 264 ftZ and treatment volume of 270 W. Based on the equations for capacity of curb opening inlets on page 6-40, "Guidelines for Stormwater Management," a 2-foot opening is adequate. 1 USKH / Wyatt Engineering (679302) Storm Water Brief ' February 21, 2003 Page 2 1 ' ' Summerfield East 51 Addition Subdivision , Basin DA-7: ' This basin is 48,710 ftZ in size and includes the south west area of Queen Avenue and five (5) respective adjacent lots. Flow from this basin will be diverted off the street area via curb and gutter. Flow will then exit the gutter through two (2) type 1 curb openings located along the south ~ side of Queen Avenue. Flow will drain and be treated through swale #7. Discharge from this basin will be deposited into one (1) type "B" drywell. Swale #7 will have a minimum swale bottom area of 526 ft2 and treatment volume of 532 W. Based on the equations for capacity of ~ curb opening inlets on page 6-40, "Guidelines for Stormwater Management," 2-foot openings are adequate. ' 4.00 Summary of Stormwater Calculations Attached are worksheets (See appendix IV - Rational Method Calculations) which determine the peak ' storm water runoff for Post-Development conditions for each roadway DA. The defined drainage areas are less than 10 acres in size and were analyzed using the rational method (Q=CIA) to determine the peak storm water runoff based on a 10 YR design frequency. The time of concentration (Tc) for the ' farthest sub-basin (longest Tc) was determined using the method outlined in the "Guidelines for Stormwater Management", Spokane County, WA. , For all drainage areas using the Rational Method, the Intensity-Duration Curve for the Spokane Area was used to determine the conesponding intensity (I) for each time of concentration. A weighted runoff coefficient (C) is calculated for the Post-Development conditions, using the surface types and areas ' within the each drainage area(DA); Grassed percolation areas (or '208 swales) will be used for storm water treatment and detention for the ' Summerfield Subdivision drainage areas (DA's). Type "A" and/or Type "B" drywells will be installed within the grass percolation azea (GPA). The drywell rims will be elevated 0.5 feet above the bottom elevation of the GPA. The intent is to provide storage for the fust %2 inch of storm water generated from ' impervious areas that require treatment. These areas include the road, curbs and driveways. The capacity of each rype "A" drywell is 0.3 cfs and for each type "B." drywell is 1 cfs in the Garrison , soils as outlined in the Spokane County Guidelines for Storm water Management, Pg 4-15. Using the Bowstring Method, the peak runoff is routed through each respective GPA to determine the , Minimum Required Storage Volume. The Minimum Required Storage Volume is then determined and compared to the Provided Storage Volume by the GPA. ' The Minimum Required Storage Volume consists of both the volume required for treatment (described above) plus the required detention volume. The detention volume is the difference between the inflow and outflow rates. (See Design Calculations). In each DA, the Provided Storage Volume will exceed the ' Minimum Required Storage Volume. USKH / Wyatt Engineering (679302) - Storm Water Brief ~ February 21, 2003 Page 4 ' ' ' Summerfield East 5" Addition Subdivision ' Curb inlets, sidewalk inlets or catch basins will be used to divert storm water from the roadway areas into the grassed percolation area (or "208" swale). The minimum required length of curb opening is , determined based on the procedure outlined in the Spokane County "Guide(ines for Storm water Management". For a sump condition, the procedure is based on a full opening of 0.5 feet (or 6 inches) of a type A curb along with a 2" inlet depression (See Spokane County Standard, B-9 for dimensions) or is ' based on a full opening of 4" in the case of a Type 2 sidewalk inlet. For a catch basin inlet on a grade, figure 15 from the Spokane County "Guidelines for Storm water Management" was used to determine the amount of flow captured and the amount bypassed to downstream basins. These calculations are ' included in each basin calculation. 4.01 Tabular Srimmary of Storm water Analysis ' Drainage Time of Rainfall Weighted Total Peak Runoff Minimum Area, Concentration, intensity, l Coefficient, Area, A Q,o,,R Required ' DA Tc (min.) (in/hr) C (acres) (cfs) Storage (CF) ' Post-Development - Summerfield East, 51° Addition DA-1 8c 3 I 0.88 3.18 0.54 1.54 2.64 947) ~ DA-2 0.46 3.18 0.59 + 0.29 ~ 0.15 , 123 ' DA-4 & 5 0.99 I 3.18 0.52 0.60 3.27 1,422 DA-6 & 7 I 0.99 318 0.54 0.56 I 4.24 1566 ' Post-Development - Summerfield East, 4`" Addition DA-2 & 3 I 1.40 + 3.18 I 0.64 + 0.29 I 0.58 ~ 335 1 ' 5.00 Erosion Control Considerations The erosion or sediment control plans are included as part of this project. t The Contractor is responsible for insuring the use of proper erosion control and shall maintain such measures throughout construction, until all pertinent ]andscaping and permanent erosion control measures ' (i.e. grassed areas, paved surfaces) have been established. Maintenance shall include daily inspections ~ and repair of the silt fencing, hay bales, or other. The Contractor wil] also inspect all erosion control measures following each storm water event during construction or until the permanent measures are ' established. Specific temporary measures which will be used during construction include the installation of silt fences, ' hay bale check dams, and construction entrances. The measures will be installed along the down gradient USKI-1 / Wyatt Engmeering (679302) Storm Water Bnef ' February 21, 2003 Page 5 ' 1 ' Summerfield East 5" Addition Subdivision ' property lines, parallel with the existing ground contours or perpendicular to the storm water runoff direction. The upstream ends of all existing culverts will be protected by the installation of hay bales. ' Construction entrance will be required in order to clean the tires of trucks and vehicles exiting the construction area. , Periodically, the temporary erosion control measures must be cleaned of debris and siltation. The contractor shall dispose of the materials so as not to damage any reclaimed areas or create other erosion problem areas. Upon direction by Spokane County, Owner or Engineer, the Contractor may also be ' required to clean the County roadway of siltation or other debris which may occur along Crown Road or Burns Road at the construction entrances. ' 6.00 Summary/Conclusions ' The storm water runoff generated by post-development conditions of the Summerfield Subdivision project will be directed to `208' swales sized to handle the first %Z inch of stormwater runoff. Discharge from these swales will be directed into the subsurface native soils using either type "A" or type "B" drywells. ' T'he GPAs (or "208" swales) will function as storm water detention areas as well as provide treatment prior to discharge into type "A" or "B" drywells. , DA-1 and DA-3 combined are 1.53 acres in size with 0.36 acres of impervious area. Drainage will be directed into two (2) `208' swales with a minimum capacity ~f 656 CF~and will be discharged into the subsurface strata via one (1) type "B" drywell. ' DA-2 is 0.08 acres in size with 0.03 acres of impervious area. Drainage from DA-2 will be directed into one (1) `208' swale with a minimum capacity of 57 CF and will be discharged into the subsurface strata ' via one (1) type "B" drywell. - DA-4 and DA-5 combined are 1.97 acres in size with 035 acres of impervious area. Drainage from DA-- ' 4 and DA-5 will be directed into four (4) `208' swales with a minimum capacity of 635 CF. Discharge from DA4 will flow into a catch basin and then into the shared drywell in DA-5. Discharge from DA-5 will flow into the subsurface strata via one (1) type "B" drywell. , DA-6 and DA-7 combined are 2.47 acres in size with 0.50 acres of impervious area. Drainage from DA- 6 and DA-7 will be directed into four (4) `208' swales with a minimum capacity of 908 CF. Discharge ' &om DA-6 will flow into a catch basin and then into the shared drywell in DA-7. Discharge from DA-7 will flow into the subsurface strata via one (1) type "B" drywell. ' The Contractor(s) will be responsible for the proper installation and maintenance of all temporary erosion control measures necessary to protect down gradient areas from siltation. 1'he Contractor shall also protect against siltation of the drywells and GPAs (or "208" swales) throughout construction. ' USKH / Wyatt Engineenng (679302) Storm Water Brief ' February 21, 2003 Page 6 ' ' Summerfield East 5' Addition Subdivision ' To prevent runoff entering from the north of the plat and provide an addition factor of safety against flooding from the Zone B Flood Plain, a one foot berm was constructed along the north boundary of the ' plat, for Summerfield East 4' Addition. Type "B" drywells were installed at the east and west ends of the berm to handle any runoff that accumulated against the berm. These measures were outlined by Spokane County as a requirement for that plat. (Refer to Appendix VI letters from Tammy Williams and ' Dean Franz.) Summerfield East 51 Addition will require these berms be constructed only if the future phase, Summerfield East 61 Addition (to be constructed north of the 51 Addition) is not constructed following this development. ' The bottoms of the swales in the development are constructed parallel to the road curbs and 1.2 feet below the top of curb. All swales are less than 1 percent in slope and are considered flat as per the ' Spokane County "Guidelines for Stormwater Management." Driveways will be constructed across the swales when the lots are developed. The area of these driveways has already been subtracted from the area of the swales, and the runoff from the driveways calculated for treatment. Driveways will be ' constructed across the swales with a low point 6" above bottom of the swale. This will allow areas . between driveways to act as mini GPA's and prevent a single large area of ponding. Overflow from these mini GPA's will continue to the drywell location and be discharged to the subsurface. ' 1 ' ' 1 ~ ' 1 ' 1 USKH / Wyatt Engineering (679302) Storm Water Brief ' February 21, 2003 Page 7 1 ' ' Summer6eld East 5' Addition Subdivisio❑ ' r , ' ' ' APPENDIX I - Project Location Map ' ' 1 ' ' ' 1 , ' ' USK.H / Wyatt Engineering (679302) Storm Water Bnef , February 21, 2003 , r ~ ~ . _ . - D , .:.a.. ~ Z . _ , _ . . _ . _ ~ • BOWpISH m ~ m z r f ~ ~ ~ PlNES • ; PINES RO ~ ~ ► MCDONALD cto'~ ~ a ~ = f = ° _ EVERGREEN EVERGREEN RD I o ~ ~ ADAMS ~ > . • ~ ~ PROGRESS t SULLIVAN ' • . - , SULUVAN RD 1 ~ . . ~ . I . . _ r~ ~ ' ' Summefield East 5i° Addilion ' Subdivision ' ' ' APPENDIX Il- Drainage Area Map ' ' ' ' , ' 1 ' ' ' USKH / Wyatt Engmeering (679302) Storm Water Brief February 21, 2003 ' ,,,mL x ii ii ~ ~ ~ ~ i I l~•~ s~ •,•`y~ A~ ~ 20 ixcs7 d ~or a II LAT 2 10.10i tf I ~ I L07 1 LOT e 11,242 ~f 1~.4a0 d I ~ LOT J LflT 7 II m ~ Vj W~ ~ 10.00b d II ~al Z ~ xk ~'~7 ~ q D4 ~A'2 4 T a ~ Lar e ~ It ,a„9 ~ ~,~~4 ~ g U a ~ ~.,.y„ ~ ~ aT 4 Lo ' ~ ~ q ~ I Lor , r z e , ~r 7 Y 5 3 DA-4 ~ ' ~M V ~ 3 ~ 4 , ~ 2~g 20 1ClTk ~ , III II ~ ~ DA-C~ i ~ _ z~ DA_3 ~ MPOM DA-i M ~ ~ ~'~°M° ~ I I - I I1Mqh ANl74-147l~ ~ ~ I asaox=e= t~ 19 ~ tC --r' ~i9 W rx4~ - - - q A~k 2 LtFft LOT2 - - e. - .v d--- I il~ ~ y a % 22 DA_7 18\ LoT a car < LOT Wr e DA' II DA-5 LDT 7 r~ 4~, ~ w~ s s ~ ~ e MTAL 'u ~ ~ mr 1 ~ A-3 ~ 1,,~ ~ ~ ~j 1 E-1 tOr I E73 Z uo W ~ . ~ C3 s ~ A Q z ~ DRAINAGE AREAS (DA): w U ~ ~ D1RAfNAGE ARFA (DA-1); DRAfNAGE AREA (DA-3); DRAINAGE AREA (DA-5): QRAfNAGE AREA (DA-7): T(}TAL AREA-56,355SF TOTAL AREA- f 0,665SF TOTAL AREA,49,0635F TOTAL AREA=48, 71 Q5F ~ a IMPERVIaUS TREITMENT AREA=7,289SF IMPERVfOUS TREATMENT ARE'A=8,454SF IMPERV10t1S TREATMENT AREA=7,756SF 1MpERVfOUS TREATMENT AREA=8,408SF S W ALE V O L U M E REQ U I R ED=3 Q 4 C F S W A L E V O L U M E R E Q U I R E D= 3 5 2 C F S W ALE V O L U M E RE Q U f R E D= 3 2 3 C F S W A L E V O L UME R E Q U I R E p= 3 5 0 C F SWALE VOLUME RROVfpED=466CF SWALE VOLUME PROVIaED=270CF SWALE VdLUME PROVlDED=580CF SWALE VULUME PROVIDED=532CF c~c~osr: (COM8INED W/DA-1 TC3 MEET VOL.UME) (COMBINEU W/DA-4) (COMBINED W/DA-6) ~ JNL DRAINAGE AREA (DA-2): DRAINAGE AREA (DA-4): DRAINAGE AREA (f}A-6). DRAINAGE AREA (DA-2&3, 4TH AQD,): DERM By: UY TOTAL ARE4=3,5555F TOTAL AREA=36,875SF Tp7AL AREA=46,452SF TOTAL ARE4= 12,415SF SCALL.~'=ea' lMPERVIaUS TREATMENT ARFA=1,378SF IMPERVIOUS TREATMENT ARE4=7,486SF 1MPERVIOUS TREATMENT ARE4=8,408SF IMPfRVIOUS TRFATMENZ ARE4=4,970SF aTE, SWALE VO«!ME REQUlRED=57CF SWALE VOl.UME R~EQUIRED=372CF SWALE VOL~JME REQUfRED=350CF SWA1.E VQLUME R~EQUIRED=207CF a2-2~-03 SWALE VOLUME PROVIDED=124CF SWALE V0Ll1ME PR4VfDED=606CF SWALE VOl.UME PROVIQEp=508CF SWALE VOLUME PROVIDED=336CF PROW NO'` 679302 SHEEf 1 OF 1 1 1 Summerfield East 5' Addition ' Subdivision 1 ' ' APPENDLY III - SCS Soils Information ' ' ' ' ' 1 ' 1 ' ' 1 ' USKT-1 / Wyatt Engineering (679302) Storm Water Brief February 21, 2003 ' (heef 57) ~ M M ~ oins s ~ ~ ~ ~ .M.~ . . . . . . . . . . . x , A,. =-CA a 1 ......»...I I....--~ • ~ ~ '~i~~ 4 !N ~ i ~ •s ~ Q~ t jf ~ ~ G , ~KA ~ { . ; a~ ,,...,'•~.X7~ i i R_'? 1~p ' ; ~ t , 1 y~ >I'M,~ ~ bJ ~ ...4.. , ~j~ ~~```ti"~ •.Y~~r~y~~~t Bf.i 9~` I. . 1 ~ ~ 1'~~ '~j . r.. ` . ~ R~' ~ r ~ • ~'~'7 f~. 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OQY WT): ~ ' fQVORGQL: YGZlt3 ' B30 ~ NOAM6l YCARS ~ 100 ~ uHrnvaRAaLe r*nns ~ aao ~ I I I ~ Rnnct sl:d o•31YOaZwa ICOTNGiL1 G%CLSSiVCPSRVCASIlI7Y R67S 4AT CAIISII VOItUT(OM CT CRDUM YIGTSA SITS INOE% IS A SUh1MaAY GT S OA MOAd HQGSUA[MGNTS ON 7MI5 SOII. 1 , ' ' Summerfield East 5' Addition Subdivision , ' 1 APPENDIX [V - Rational Method Calculations ' ~ ' ' ' ' • ' ' ' ' USKH / Wyatt Engineering (679302) Storm Watcr Brief February 21, 2003 ' SummerField East 5th Addition Storm Water Design - Drainage Study Report Calculations Drainage Area Summary DRAINAGE AREA (DA) DA1 DA2 DA3 DA4 DA5 DA6 DA7 SUBDIVISION ADDITION / PHASE ~ 5 I 5 I 5 I 5 I 5 I 5 14 (DA2&3) I Combined I 5 # OF DWELINGS IN AREA ~ 4 ~ 0 ~ 0.5 ~ 3 ~ 3.5 ~ 4 ~ 0.5 ~ 4.5 ~ 4 ROOF (SF) ~ 7,840 ~ 0 ~ 980 ( 5,880 ( 6,860 ~ 7,840 ~ 980 ~ 8820 ~ 7,840 SIDEWALK AREA (SF) ~ 1,591 ~ 335 ( 700 ~ 1,838 ~ 1,825 ~ 1,694 ( 1,170 ~ 2864 ~ 1,756 DRIVEWAYAREA (SF) ~ 2,160 ~ 0 ( 0 ~ 1,620 ~ 1,890 ~ 2,160 ~ 270 ~ 2430 ~ 2,160 CURB & STREET PAVEMENT AREA (SF) ~ 5,129 1 1,376 ( 8,454 ~ 5,866 ~ 5,866 ~ 6,248 ~ 4,700 ~ 10948 ~ 6,248 TOTAL IMPERVIOUS AREA (SF) ~ 16,721 ~ 1,711 10,134 ~ 15,204 1 16,441 1 17,942 ~ 7,120 ~ 25062 ~ 18,004 OPEN LAND / PERVIOUS AREA (SF) 39,635 1,844 531 21,671 32,622 28,509 5,295 33804 30,705 TOTAL AREA (SF) 56,355 3,555 10,665 36,875 49,063 46,452 12,415 58867 48,710 IMPERV. TREATMENT AREA (SF) 7,289 1,376 8,454 7,486 7,756 8,408 4,970 13378 8,408 MIN SWALE VOLUME (CF) ~ 304 ~ 57 ~ 352 1 312 ~ 323 1 350 ~ 207 1 557 ~ 350 MIN SWALE LENGTH (LF) ~ 152 ~ 29 ~ 176 ~ 156 162 ~ 175 ( 104 ~ 279 ~ 175 ACTUAL SWALE LENGTH (LF) ~ 310 ~ 59 ~ 132 ~ 360 357 ~ 331 ~ 174 ~ 505 ~ 343 DRIVEWAY IN SWALE (LF) ~ 80 ~ 0 ~ 0 ~ 60 ~ 70 ~ 80 ( 9 ~ 89 ~ 80 NET SWALE LENGTH (LF) ~ 230 ~ 59 ~ 132 ~ 300 ~ 287 ~ 251 ~ 165 ~ 416 ~ 263 NET SWALE VOLUME (CF) 460 ~ 118 ~ 264 ( 599 1 574 ~ 502 ~ 330 ~ 832 ~ 527 DIFFERENCE (CF) 157 ~ 61 ~ -88 ( 287 ( 251 ~ 151 ~ 123 ~ 274 ~ 176 USKH / Wyatt Engineering, Inc. 1:1679302-Tupper Summefiield 5th Add PSE\679302AreaCalcs-5thAdd.xls-Area Page 1 of 1 Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' Date- February 20, 2003 ' Name• Summefield East 5th Addition Basin NamDA-1&3 Design Frequency: 10 YR ' 1 Determine Time of Concentration ' Segment 1- Overland Flow OVERLAND FLOW Length L= 120 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 ft/ft (Slope) n = 0.016 Roughness Coefficient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY". , Tc1 = Ct'(L'N(S^0.5))^(0 6); From "Guidelines for Storm Water Management". Tc1 = 0_88 min ~ Segment 2- Shallow Concentrated Flow CURB GUTTER • Length L = 0 ft Slope S= 0 005 ft/ft ' n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0.09 ft. (Assumed depth of flow) Cross s = 0.02 fUft Z = 50.00 ft/ft (Z=1ls) ' Area, A= 0.20 ft. (A = 1/2"Z'(Y"2)) Q gutter = 0.21 cfs (Manning's equation flow) Velocity, V= 1.05 fps (V = Q/A) ' Tc2 = Length/Velocity Tc2 = 0 00 min. Segment 3- Channel Flow PIPE ' Length L = 0.00 ft Slope S= 1 000 ft/ft n= 0.012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. ' Velocity, V= (7.49/n)'(R^2/3)'(So^1/2) (Mannings Equation) Velocity, V= 43 62 ft/sec Tc3 = LengthNelocity ' Tc3 = 0 min. Total Tc = 0.88 min. ' 1 ' USKH / Wyatt Engineering, Inc ' 1-1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA183 Page 1 of 4 Summefield East 5th Addition Storm Water Design - Drainage Study Report Calcuiations , J Date: February 20, 2003 ' Name Summefiield East 5th Addition Basm Nam DA-1&3 Design Frequency: 10 YR ~ 2. Determine Weighted Runoff Coefficient (C ) and Area ' Area Surface Type (so (acres) C' CA ' Open Land (2% - 10°r6 slope) 40166 0.92 0.3 0.2766 Roof & Sidewalk 11111 0.26 0.9 0.2296 Asphalt, Curb 8 Driveway 15744 0.36 0.9 0.3253 From Bypass DAx 0 0.00 0.9 0.0000 ' Total Drainage Area 67021 1.54 Sum CA = 08315 Total Impervious Treated Area 15744 0.36 t ' From Table 1, Page 6-2, "Gwdelines for Storm Water ManagemenY" . Weighted C=(Sum CA)/(Sum A) = 0.5404 ' 3 Determine Peak Runoff (Q = CIA): Based On: Total impervious Area ' Duration (Tc) = 0.88 Weighted C = 0.5404 Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) = 1 54 ' Peak 10-year discharge = 2.64 cfs 4. Detennine Volume of Biofiltration SwalelDrainage Area: ' Total Impervious Treated Area = 15743 75 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5712 in/ft Reqwred Biofiltration Swale Volume = 655.99 CF ' "208" Biofiltration Swale Bottom Width = 2 00 ft "208" Biofiltration Swale Bottom Length = 362.23 ft "208" Biofittration Snrale Depth = 0 5 ft ' "208" Biofiltration Swale Side Slopes (X : 1) = 4 "208" Biofiltration Swale Bottom Area = 724 sf "208" Biofiltration Swale Top Area = 2197 sf ' "208" Biofiltration Swale Volume = 730 cf POND SIZE CHECKS 5. Determine the Maximum Outflow: ' Soil Type: Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS Based'on the soil rype and "Guidelmes for Storm Water Management", Page 415, the allowable design drywell flows are as shown below: ~ Number of Type A(0.3 cfs) Drywells Required: 0 Number of Type B(1.0 cfs) Drywells Required: 1 ' Total Outflow (Qo) = 1 cfs USKH / Wyatt Engineering, Inc. ' 1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA1 &3 Page 2 of 4 ' Summefield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' ' Date February 20, 2003 Name Summerfield East 5th Addition Basin Nam DA-1 &3 Design Frequency 10 YR ' 6. Determine Required Detention Storage Using Bowstring Method ' Time Increment = 5 min. Elapsed Time Intens. Q in Vol. In Vol. Out Storage' ' (min.) (sec.) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.) 0 88 53 3 18 2.64 188 53 135 ' 0 0 3.18 2.64 0 0 0 5 300 3.18 2.64 841 24 817 10 . 600 2 24 1.86 1151 208 943 15 900 1.77 1.47 1351 404 947 ' 20 1200 1.45 121 1468 594 874 . 25 1500 121 1.01 1527 774 753 30 1800 1.04 0 86 1572 955 617 35 2100 0.91 0.76 1603 1135 468 ' 40 2400 0 82 0.68 1649 1329 320 45 2700 0.74 0.62 1672 1513 160 50 3000 0 68 0.57 1706 1708 -2 55 3300 0 64 0.53 1766 1927 -162 ' 60 3600 0.61 0.51 1835 2160 -325 65 3900 0.61 0 51 1987 2460 -473 70 4200 0.61 0.51 2139 2760 -620 75 4500 0.61 0 51 2292 3080 -768 80 4800 0.61 0.51 2444 3360 -916 ' 85 5100 0.61 0.51 2596 3660 -1064 90 5400 0.61 0.51 2748 3960 -1212 ` Storage = (Vol m. - Vol out) 1 7. Detertnine the Minimum Required Depth above BiofiltraUon Swale. ' Required Detention Storage 947.4 CF (See Bowstring Method, maximum value) Calculated "208" Biofiltration Swale Volume 730 5 CF Required Storage Above "208" Swale: 216.9 CF NEEDS ADDITIONAL SWALE VOLUME ' "208" Swale Top Width: 6 0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 366.2 ft (See "208" Swale Volume Calculations) "208" Swale Top Area* 2197.4 SF (See "208" Swale Volume Calculations) "208" Biofiltration Swale Side Slopes (X : 1) = 4.0 , (See "208" Swale Volume Calculations) ' Depth Above "208" Biofiltration Swale. 01 ft Detention Pond Top Width 6.8 ft ' Detention Pond Top Length: 367.0 ft Top of Detention Pond Area, 2495.8 SF Volume above "208" Biofiltration Swale: 234.7 CF POND SIZE CHECKS 1 , USKH ! Wyatt Engmeenng, Inc. ' I 1679302-Tupper Summeffield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA1&3 Page 3 of 4 , Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations , ' ' Date: February 20, 2003 Name: Summerfield East 5th Addition Basin Nam DA-1&3 Design Frequency 10 YR ' 8 Determine Adequacy of Drainage Structures- , Cufi Opening. Q = 0.56'(ZJn)'(S^0.5)'(d^(8/3)) ' Flow, Q= 2.64 cis, From Peak Runoff Section Slope S = 0.009 ft/ft n = 0.014 Roughness Coefficient ' Cross Slope, s= 0.01 ft/ft Z = 1 /s = 100 ft/ft Flow Depth, d= 0.156 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ; CONCENTRATED FLOW (CHECK) , Curb Opening at Low Point (see page 6-40, "Guidelines for Storm Water ManagemenY") ' Curb Height (h) = 0 5 ft(Type 1 Curb Inlet) Discharge Qn = 2.64 cfs Flow Depth, d= 0.156 ft. Length of Opening: 4 ft. ' (Length of opernng consists of 2 drainage area, 2 0' wide at each opemng) Use Q= 3.087(L)(H^3/2); Solve for H Depth, H= 0 36 feet ' H/h = 0.72 OK - H!h<=1 'Use 4 ft. ofTotal Curb Opening ~ ' Grate Inlet: Yes , ' ' ~ ' ' USKH / Wyatt Engineering, Inc. ' 1:1679302-Tupper Summerfieid 5th Add PSE1679302AreaCalcs-5thAdd.xis-DA1 &3 Page 4 of 4 ' Summefield East 5th Additfon Storm Water Design - Drainage Study Report Calculations ' , Date: February 20, 2003 Name. Summefield East Sth Addition Basin Nam DA-2 Design Frequency: 10 YR 1 1. Determine Time of Concentration , Segment 1- Overland Flow OVERLAND FLOW Length L= 40 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 ft/ft (Slope) n= 0 016 Roughness Coefficient (Asphalt) Ct = 0 15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY". ' Tc1 = Ct'(L'N(S^0 5))^(0.6); From "Guidelines for StoRn Water ManagemenY' Tc1 = 0.46 min ' Segment 2- Shallow Concentrated Flow CURB GUTTER . Length L = 0 ft Slope S = 0.005 ft/ft ' n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0.09 ft. (Assumed depth of flow) Cross s = 0.02 ft/ft Z = 50.00 ft/ft (Z=1/s) ' Area, A= 0.20 R(A = 1/2`Z'(y^2)) Q gutter = 0.21 cfs (Manning's equa6on flow) Velocity, V= 1.05 fps (V = Q/A) , Tc2 = LengthNelacAty Tc2 = 0 00 min. Segment 3- Channel Flow PIPE ' Length L = 0.00 ft Slope S= 1 000 ftlft n= 0.012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. ' Velocity, V= (1.49/n)"(R^2/3)'(S0^1/2) (Mannings Equation) Velocity, V= 43.62 fUsec Tc3 = LengthNelocity ' Tc3 = 0 min. Total Tc = 0.46 min. ' 1 ' USKH / Wyatt Engineenng, Inc , 1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA2 Page 1 of 4 , Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' Date: February 20, 2003 ' Name: Summefield East 5th Addition Basin Nam DA-2 Design Frequency: 10 YR ' 2. Determme Weighted Runoff Coefficient (C ) and Area ' Area Surface Type (sf) (acres) C. CA ' Open Land (2% - 10% slope) 1844 0.04 03 0.0127 Roof & Sidewalk 335 0.01 0.9 0.0069 Asphalt, Curb 8 Dnveway 1376 0 03 09 0.0284 From Bypass DAx 0 0.00 0.9 00000 ' Total Drainage Area 3555 0 08 Sum CA = 00481 Total Impervious Treated Area 1376 0.03 From Table 1, Page 6-2, "Guidelines for Storm Water Management" Weighted C=(Sum CA)/(Sum A) = 0.5888 ' 3. Determine Peak Runoff (Q = CIA): Based On: Total Impervious Area Duration (Tc) = 0.46 ' Weighted C = 05888 Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) = 0 08 ' Peak 10-year discharge = 0.15 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area- ' Total Impervious Treated Area = 1376.32 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5"712 in/ft Required Biofiltration Swale Volume = 57.35 cf , "208" Biofiltration Swale Bottom Width = 2.00 ft "208" Biofiltration Swale Bottom Length = 59.00 ft "208" Biofiltration Swale Depth = 0.5 ft ~ "208" Biofiltration Swale Side Slopes (X 1) = 4 "208" Biofiltration Swale Bottom Area = 118 sf "208" BiofiltraUon Swale Top Area = 378 sf , "208" Biofiltration Swale Volume = 124 cf POND SIZE CHECKS 5 Determine the Maximum Outflow ' Sod Type: Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS Based on the soil type and "Gwdelmes for Storm Water ManagemenY", Page 415, the allowable design drywell flows are as shown below. ' Number of Type A(0 3 cfs) Drywells Reqwred: 1 Number of Type B(1.0 cfs) Drywells Required: 0 Total OuMow (Qo) = 0.3 cfs ' USKH / Wyatt Engineering, Inc ' I\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA2 Page 2 of 4 , Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations 1 Date• February 20, 2003 ' Name: Summerfield East 5th Addition Basin Nam DA-2 Design Frequency• 10 YR ' 6 Determine Reqwred Detention Storage Using Bowstring Method ' Time Increment = 5 min. Elapsed Time Intens. Q in Vol In Vol. Out Storage * ' (minJ (sec ) (m/hr) (cfs) (cu ftJ (cu.ft.) (cu.ft) 0.46 27 318 015 6 8 -3 , 0 0 318 0.15 0 0 0 5 300 318 0.15 47 0 47 10 600 2.24 0.11 66 0 66 15 900 1.77 0.09 77 0 77 ' 20 1200 1.45 0.07 84 0 84 25 1500 1.21 0.06 88 0 88 30 1800 1 04 0 05 90 0 90 35 2100 0.91 0.04 92 0 92 ' 40 2400 0 82 0 04 95 0 95 45 2700 014 0 04 96 0 96 50 3000 0.68 0.03 98 0 98 55 3300 0.64 0.03 102 0 102 60 3600 0.61 0 03 106 0 106 ' 65 3900 0.61 0 03 115 0 115 70 4200 0.61 0.03 123 0 123 75 4500 0.61 0.03 132 81 51 80 4800 0.61 0.03 141 171 -30 ' 85 5100 0.61 0.03 150 261 -111 90 5400 0.61 0.03 159 351 -192 ' Storage = (Voi in - Vol. out) , 7. Determine the Minimum Required Depth above Biofiltration Swale: ' Required Detention Storage 123 4 CF (See Bowstring Method, ma)imum value) Calculated "208" Biofiltration Swale Volume 124 0 CF Reqwred Storage Above "208" Swale -0.6 CF EFFICIENT CAPACIIY ' "208" Swale Top Width: 6 0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 63.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Area: 378.0 SF (See "208" Swale Volume Calculations) "208" Biofittration Swale Side Slopes (X . 1) = 4.0 (See "208" Swale Volume Calculations) ' Depth Above "208" Biofiitration Swale: 0.1 ft Detention Pond Top Width: 6 8 ft Detention Pond Top Length: 63.8 ft Top of Detention Pond Area: 433.8 SF Volume above "208" Biofiltration Swale: 40.6 CF POND SIZE CHECKS ' - 1 USKH / Wyatt Engineering, Inc. , 1.1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA2 Page 3 of 4 ~ ' Summeffield East 5th Addition Storm Water Design - Dramage Study Report Calculations , Date: February 20, 2003 ' Name: Summefield East 5th Addition Basin Nam DA-2 Design Frequency. 10 YR , 8. Determme Adequacy of Drainage Structures ' Curb Opening• Q = 0 56'(ZJn)`(S^0.5)'(d^(8/3)) ' Flow, Q= 0 15 cfs, From Peak Runoff Section Slope S = 0.009 fUft n = 0.014 Roughness Coefficient , Cross Slope, s= 0 01 ft/ft Z = 1 /s = 100 ft/ft Fiow Depth, d= 0 053 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opening at Low Point• (see page 6-40, "Guidelines for Storm Water ManagemenY) ' Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) Discharge Qn = 0.15 cfs Flow Depth, d= 0.053 ft Length of Opening: 2 ft (Length of opening consists of 1 drainage area, 2.0' wide at each opernng) ' Use Q= 3.087(L)(H113/2); Solve for H Depth, H = 0.08 feet , H/h = 0.17 OK - H/h<=1 lUse 2 ft. of Total Curb Openinq I ' Grate inlet. Yes ' ' 1 ' ' ~ USKH / Wyatt Engineering, Inc. 1:1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd xis-DA2 Page 4 of 4 1 , Summefield East 5th Addition Starm Water Design - Drainage Study Report Calculations ' , Date: February 20, 2003 Name. Summefieid East 5th Addition Basin Nam DA-4&5 Design Frequency: 10 YR , 1. Determine Time of Concentration ' Segment 1- Overland Flow OVERLAND FLOW Length L= 145 ft(Length) MAX LENGTH = 300 ft ' Slope S = 0.01 fi/ft (Slope) n = 0.016 Roughness Coefficient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Gwdelines for Storm Water Management". ' Tc1 = Ct*(L"n/(S^0 5))^(0 6); From "Guidelines for Storm Water ManagemenP" Tc1 = 0.99 min. ' Segment 2- Shallow Concentrated Flow CURB GUITER Length L = 0 ft Slope S= 0 005 ft/ft ' n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0.09 ft. (Assumed depth of flow) Cross s = 0.02 ft/ft Z = 50.00 ft/ft (Z=1/s) Area, A= 0.20 ft. (A = 1!2'Z"(y^2)) ' Q gutter = 0.21 cfs (Manning's equation flow) Veloaty, V= 1.05 fps (V = Q/A) ' Tc2 = LengthNelociry Tc2 = 0.00 min. Segment 3- Channel Flow PIPE ' Length L = 0.00 ft Slope S = 1.000 ft/ft n= 0.012 Mammng's Roughness CoeffiGent (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. , Velocity, V= (1.49/n)'(R^2/3)'(So^1!2) (Mannings Equation) Velocity, V= 43.62 ft/sec Tc3 = LengthNelocity ' Tc3 = 0 min. Total Tc = 0.99 min. ' ' , USKH / Wyatt Engineenng, Inc. , I•\679302-Tupper Summefiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 1 of 4 , Summefiield East 5th Addftion Storm Water Design - Drainage Study Report Calculations ' , Date• February 20, 2003 Name- Summerfield East 5th Addition Basin Nam DA-4&5 Design Frequency: 10 YR ' 2. Determine Weighted Runoff Coefficient (C ) and Area: ' Area Surface Type (sf) (acres) C' CA ' Open Land (2°/a - 10% slope) 54293 1.25 0.3 0.3739 Roof & Sidewalk 16402 0 38 0.9 0.3389 Asphalt, Curb & Dnveway 15243 0 35 09 0.3149 From Bypass DAx 0 000 0.9 0.0000 ' Total Drainage Area 85938 1.97 Sum CA = 1.0277 Total Impervious Treated Area 15243 0.35 From Table 1, Page 6-2, "Guideiines for Storm Water ManagemenY" Weighted C=(Sum CA)/(Sum A) = 0.5209 ' 3. Determine Peak Runoff (Q = CIA): Based On: Total Imparvious Area ' Duration (Tc) = 0.99 Weighted C = 0.5209 Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) = 1.97 ' Peak 10-year discharge = 3.27 cfs 4 Determine Volume of Biofiltration Swale/Drainage Area: ' Total Impervious Treated Area = 15242.72 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5"712 in/ft Required Biofiltration Swale Volume = 635.11 cf , "208" Biofikration Swale Bottom Width = 2 00 ft "208" Biofiltration Swale Bottom Length = 586.49 ft "208" Biofiltration Swaie Depth = 0 5 ft ~ "208" Biofiltration Swale Side Slopes (X - 1) = 4 "208" Biofiltration Swale Bottom Area = 1173 sf "208" Biofiltration 5lnrale Top Area = 3543 sf ' "208" Biofiitration Swale Volume = 1179 cf POND SIZE CHECKS 5 Detertnine the Maximum Outflow , Sod Type: Gamson Gravelly Loam (GgA) From Spokane County Sod Suroey, SCS Based on the soil type and "Guidelmes for Storm Water ManagemenY", Page 415, the allowable design drywell flows are as shown below. ' Number of Type A(0 3 cfs) Drywelis Reqwred. 0 Number of Type B(1.0 cfs) Drywells Required• 1 ' Total Outflow (Qo) = 1 cfs USKH / Wyatt Engineering, Inc , 1:1679302-Tupper Summefiled 5th Add PSE1679302AreaCalcs-5thAdd )ds-DA4&5 Page 2 of 4 ~ Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' ' Date. February 20t 2003 Name: Summerfield East 5th Addition Basin Nam DA4&5 Design Frequency: 10 YR ' 6. Qetermme Required Detention Storage Using Bowstring Method ! Time Increment = 5 min. Elapsed Time Intens. Q in Vol In Vol Out Storage' ' (min ) (sec.) (in/hr) (cfs) (cu ft ) (cu.ft.) (cu_ft.) 0 99 59 3.18 3 27 260 59 201 ' 0 0 3.18 327 0 0 0 5 300 318 3.27 1046 0 1046 10 600 2 24 2.30 1428 88 1340 15 900 1.77 1.82 1674 252 1422 ' 20 1200 1.45 1.49 1818 409 1409 25 1500 1.21 1.24 1890 552 1339 30 1800 1.04 1.07 1946 697 1249 35 2100 0.91 0.94 1983 839 1144 ' 40 2400 0.82 0.84 2040 1001 1039 45 2700 0.74 0.76 2069 1150 919 50 3000 0.68 0.70 2111 1313 798 55 3300 0.64 0 66 2184 1508 676 ' 60 3600 0.61 0.63 2270 1719 550 65 3900 0.61 0.63 2458 2019 438 70 4200 0.61 0.63 2646 2319 326 75 4500 0.61 0.63 2834 2619 214 80 4800 0.61 0.63 3022 2919 102 , 85 5100 0.61 0 63 3210 3219 -9 90 5400 0.61 0.63 3398 3519 -121 ' Storage = (Vol in. - Vol out) ' 7. Determine the Minimum Reqwred Depth above Biofiitration Swale. ' Requued Detention Storage 1422.0 CF (See Bowstring Method, mauimum value) Calculated "208" Biofiltration Swale Volume: 1179.0 CF Reqwred Storage Above "208" Swale- 243.0 CF NEEDS ADDITIONAL SWALE VOLUME ' "208" Swale Top Width- 6.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 590.5 ft (See "208" Swale Volume Calculations) "208" Swale Top Area: 3542 9 SF (See "208" Swale Volume Calculations) "208" Biofiltration Swale Side Slopes (X 1) = 4.0 (See "208" Swale Volume Calculations) ' Depth Above "208" Biofittration Swale 0.1 R Detention Pond Top Width 6.8 ft ' Detention Pond Top Length: 591.3 ft Top of Detention Pond Area 4020.8 SF Volume above "208" Biofiltration Swale: 378.2 CF POND SIZE CHECKS ' ' USKH / Wyatt Engineenng, Inc. 1:1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 3 of 4 ' ' Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations 1 ' Date. February _ 20. 2003 Name Summefield East 5th Addition Basin Nam DA-485 Design Frequency: 10 YR ' 8. Determine Adequacy of Drainage Structures: 1 Curb Opening: Q = 0.56'(Z/n)'(S^0.5)'(d^(8/3)) ' Flow, Q= 3.27 cfs, From Peak Runoff Section Slope S = 0.009 Nft n = 0.014 Roughness Coefficient ' Cross Slope, s= 0 01 ff/ft Z = 1 /s = 100 ft/ft Flow Depth, d= 0.168 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opemng at Low Point: (see page 6-40, "Guidelines for Storm Water ManagemenY") ' Curb Height (h) = 0 5 ft(Type 1 Curb Inlet) Discharge Qn = 3.27 cfs Flow Depth, d= 0 168 ft Length of Opening• 8 ft. (Length of opening consists of 4 drainage areas, 2.0' wnde at each opening) ~ Use Q= 3.087(L)(H^3/2), Solve for H Depth, H = 0.26 feet ' H/h = 0.52 OK - H/h<=1 IUse 8 ft. of Total Curb Opening , ' Grate Inlet: Yes 1 1 1 ' ~ ' USKH / Wyatt Engineenng, Inc ' 1.1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 4 of 4 ' Summefiield East 5th Addition Storm Water Design - Dramage Study Report Caiculations ' Date: February 24, 2003 . , Name: Summerfield East 5th Addition Basm Nam DA-6&7 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR 1 1. Determine Time of Concentration ' Segment 1- Overland Flow OVERLAND FLOW Length L= 145 ft(Length) MAX LENGTH = 300 ft. - ~ Slope S = 0.01 ft/ft (Slope) n = 0.016 Roughness Coeffrcient (Asphatt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY". ' Tc1 = Ct'(L'n/(S^0 5))^(0.6), From "Guidelines for StoRn Water ManagemenP" Tc1 = 0.99 min. ~ Segment 2- Shallow Concentrated Flow CURB GUTTER Length L = 0 ft Slope S= 0 005 fUft n = 0 014 Roughness Coefficient (Concrete Gutters) ' Depth, y= 0 09 ft. (Assumed depth of flow) Cross s = 0.02 fUft Z = 50.00 ft/ft (Z=1/s) Area, A= 0.20 ft. (A = 1!2'ZY(Y"2)) ' Q gutter = 0.21 cfs (Mammng's equation flow) Velocity, V= 1.05 fps (V = Q/A) ' Tc2 = LengthNelocity Tc2 = 0.00 min. Segment 3- Channel Flow PIPE ' Length L = 0.00 ft Slope S= 1 000 fUft n= 0 012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. ' Velocity, V= (1.49/n)'(R^2/3)`(So^1/2) (Mammngs Equation) Velocity, V= 43.62 ft/sec Tc3 = Length/Velocity , Tc3 = 0 min. Total Tc = 0.99 min. 1 ~ ' ' . USKH / Wyatt Engineenng, Inc . ' I:\679302-Tupper Summertield 5th Add PSE\679302AreaCalcs-5thAdd.xls-DA6&7 Page 1 of 4 ' Summerfield East 5th Addition Storm Water Design - Drainage Study Report Caiculations , ' Date: February 24, 2003 , ' Name: Summerfield East 5th Addition Basin Nam DA-6&7 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR ' 2. Determine Weighted Runoff Coeffiaent (C ) and Area. ' Area Surface Type (sfl (acres) C. CA ' Open Land (2°/a - 10°k slope) 64510 1.48 0.3 04443 Roof 8 Srdewalk 21281 0.49 0.9 04397 Asphalt, Curb & Dnveway 21786 0 50 09 0.4501 From Bypass DAx 0 0.00 0.9 0.0000 ' Total Drainage Area 107576 2.47 Sum CA = 1.3341 Total Impervious Treated Area 21786 0.50 From Table 1, Page 6-2, "Guidelines for Storm Water ManagemenY" Weighted C=(Sum CA)/(Sum A) = 0.5402 , 3. Determine Peak Runoff (Q = CIA): Based On. Total Impervious Area Duration (fc) = 0 99 ~ Weighted C = 0.5402 Intensity (I) = 3.18 m/hr from IDF Curve for Spokane, WA Area (A) = 2.47 , Peak 10-year discharge = 4.24 cfs 4. Determme Volume of Biofiltration Swale/Drainage Area: ' Total Impervious Treated Area = 21786.02 sf ~ Required Biofiltration Swale Volume = Impervious Treated Area x 0 5"712 in/ft Required BiofiRration Swale Volume = 907.75 cf ' "208" Biofiltration Swale Bottom Width = 2.00 ft "208" Biofiltration Swale Bottom Length = 679.14 ft "208" Biofiltration Swale Depth = 0.5 k ' "208" Biofiltration Swale Side Slopes (X • 1) = 4 "208" Biofiltration Swale Bottom Area = 1358 sf "208" Biofiltration Swale Top Area = 4099 sf ' "208" Biofiltration Swale Volume = 1364 cf POND SIZE CHECKS , 5. Determine the Maximum Outflow. ' Sod Type: Gamson Gravelly Loam (GgA) From Spokane Counry Sod Survey, SCS Based on the sod type and "Guidelines for Storm Water ManagemenY", Page 4-15, the allowable design drywell flows are as shown belowr ' Number of Type A(0 3 cfs) Drywells Required: 0 Number of Type B(1.0 cfs) Drywells Required: 2 Total Outflow (Qo) = 2 cis ' USKH / Wyatt Engineenng, Inc ' 1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA6&7 Page 2 of 4 Summerfield East 5th Addition ' Storm Water Design - Drainage Study Report Calculations ' Date: February 24; 2003 Name. Summerfield East 5th Addition Basm Nam DA-68,7 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR 1 - ' 6. Determine Reqwred Detention Storage Using Bowstnng Method Time Increment = 5 min ' Elapsed Time Intens. Q in Vol. In Vol. Out Storage' (min ) (sec ) (iNhr) (cfs) (cu.ft.) (cu.ft ) (cu ft ) 0.99 59 3.18 4 24 337 119 219 ' 0 0 3.18 4.24 0 0 0 5 300 318 4.24 1358 0 1358 10 600 2.24 2.99 1853 287 1566 , 15 900 177 2.36 2173 644 1528 20 1200 1.45 193 2360 989 1371 25 1500 1.21 1.61 2454 1310 1144 30 1800 1 04 1.39 2525 1633 892 ' 35 2100 0.91 1.21 2574 1952 • 621 40 2400 0 82 1.09 2648 2306 342 45 2700 0 74 0.99 2685 2636 49 50 3000 0.68 0.91 2740 2992 -252 1 55 3300 0 64 0.85 2835 3404 -569 60 3600 0.61 0.81 2946 3847 -901 65 3900 0 61 0 81 3190 4447 -1257 70 4200 0.61 0.81 3434 5047 -1613 75 4500 0.61 0.81 3679 5647 -1969 , 80 4800 0.61 0.81 3923 6247 -2324 85 5100 0.61 0.81 4167 6847 -2680 90 5400 0.61 0.81 4411 7447 -3036 Storage = (Vol in. - Vol out) 7. Determme the Mirnmum Reqwred Depth above Biofiltration Swale. ' Reqwred Detention Storage 15664 CF (See Bowstnng Method, maximum value) Calculated "208" Biofiltration Swale Volume• 1364.3 CF Required Storage Above "208" Swale: 202.1 CF NEEDS ADDITIONAL SWALE VOLUME 1 "208" Swale Top Width. 6 0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 683 1 ft (See "208" Swale Volume Calculations) "208" Swale Top Area: 4098 8 SF (See "208" Swale Volume Calculations) ' "208" Biofiltration Swale Side Slopes (X : 1) = 4.0 ' (See "208" Swale Volume Calculations) Depth Above "208" Biofiltration Swale. 0.1 ft ' Detention Pond Top Width• 6.8 ft Detention Pond Top Length: 683 9 ft Top of Detention Pond Area: 4650 8 SF Volume above "208" Biofiltration Swale 437.5 CF POND SIZE CHECKS ' 1 , USKH / Wyatt Engineering, Inc I:\679302-Tupper Summefiield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA6&7 Page 3 of 4 1 ' Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' Date: February 24, 2003 , ' Name: Summerfield East 5th Addition Basin Nam DA-6&7 (Includes DA283 from Summefield East 4th Addition) Design Frequency: 10 YR ~ 8. Determine Adequacy of Drainage Structures• ' Curb Opening: Q = 0.56*(Z/n)`(S^0 5)'(d^(8/3)) ' Flow, Q= 4 24 cfs, From Peak Runoff Section Slope S = 0.009 fUft n = 0_014 Roughness Coefficient ' Cross Slope, s= 0 01 ft/ft Z = 1 /s = 100 fUft Flow Depth, d= 0.186 ft WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opemng at Low Point (see page 6-40, "Guidelines for Storm Water ManagemenY') Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) ' Discharge Qn = 4.24 cfs Flow Depth, d= 0.186 ft Length of Opening: 8 ft (Length of opemng consists of 4 drainage areas, 2.0' wide at each opening) ' Use Q= 3.087(L)(H"3/2); Solve for H Depth, H = 0.31 feet ' H!h = 0.62 OK - H/h<=1 ' Use 8 ft. of Total Curb Opening ~ ' Grate Inlet• Yes ' ' ' ' ' ' • USKH / Wyatt Engmeenng, Inc. ' I•1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA687 Page 4 of 4 1 ' Summerfield East 51 Addition Subclivision ' ' , A3'PENDIX V- Miscellaneous Figures ' ' 1 ' 1 ' 1 , 1 ' ' USKH / Wyatt Engineering (679302) Storm Water Brief February 21, 2003 1 _ _ _ _~T --T--{-_ ' - - - - - - _ - - - - - - - - - z~~ - - - - - <<------ - - - - ~ . _ _=_==_==t: ~ _ - - - _ -=~---={-=f= = ~ _ ==T--= - - - -=_t - - - - _ ~ ' _ _ - ' , - - - - - - ~~-1----- - - -L _ ==I~ - = - = f- y r ^ -----~-~--------------------y-- - - - ~ - ' _ - ---x- - - - - - ~ - - _ 7- - - a, ------_~~-----.---____~'=--I=- - ~ ~ - ~W ---5-~ - - - - ~ - - - --y- ~ - 1-- _ 3 1-~---- _ - ' i-1--, i - - __.----~---~-~-5-----l-y= - , - ' - - _ -~----L-- - - - - - ! ~ _I-= -I - -i--- - -1-- _ _ ~ ~ ---~-~--t- - - 1-- - _ --L - --f- --~---f - , n --1~----- ♦ ~ -f---_ - • - - r---~----~-*c- - - _ - ~._i- ~ -~E,------ - - - - - - - - i - - - - - - - -I- - - ~ D l°,------~----~---- - - - - - ~ - - - - __L- v - ~ " - - - - - _ " _ _ _ / - - - - _,~I•~.- - --L : = - - _=T - - _ - - - - - - - - . - - - - - ---Y ~ ~ - ~ - - - . " - -------------------_L__ , ~ -~~------_L_L------------------j-- ' ' : ' ; 1-L ! ' 30 40 ~SD 60 . 70 BO. 90 /00 r " ~ r • - - DRYWELL 6ARREL OR • ,~_CATCh BA51N WALL GENCRAL NOTES wArERPROOF--,,' plpE (TYP.) 1. GRAVEL OACKfILL O1)A1171TY FOR DRYWEI.LS ; P10N-5HRINK ~ f NOTE. TYPE "A" - 30 CUBIC YARDS MINI61UId / 42 fONS GROUT MAY VARY TYF'E "B" - 40 GUBIC YARDS AlIN161U1d / 56 70N5 lP1 PVC SVIPIPEAPE A41D ADAP SIZE fEflS A AS PlD CASI(ET 1LLUSTRATEU IN OR AS SYECIFIED ON ROAD PIANS OETA4t BY ACCEPTABLE ALTERNATE ir7 ' 2. SPECIAL E3ACI<FUd. IAATERIAL FOR DRYWELLS SIIAI.L COIJSIST OF ACCOROAtJCE 4,M1ill A S T~t.-C-42B. WASIIEO GRAVEI GRADEO FROM I" TO 3" W17H A lAAXIAIUM OF 5X 1~ PASSItIG 1tlE U 5 No. 200 SCREEN, AS 1dEASURED BY WEICHI. ~GASKET A MAXIldU1.1 OF 10?G OF T1iE AGCRECATE, AS MEASURED BY VfEICHT, ~ PVC ADAPTER MAY BE CRUSHEO OR FRACTURED ROG(. 1HE RElAAIkINC BOX SlIALL BE NANRALI_Y 6CCURRINC UIyFRACNREO MA7ERIAL PVC ADAPTER 3.FAORIC SHAII. BE MODERATE SURHVABILIiY AS OU7LINE0 (SAND COLLAR) IN STAMpARD 5PECIFICATIONS 8-33 i-, 4. SEE STANDARO PIANS SItEETS B-2 AND 8-3 FOR PRECAST CONCRETE OETAILS, METAI FRAldE TYi'E 4 ' B ADJUSTMEtIT BI.OCKS SHAIL BE CEMENT CONCRETE PAY LIMITS GRniE TYPE 4~ A40RTAR IN PIACE 6 PRECAST (i15£R MAY BE USED IN COlABINA710N METAI FRAME ~C GRATE Wlili OR Q4 llEU OF ADJUSTINC BLOCHS a '~1}flR~ARM1fi" ' ~(~IIA,1tU11(~IfRfl~(~~ 7 W11E11 PVC PIPE IS USED A PVC AOAPIER SHAIL BE INSTALLED. ~ z HAR bSlU44 apAaU~il puNu 8. PIPES SFiAIL BE CROUTED INTO DRYWELLS TOP SO1L -RINGSARED AD.NST1dEt{T - - GRATE IYPVE4TYPE 4 ~ ; ~ CRAVEL BACHFI4l 2'-0" lAORTAR IN PLACE TO 6E COAIPLETELY o C04Ef~ED 151TN FABRIC , I \ - - ~ 7v \ \ ) INIET PIPE , f ~ F~9 ~ Y TOP SOIL rAD US14E IT RINGS ~~.~J~~~,~ ~ CRAVFL BACKFILL ; f 4J ' Yp ~ O o TCOVEREOMNhT}TEIY t ~ 2_0" m m ~`t'I ~ ~r. ~SEE IJOiE 7 0 I r 4 41 T`. ~ . Fneaic see cEr~. ~ ~ ~ \ ~ • F1o1t f k% y~ J- a~ .,I Q INLET PIPE CRAVEI •SEEPACE PORTS ~ m BACI<FILL, . ~ SEE DETAIL, S{tT 9-2 7 ~i ~Q 1 SEE CEN I"~ YO ro ~i ~ FA eac BRIC LIPIER • ` taotE t d~ 2 caAVe tl F` O f~ O I, i<~fi.L, Cl o ~ ~ { i:~ SEE 1 7 ~ ~ SEE OETAIIES{IE~T 8-2 1 FABRIC l.lDlER r~ I, , 1•; '~ItI . 1 '~tiA` ~ t1'::t;~~ ~I ,i. ( ` •a, Y.. '.~flpIS7URBEU, UN IS7URBED 501L SUIQ DRYWFLL -TYPE 'A' SWALE DR„YWELL - 7YPE 'B' SWALC 10 SP01<ANE COUNTY APPROVED: sTnrtDnRO--- DEPARTMENT OF PUBLIC tiNOR{<S cowii uc, --~--Y Ct<-DInPPR ~ I S~'OK/HE, wA 99208 {se-~soo oA14P.19975 PRECASI DRY1"dELI_S PLACED Ihl SWAL[S 9-in h10 OATF A. . . I Min, 8erm eiev. • ~ Top ofi Sod plus 1.0 ft Top oi curb (TcJ elev Curb ~ 3 max. 2" curb diop 1 3n grate eiev ~ Ton of Sod 4" concrete hlvr,i~ild'dialv,aU ~ Top of subgrade ~ ~ ~ dryweil ~ ~ zi r . ~ i t r TA Grassed PercoIataon.Area (GPA) Guidelines -Lcor Stazmwater Management R - ~ AA6 Addendum, February 1998 sp~~ COUZyTY _r; Rjre $ ?o- 6-'gd ' - r ' ~ ~ ~ ~ i ~ r ~ ~ ~ ---i■~ ~ ~ GENERAL N07ES 1. CURB INIET SHALL BE CONSTRUCiED 1N ACCORDANCE WItN ASTM C 476 (AASHTO M 199) k AS7TA C 890 • UNLESS OTFfERM55E 5HOYrh1 Ot7 PLANS OR NOTED IN TFIE PRdJECT SPECIAL PROVISIDNS 2 TOP SURFACE TO BE BROOAI FINISIIEO. , 3. ALL EXTERNAI EDCES NOT LABELED SIiALL BE TR01`ELLED W1TH 1J4" RADIUS EDCER. 4 DIMENSION 'L' SHALL BE SHON44 ON THE PLANS ~ i' /-CkDRAINAGE ~ CURB DROP_ _ 5WALE Q DRAtN AGE SWALE • ! • I ~CUT ER ND 4" PORTLANO CEMEN7 CONCRETE B-~-' SEC710N 8-B ' 1-- 3'-.~.-~L„_~~ ~ 3,~1 ,;•i • CURB INLET TYPE 1 SP01<ANE COUNTY Af'PROVED: STANDARD = SHEFT ' ~ DEPARTMEN7 OF PUBLIC WaRKS ~Wtir oAi CURB INLFT TYPE 1 `S.fiF KYt~`~'l~`.P"j~ CM'~~fT-~ Ai)f517t3 `Llii6'1'it5WAT_~ c~~~~^" ' B-8 prT~i~ifn`~i ~R~~(S17SK~ 1 sPacMe. wA 99soe Asa-uoo , a..,~~... ~ . 12" . . R-i" ~ ~ 11 1/2`-- 24" y ~vr i 22. ~ 1 I , . 2 3,4.~l6~ 2 3/4+~ 6~ ~ 17 ~ i•%-\\\%1%\~ i~ ~~-R- 18' i I Rc'.~~ t6' 4" Ip TYPE "M" ~ PAVEMEN7 1-~ 1 SIB- OUAFISITY - 0 022G3J C.Y ' CEMENT LF, PORTLAND 1O ` CONCREiE N r~ • ~ ~ VARIESJ ASPHAL7 CONCRETE ` ^ TYPE ATYPE "B" TYPE "C" 12. OUANTITY. - 0 036025 C Y.J LF. OVANTITY - 0 047657 G Y / L.F. OUANTITY ~ 0 023123 TONS / L.F ' SEE NOTE 6 ' - - - SEE fJOIE 6 , TYPE "S" OUANI7TY - 0.018519 C Y / L.F. GENERAL NOTES I 1. POR1LAN6 CEMENT CONCRETE SHALL BE lJ ~ 24„ EXiSTINC CURB- CLASS SpQQ CONFOR~IING 70 TNE SUNDARD SPEGFICATIONS. ~ ~ ~ i 2 wEAKENEU PLANE JOIN75 FOR P0R7LA1lD I SIDEWAIK ~ 9.~~i~_9•~ CEfAEtif CONCRETE SHALL 9E PLACED A7 15' Z~-~--~Z„ ~ Il7SERVALS. , ~ 3. 3/B' EXPAN510F! JOIN75 IN PORTLAI~~D CEMENT ~ ~CONCRETE SNAfl 8E PLACED AT CUHB RETURNS. \ 4. EPOXY CEMENT SHALL BE APPLIED AT A 10-15 -1 Zr IAfL MICHNESS AND SHALL CONFORIA TO iNE R„13' REOUIREIAENTS OF SEC710fJ 8-26 Of THE EPOXY STANDARD SPECIFIG710N5 ~ r - ,~~5• ISEE NOTE 4 5 CONSTRUCi10+~ OF TYPE 'u' CURB SHALI COiJFOR~f t,. PORTLANO TO SECTIQN 8-01 OP iHF STANDARD SPECIFICAiIONS L ~ CEMENT EXCEPT t1tAT PORTLAND CEMENT ShIALL BE REPLACfO OPTIONAL FOR CONCRETE W1iH 'TRINITf W11ii'E' CEMENT TNE FINISN SH.1Ll 6E CEMEN'f STEEL TROWELt.£D TO PROVIDE A QENSE, 51.l001N PORTL.AtJp ~ 3 t~Z~ INTEGRAL POUR. aeFLECnve Fua~sri. CONCRETE CONCRETE GUTTER 6 TD BE USED ONIY IN SPEGAL CASES 447N APPROVAL ' R QUANT1iY . 00]~4148 C.Y. / LF. OF iTiE COl1NTY ENCINEER TYPE OUANi1TY - 0 052258 C Y. J L F 7. CURBS SNALL IUVE A LIGHT BROOIAED FItlISN i o ~y Gt1TiER5 SHALL 6E fR11SHE0 VATH A S1EEL TR0KL SPOKANE COUNTY APPROVED: - ~SrAraDnRO~ sxeer ~i, I$(Q~. !E _ C5N RCN_ IAlEN5iON APOED TO 4URB SECiIOtjS. oiuensia+ coRaecnoqrw~~E •R. CSiR_a DEPARTlAENT OF PU6LIC WORKS cWU} EH f~,. ~ ~ P 1 SpnaculE, wA 9YME 45e-3600 OnTEFyI CURBS dc GU7TERS A-3 , ~ ~ . rrv.~, ~ . • . ~ Sm ~ddition . Summerfi6d~ subdiViSion , a ~ - ~ • ~ ~;~~w • , :.~•Y"~x. L~~,~r~+" ' ` • . . - , ''~,r'*'~;~J ~ , ' • .ti; , ry~ •L~3 ~j, ~.~Y_T~~'~ ~ F~` , I ' , ~T h t7 ~can~lr'!N. - ~ ~ r f1~ .H,f'S. r.i. ' ~ , , • , ;~,y, 9 ~ . , x,, R~: , , i ~~Y .t- • _ , • " "{•4 ~ ~'~%4~ ~ ' ' j r~ , ' ,~'r~fi^~'i5i;••y J~NI`..1( ~ / ay` • ~ • `~u ~~+i~i ~,.~3Fti:'~ ~ •t~ . t ~w `k ~ ~~'`1•~~. ~ . . . , ~i; l~r.y„R'~ v° •,r _ - - . , • ~ ~i z~'.`~`*~~~`.~~t•'~ ' ~ . .n~'~. ~~~~J~n~~'~~ • ~ . , • • ~ ~r 3j~ ` ~ ' y • ~ -_t -n~t,~ `~,:8~~x,^' • , ~ ' , ~ a4 ~c~~~+HF'~ E;~r~~ , ~ ' s • , ~ t f~a~. A_#t~~~~ ~ • . ~ ~ , ',5 a" $i,:~t`~1T'o~*~ h ~ 4 ~~r'~~5.7 ~_}^-~a• - f ' , , ~ 3'. - r~►' , . ; ' _ . ' rie~' - ;g~ StOC~ , . . ~ r~ _~.~b,~ ~,W , r~- .rr'r (619302) ait~~ng'tn~ ` • t"iss,-`:;~~ . ruary~, a ~ ~b3' ~ , ~ - ~ ' , - ~k • ~ if ~ ~ ~ fi t ~„S' - . ~ L~ . n'Ml' ~F~'"~ y~° ~ ! ~t~~ ' ' . S :P OI-'- A N3F- O U N X ' • DIVISION OF ENG2NEERING AND ItOADS • A DIZ*'ISION OF THE PUBL:C WOR1:5 DEPART,`dEm WMam Johns, Pa, County Fsigineet' Dennis M. Scott, P_E. Director 1 ~ ' July 6, !999 Dean xranz ' IPEC 707 W 7', Suite 200 Spokarie, WA 99204 . ' RF: Summers.eid East 4' and 5' Additiozi, PE-1206 ~ ' Dear Dean, I am iu receipt of your letter dated 7/1199 outlininD. the conditions for buiiding within the Zone B ' floodpIaizt in thhe above noted development. The conditions outline what we agreed upon in the field on 6i29/99, and c3azify what has been discussed through previous coirespondence. I believe the floodplaim concerns will be adequately addressed if these conditions are adhered to_ ' If you have questions, please let me know_ ' Sincerely, Tammie waams - ' Floodplain Aarninistrator , . . c--: Ken Tupper, file ' ' ' , ' . 1026 W. Broadway Ave. • Sookane, WA 99250-01170 •(504) 456-3600 rt1X: (509) 32i!-3478 `JD: N9) 32?-3166 1 - ' ~ ' • • 1 + ~ ~ ~ h`t;;,- . •I ~ tl INLAND PAC?r!C E1`VG}NEER1NG, 4NC. . ' .iu1y 1, 1999. IPE Project: 99004 ' Tammie Williams Floodplai.n Aciministra#or , Spokane County Public Works • 1026 W. Broatiway Ave, 2IId Floor Spokane, WA 99260-I070 1 RE: Summerneld East ah & S'b Addition. (Spokane County No. PE-1206) ' Dear Tanwzie: , . - ' Thank you for meeting tivith us at the proj ect site a few days 'ago. Given the unusual conditions of haviug an_ `Alluvial Floodplain' axnpacting the area, this naturally crea#es the need for ciose communication with County engineeriz~g staff as this development embarks upon fnal design_ We ' have listed'below our understanding of what was agreed upon during i.he :6 eld meetiug. • The living spaces for single-family housing within t11e FEtiLA Zone B flood zone is subject ' to certaiu elevation resaictions, as follows: 1) the top of conerete foundation/wall shall be no less than 24 inches above the top of curb of the frontage road; 2) no openiugs (e.g. doozs and windows) will be allowed below the "m.i.n. elevation of concxete wall"; 3) the garage ' slab shall be no less than 18 inches above the top of curb of the frontage road; and 4) the living area can extend 42 inches below the desczibed top of conerete wall._ An exhibit showingthese dimensions is enclosed for clar.~ficatian, and is labeled "Housing Construction ' in FEiV.tA Zone B Area." ~ The fiuish grade of the proposed streets within this plat, (e_g. the zemaaniug phases within ' the FEMA Zone B area), is to be at or close ta exisung grade. The intent of this criteria is to not have any of the inteznal streets significant3y below exasting grade. t ~ A one ioot deep inierceptor berm and two Type B drywells will be constructed along ihe north side of the Zone B area with the next phase of Summer~eid East. While no flooding ' of the area from the `Forker Draw' is expected or has evez besn observed, (due to the presence of higbly permeab?e `valley gravels'), an interceptor berm wDl be construcied to provlde an additional factor oi safety agamstfIooding. Maintenance access shall beprovided ' to thi.s interceptor berm, the berra will be placed within an easement, and maiatenance =esponsibilities of said berm and cirywells will be assumed by the deveIoper. ' - ti . ' 0 - ' ~%1 't ~ 1 Letier io Tam.mie WilliaTns -99) - Su-r-nmerfield East (PE-1206) ' page 2 1 ' If an of these items oi understandiu- are diffezent that what ou y ~ y understood, please call me and we can promp'LIy mal-e the necessary adjusfinents. ' Sincerely, Inland Pacific Engiaeering , ~ . Dean Franz, P.E. ' - Eng~neering Manager ' encl_ Exhibit -`Housing Construction in FEtiSA Zoue B Area' (8 x 11 ' cc: Ken Tupper Project file ' 1 ' ' . . ' 1 ' - 1 99004S,tr oi Understanding.7-I-99.wpd 1 ' 0 • ~ ~ FR,AME WAI..L IROAD • ~ ~ WINDOW OR , ~ FRAME WALL CONCRETE SLAB ~ FOR GARAGE . ' , • , FINISI-t ROAQ MIN. ELEV. OF CONCRETC WAU. GRADE AT OR . ~ NEAR EXISTING z GRADE z ~ ~ N . TOP CURB 00 ~ LiVIkJG AREA %`~v LOWCS'( El_EV, CNCRETE UOBROKEN wALL ~ SCALE; N01' TO SCALE ' _ • _ I NLAND PACiFIC' SUMMERFIELD CAST 4TH AfJD 5TI-I ADDITION r~ CNGINEERING F-~QU,ING C~ONSTRUCTION lN FEMA 7QNC F~ Af~E~1 707 Waat 71h - Sulle 200 (509) 458-6$40 ~ Spolcanu, WA 99204 FAX; (509) 458-6844~ e IPEO - 99004-EXH3 DYJG DATC; 6\30\99 I 1 ~ 1 1 / / I 1 / / / . ~ ' - ENGINEERING - LAND SURVEYING • PLANNING • MATERIALS TESTING • ~ LI~a"1 ~ SUMMERFIELD EAST, STH ADDITION ' ' RESIDENTIAL SUBDIYISION SPOKANE, WASHINGTON ' (Section 35, T 36N, R44E WM) ~ ' STORM WATER DESIGN ' DRAINAGE STUDY REPORT , REGEIWED MAR 12 'PP:, ' SPOKANE COUNTY ENGINEER prepared by I USKH / WYATT ENGINEERING,INC. A Subsidiary of USKH,1nc. OFF(CIAL PUBLIC DOCUMENT ' 1220 N. Howard Street SPOKANE COUMY ENGINEER'S OFFlCE Spokane, Washington 99201 (509) 328-5139 PH O RI G I NAL • (509) 328-0423 FX PROJECT # P~~F ' SUBMfTTAL # d RETURN TO COUNTY ENGINEER ~ Original Submittal Date: February 21, 2003 ' Resubmittal Date: March 7, 2003 ' copy No. 1:1679302-Tupper Sammerfield Sth Add PSE\RcportsmDrainagaSth addition\679302-DrainageRpt-5thAdd.wpd ' ' ~ ~ Summer#ield East 5' Addition Su6divisivn ~ SUMMERFIELD EAST, STH ADI]fTl4lV` RES`IDENTIAL SITBDIVISIa1V ~ SPQKANC, WASHINGTON (Sectian 35, T 36N, R44E WM) ~ 1 ~ STURM WATER DESIGN I?RAINAGE S'TUDY REP()R'T ~ ~ ~ '7he design lmprovemenfs shvwn in fhis sef of pfans and calculafions conForm to the applicable edtffans of the Spakane Caunty SFvndords far Road and Sewer Consfrucfifln and ihe ~ Spakane Caurafy Guidelines far Stormwater ,Managemenf. A!I design deriatians ('rf ony) have been apprvved by the Spvkane CQUnty. I appro►►e fhese plans tvr cvnstrucHon. ~ N ~ ~ ' • '`x~ 294'CE ~ ~NAL ExpfREB $1221b ~Z ~ ~ ~ USiCF-I IWyatf fingineering (6793[]2) Slvrm Water BrieF 1 February 21, 2003 1 ~ ~ Summerfield East 5' AddiUon Subdivision ~ Table of Contents ~ Seetion Pa~e ~ 1.00 [ntroduction 1 ~ 2.00 Site Canditions ~ 3.00 Drainage Area Summary 2 ~ 4.00 Summary of Starnnwater Calculations 4 ~ 5.00 Erosicrn Cantroi Considerativns 5 6.00 SummarylCanclusions 6 ~ List nf Tahles ~ 4.01 Tabular Summary af Storrn water Analysis 5 ~ List of A"endices ~ Appendix 1- Project Location Map Appendix 11 - Soils Information Appendix TI[ - Drainage Area Map ' Appendix IV- Rativnal Method Calcutations Appendix V- Miscellaneous Figures Appendix VI- Miscellaneous Letters ' ~ ~ ~ l,FSK.H 1 Wyact Engineenng (679302) 5torm Wakcr Sricf ' February 21, 2003 t ~ ~ 5ummerf3eld C.asi 5' Addriian SUbdl V15iCltt ~ ~ ~ Drainage Study Fiepart fnr Starm Water i)esign ~ 1.00 Iutraduction The intent of this design study repQrt is to de#ermine the peak storm watea runofF resulting from the ~ proposed design of Summerfield East 51 Additivn. The prvpased praject is located in Spokane Caunty, Washingtvn {T26N, R44E WM}, lacated north of Qlympic Avenue, south of Crown Avenue and west of Burns Raads. (See Appendix I- Froject Location Map). 'I'his projeet consists of the Gonstruckion of ~ roads and utilities for the develapment of 19 t'esidential lots. The road imgraVements arr, portians of the existing paved streets Calvin Road and Queen Avenue. This project includes excaVatinn and backfill fnr structural roadway sections, pavement, sidewalk, curb and gutter, and utilities, including the necessary ' storm drainage improvements tn handie runaff. I The starm drainage system (i,e. type GGAf7 and iLB79 drywells, grassed percolation areas (GPA) or R208n ~ swales) will be instalIed to accnanmadate the storn water runoff generated by the imperviou5 a_reas created by canstructing Calwin Raad and Queen AVenue. Additional drywells will he installed to accommadate stormwater runaff' firona nan-impervious surfaces of the lvts. (Refer to Appendix IT - ~ Drainage Area Nlap). ~ 2.00 Site Canditions Soils in the area consist of Garrisan Gravelly Lnam (GgA) and Garrison Vety GraVelly Loam{ Gmg}, and ~ are shown an the attached SCS snils map (ReFer to Appendix lll - Soils lnformation) for Spokane Caunty, Washington. ~ Further geDtechnical inVestigations were performed by 5trata to evaluate existang subgrade materials. Tes#ing identified the existing subgrade material as predominantly SM (SiIty Sandl5and-Silt mixtures) materials aver GM (Silty Gravel, Gravet-Sand-S ilt mixtures) materials, as classified under the []nified Sail ~ Classification Sy+stem ([.7SC). These materials are covered with a top layer of ML (fnorgaraic Silf, Sandy or Glayey Silt). A ccrpy afthe Geotechnical Regort, prepared by Strata is attached (See appendix TIT - Soils inf❑rmation) for detailed soils information and reeommendations. ~ As per the Spakane Count}l Starmwater Guidelines, th35 5011 al IUWS fOT the u5e oFdTy'Wel IS tD d1spQSe of StioTC11Wr7.tef T[1ri0ff. ~ l15KH ! Wyatt Engincering (679302) Stnrm Waier BrieF ~ February 21, 2003 Page 1 ~ ~ ~ 5ummerfeld East 51 Addition SuhdiuisiQn , 3.00 Drainage Area Summaty ~ The project area cansists Qf seVen {7} new drainaga areas (DA). All drainage areas consist flf the pervious iat acreage and impervious asphalt, curbing, sidewalk, roof and driveway, which comprise ihe subdivision improvements. The sIope within each DA generaily ranges from approximately 4.5°/o ta 1.5% ~ in the area of constructian. Fallowing is a summary descriptian of each ❑rainage Basin: Basin L)A-1: ~ 'F"ihis basin is 56,355 ft' in size and includes the narth rvest area along Ca1Vin Road and fuur {4} respective adjacent iots. Flow fram fihis basin will be diuerted off the street area ►+ia curb and 1 gutter. Flow will then exit the gutter through a type i curh agening lncated on Calvin Road_ Flow will drain and be treated thraugh swale # 1. Swale #1 w ill have a bottam area of 460ft' aknd treatrment vqlume of 466 ft. Dischat'ge from this basin ►vi11 be depasited into ane ( 1) type "B„ ~ drywell. Based on the equations for capacity of curb opening inlets on page 640' FiGuidelines for Starrnv+rater Management," a 2-faot opening is aciequate. ~ $asin DA-2: This hasin is 3,555 ft' in size and includes the narth eas# area alnng Calvin Road and ~ approximately ane-third af the respective adjacent area of Lat 1, BlfICk 23. Flow f1'oTI7 tFl15 baSIR will be diverted off the street area via curb and gutter. Flow will then exit the gutter thraugh a type 1 curb apening tocated on CalVin Roacfi. Flow wi11 draira and he treated through swaie #2. Swale #2 will hxve abottom acea of 1 1$ft' and treatrnent uoiume of 124ft. Discharge fram this r basin vvillbe depasited into one {1} type "A" drywell. Sased on the equations for capacity of curb opening inlets an page 6-40, "Guidelines for Starmwater Management," a 2-fout opening is ~ adequate. Easin DA-3: f This basin cansists of the remaining area not coVered under DA-1 and I7A-2, along Calvin Road. This basin is 10,665 ft2 in size and irrcludes the south east area along Ca1VFn Road and appraxirnaCely one-third of the respective ad9acent area af Lot l, Biock 22. Flow frum this basim ~ will be diVerted aff the street area via curb and gutter. Flow wilf then exit the gutter through a type 1 curb opening located near the sauth east edge of the prrappsed portion nf CalVin Road. ~ Flow wilI drain and be treated through swate #3, prinr ta entering a catch basin and being directed to a type "8" drywell, lacated an DA-1 area. SwaIe #3 rorill have a minirnum swale bottom area of 264 ft2 and treatment valume of 270 ft. gased an the equations for capacity of curb apening ~ inlets on page 6-40, "Guidelines far Stormwater Managernent," a2-fovt opening is adequate. ~ USKH 1 Wyatk Enguiecring (673302) Storm Water Bnef ~ Fehruary 21, 2003 Page 2 ~ ~ ~ Summea-field East 5' Acidition $l[bdf Vl$Ep]] ~ Basin QA-4: ~ This basin is 35,875 ft2 in size attd includes the north west area of Queen Avenue and three (3) respectiVe adjacent lots. Flow fram this basin v*aill be diverted off the street area via curb and gutter. Flow vvill then exit the gutter through twa (2) type 1 curb apenings located a1Qng the north 1 side ofQueert Ar+enue. Flow will drain and be treated thraugh swale #4, prior to entering a catch hasin directed to a type "B" drywell, Iocated on DA-5 area. DA4 anti DA-5 e3vill asiequateiy share this drainage structure ta minimize drywell construction and cflsts. Swale #4 will have a ~ minimum swale bottom area of 600 ft' and treatrnent vQlvme of 605 ft. Based on the equatiflns for capacity of curb apening inlets on page 6-40, "Guidelines for Stormwarer Management," 2- foot openings are adequate. i Basin i]A-5: ~ This }aasin is 49,063 R2 in size and includes t.h,e south west area of Queen AVenue and four (4) respecfiive adjacent lots. F1aw from this basin wilf be diVerted affthe street area via curb and gutter. Flow will then exit the gutter thr9vgh two (Z) type 1 curb apenings located along the south ~ side of Queen AVenue. Flow will drain and be txeated through swale #5. ❑ischatge from this basin wi11be depositetl into one (1) type °`B" dryweii. Swale #5 rvilI have a mittimum swale bottQm area of 574 ft' and treatment volume of S SO ft~. Sased 4n the equations for capacity of ~ Gurb opening inlets an page 6-40, "Guidelines for Starmv+rater Managernent," 2-fant openings are adequate. ~ $asin DA-6: This basin has a tatal of 46,452 fl2 in sixe and incIudes the north east area of Queen Aventae. 1 This hasin area alsQ ineludes five (5) respective adjacenC lvts. The previQUS developrnent (Summerfield East 41 Addition) included a tyge "B" drywell for future development in this area, under DA-2 and DA3 of CCltte 41' Addition. This basin area was com6ined vvith DA-6 ta ~ accomrnodate flow and drainage structures. T'herefare a eombined total basin area of 58,867 ft' has been provided and will continue to include five (5) respectiVe adjacent lnts an the north east area aF+Queen AVenue and an additinnat south east area of Queen AVenue. Fiaw fram this basin ~ will he diverted aff the street area wia curb and gutter. Flovv will then exit the gutter thraugh two (2) type 1curb openings Tocated along the north side of Queen Avenue. Flaw will drain and be treated through svvale #6, prior to entering atype "B" dryweIl or catch basin. The flcsvv entering ~ the catch basin will be directed ta an additional type "°g" dr5,we11, Iocated on DA-7& area. DA-f and DA-7 wFll adequately share this drainage structure to mininnize drywell constructian and custs. Swale #6 will have a mininnurn swale buttam area of 502 ft' and treatment volume of 548 ~ ft3. Based vn the equatians for capacity of curb apening inlets on page 6-40, "Guidelines for Stormwater Management," 2-Faot openings are adequate. ~ USKH 1 Wyatt l:ngir€eenng (679302) Stvrm Water Bricf ~ February 21, 2003 Fage 3 ~ , ' Summerfield East 5' Addition Subdivision ' Basin DA-7: ' This basin is 48,710 ftz in size and includes the south west area of Queen Avenue and five (5) respective adjacent lots. Flow from this basin will be diverted off the street area via curb and gutter. Flow will then exit the gutter through two (2) type 1 curb openings located along the south ' side of Queen Avenue. Flow will drain and be treated through swale #7. Discharge from this basin will be deposited into one (1) type "B" drywell. Swale #7 will have a minimum swale bottom area of 526 ft2 and treatment volume of 532 ft3. Based on the equations for capacity of ' curb opening inlets on page 6-40, "Guidelines for Stormwater Management," 2-foot openings are adequate. ' 4.00 Summary of Stormwater Calculations Attached are worksheets (See appendix IV - Rational Method Calculations) which determine the peak ' storm water runoff for Post-Development conditions for each roadway DA. The defined drainage areas are less than 10 acres in size and were analyzed using the rational method (Q=CIA) to determine the peak storm water runoff based on a 10 YR design frequency. The time of concentration (Tc) for the ' farthest sub-basin (longest Tc) was determined using the method outlined in the "Guidelines for Stormwater Management", Spokane County, WA. ' For all drainage areas using the Rational Method, the Intensity-Duration Curve for the Spokane Area was used to determine the corresponding intensity (1) for each time of concentration. A weighted runoff coefficient (C) is calculated for the Post-Development conditions, using the surface rypes and areas ' within the each drainage area (DA). Grassed percolation areas (or "208" swales) will be used for storm water treatment and detention for the , Summerfield Subdivision drainage areas (DA's). Type "A" and/or Type "B" drywells will be installed within the grass percolation area (GPA). The drywell rims will be elevated 0.5 feet above the bottom elevation of the GPA. The intent is to provide storage for the first %z inch of storm water generated from ' impervious areas that require treatment. These areas include the road, curbs and driveways. The capacity of each type "A" drywell is 0.3 cfs and for each type "B" drywell is 1 cfs in the Gamson ' soils as outlined in the Spokane County Guidelines for Storm water Management, Pg 4-15. Using the Bowstring Method, the peak runofF is routed through each respective GPA to determine the ' Minimum Required Storage Volume. The Minimum Required Storage Volume is then determined and compared to the Provided Storage Volume by the GPA. ' The Minimum Required Storage Volume consists of both the volume required for treatment (described above) plus the required detention volume. The detention volume is the difference between the inflow and outflow rates. (See Design Calculations). In each DA, the Provided Storage Volume will exceed the ' Minimum Required Storage Volume. USKH / Wyatt Engineering (679302) Storm Water Brief ' February 21, 2003 Page 4 ' 1 1 Summcrficld East 5' Additian Subdivisian ~ Curb inlets, sidewalk inlets or catch, basins will be used to divert stflrm water from the roadway areas into the grassed percolation area (ar "208" swale), The minimum required length of curb opening is ~ determined basad on the procedure outiined in the Spokane Gaunty "Guidelines for Storm vvater Management". Far a sump condition, the procedure is based on a fuli npenirag of 0.5 feet (ar ti inches) vf a type A curh alarig with a 2" inlet depression (See Spokane County 5tandard, 8-9 for diinensiens) or is ~ hased on a fiatl opening of 4" in ttte case of a Type 2 sidewalk inlet. For a catch basin inlet on a grade, figure 15 from the Spakane Caunty "Guidelines fQr Storm water Management" was used tta determine the amount of flaw captured and the aenount bypassed tv downstrearn basins. These calculations are ~ included in each basin calcutation. 4.01 Tu6utar S'ummary v, f Starm water A►aulysis ~ 7rainage Time of RainFall Weightecl Tatal Peak Runaff Minimum Area, Concentration, lntensity, I Caefficient, Area, A QlaYR Required ~ DA Tc (min.) (inlhr) C (acres) (cfs) Sturage (CF) Post-Ilevelopment - Summerfield East, S`hAdditinn ~ dA-1 & 3 I 0.88 ~ 3.18 I 0.54 1.54 ~ 2.64 I 947 C]A-2 I 0 46 ~ 3.18 0.59 4.U8 0.15 123 r ClA4 & S I 0.99 ~ 3.18 I 0_52 1.47 3.27 1,422 GA-6 & 70.99 3.18 0.54 I 2.47 ~ 4.24 I 1566 ~ Post-Ilevelopment - Summerfield East, 4te Addition DA-2 & 3 I 1.40 I 3 18 I 0.64 ~ 0.29 i 0.58 I 335 Includes drainage areas from DA-2&3, from 5umnlerfield East, 4`h Addieion ~ 5.00 Erosion Contml +Conaidera#ions The erosiarr ❑r sediment controi plans are ineluded as part of this praject. t The Contractor is respansible far insuring Che use of proper erosivn cvntrol arid shall maintain such measures kktraughou# construGtion, until ali pertinent landscaping and perrrtanent erosion control measures ~ {i.e. grassed areas, paved surfaces} have been established. Maintenance shall include daily inspections and repair of the silt fencing, hay baies, ar vther. The Cantractor will also inspect all erosion contrtal measures following each storm water event during construction ar until the permanenC measures are ~ established. Specific tempvrary measures which will be used during consiruction include the installatian of silt fences, ~ hay taPe check dams, and canstruction entrances. TThe measures wi11 be instalted ainng the down gradient USKN 1 Wyatt Enginecring (£79302) 5tnrm Watcr Brief ~ February 21, 2003 Page 5 ~ ~ 1 Summerfield East 5' Addition Subdivision ' property lines, parallel with the existing ground contours or perpendicular to the storm water runoff direction. The upstream ends of all existing culverts will be protected by the installation of hay bales. ' Construction entrance will be required in order to clean the tires of trucks and vehicles exiting the construction area. ' Periodically, the temporary erosion control measures must be cleaned of debris and siltation. The contractor shall dispose of the materials so as not to damage any reclaimed areas or create other erosion problem areas. Upon direction by Spokane County, Owner or Engineer, the Contractor may also be ~ required to clean the County roadway of siltation or other debris which may occur along Crown Road or Burns Road at the construction entrances. ' 6.00 Summary/Conclusions ~ The storm water runoff generated by post-development conditions of the Summerfield Subdivision project will be directed to `208' swales sized to handle the first %2 inch of stormwater runoff. Discharge from these swales will be directed into the subsurface native soils using either type "A" or type "B" drywells. ' The GPAs (or "208" swales) will function as storm water detention azeas as well as provide treatment prior to discharge into type "A" or "B" drywells. ' DA-I and DA-3 combined are 1.54 acres in size with 0.36 acres of impervious area. Drainage will be directed into two (2) `208' swales with a minimum capacity of 947 CF and will be discharged into the subsurface strata via one (1) type "B" drywell. ' DA-2 is 0.08 acres in size with 0.03 acres of impervious area. Drainage from DA-2 will be directed into one (1) `208' swale with a minimum capacity of 123 CF and will be discharged into the subsurface strata ' via one (1) type "A" drywell. DA4 and DA-5 combined are 1.97 acres in size with 0.35 acres of impervious area. Drainage from DA- ' 4 and DA-5 will be directed into four (4) `208' swales with a minimum capacity of 1,422 CF. Discharge from DA4 will flow into a catch basin and then into the shared drywell in DA-5. Discharge from DA-5 will flow into the subsurface strata via one (1) type "B" drywell. ' DA-6 and DA-7 combined are 2.47 acres in size with 0.50 acres of impervious area. Drainage from DA- 6 and DA-7 will be directed into four (4) `208' swales with a minimum capacity of 1,566 CF. Discharge ' from DA-6 will flow into a catch basin and then into the shared drywell in DA-7. Discharge from DA-7 will flow into the subsurface strata via one (1) type "B" drywell. ' The Contractor(s) will be responsible for the proper installation and maintenance of all temporary erosion control measures necessary to protect down gradient areas from siltation. The Contractor shall also protect agatnst siltation of the drywelis and GPAs (or "208" swales) throughout construction. ~ USKIi / Wyatt Engineering (679302) Storm Water 13rief ' Pebruary 21, 2003 Page 6 , ' ' Summer6eld East 5' Addition Subdivision ' To prevent runoff entering from the north of the plat and provide an addition factor of safety against flooding from the Zone B Flood Plain, a one foot berm was constructed along the north boundary of the ' plat, for Summerfield East 41 Addition. Type "B" drywells were installed at the east and west ends of the berm to handle any runoff that accumulated against the berm. These measures were outlined by Spokane County as a requirement for that plat. (Refer to Appendix VI letters from Tammy Williams and ' Dean Franz.) Summerfield East 51 Addition will require these berms be constructed only if the future phase, Summerfield East 61 Addition (to be constructed north of the 5" Addition) is not constructed following this development. ' The bottoms of the swales in the development are constructed parallel to the road curbs and 1.2 feet below the top of curb. All swales are less than 1 percent in slope and are considered flat as per the ' Spokane County "Guidelines for Stormwater Management." Driveways will be constructed across the swales when the lots are developed. The area of these driveways has already been subtracted from the area of the swales, and the runoff from the driveways calculated for treatment. Driveways will be ' constructed across the swales with a low point 6" above bottom of the swale. This will allow areas between driveways to act as mini GPA's and prevent a single large azea of ponding. Overflow from these mini GPA's will continue to the drywell locadon and be dischazged to the subsurface. ' ' ' 1 ' 1 ' ' ' USKH / Wyatt Engineering (679302) Storm Water Bricf ~ February 21, 2003 Page 7 ' ~ ~ Siimmerfield East 51 Addition ~ Subdiv2sinn ~ 1 1 A.k'PEND IX I- Pro, ect Location Map ; ~ - ~ ~ ~ ~ 1 ~ ~ 1 ' U5KH 1 WyatC Engineenng (579302) 5torm WacerBnef February 2 l, 2 003 1 . ~ ~ - ' l'~.:-, ' 4- "."111R L~ • " 81Gfi!-OW GULCN RO 0,9 O > 0 ' - i ~ WELLES~ p~ ! a { Z I ~ - a ~ -UPRMER lk , EUCUp AVE. ~ ~ . $N5f gp,~~FOPP a SpQKANE ' ~ 1NO~`NA ~ ' UP RAILROAD 90 "9O " 1""90 MISSION Q W W eROwwAY , eooNE , N ~ .r~ • - ~ 8R°A°wAY a ' - VA►j-~ WAY ' • SPPAC'vE .h...ax"' . ,..s• , . , . --.~F"'_~ 1V1 • eAD ° ~ ~ ' , Summerfield East 5i° Addition Subdivision ' ' ' ' APPEND]X II- SCS Soils Information ' r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ USKH / Wyatt Enguieeruig (679302) Storm Water Brief February 21, 2003 ' s' : - ♦ t 4q~ . ollp , f , t • ~ ~ a f ~ «6r t - . . 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COMNON PIAHT NoMM i SYMBCt 1 i ' ` ' i /NLSVM) , '7[H4GAOSS C]AU S ~ I ~etu V. wttoAre ; cLc~ ISAIICC TRi3L7U?I 7RSA2 ~aLueaurcH wHt<rcanss ~ aesa ~ s ~SWCLTSCdHTED 3eosrRnw ~ carRS ~ : ~ I l { I5 VAC86(4G sweasaoaT osc~ ~ 3 ~ I I I I ~NaoX rlnlET ~ vtao ~ s ~ I 1 I I cu~[nt ~ lU5lt ~ S I 1 I I f 'COMMON SNCARY ~ $YIli 30 ~wntrf svtatn ~ svee: ~ s• ~ 4 1 I ~ ~SSSXAtaaX SERYiCEe4RRY ~ AMal2 ~ORCCOMGALVG 7SRL ~ S ~ ~ ~ ~ ~ ~cwartr aasa ~ aacY ~ s ~ I t 1 ~ ccrNan CMOKELM[RRT ~ ➢RYI ~ s , i9l3CX 4IIWT4 ORI1 • ~ CA00? ~S I iOTCNTIAL ➢ROOVCT[OV (td5./'JC. 00.T WT)• ~ i ravorcnatl Y:aAS ~ !SO ~ MOAMAL YLARS ~00 ~ unravcrtaaL_ rEnns ~ aoo ~ 1 I l ~ . aanca si'a 043xYOO:wa ' !oarnarr1 , : ZXC353IYC PERYEA2[L[TY R0.7= M67 GAtiSE iGlLUTIOM Of CStOUN Y/a7IA SiT: !HOlX [Z A SUMMaAY OT S GR HORC ML/SURdMGHTS OT1 fH[S 50I1.. ' , ' 1 ' Summerfield East 5' Addition Subdivision ' ' 1 1 APPENDIX III - Drainage Area Map ' t ' 1 1 ' 1 t ' ' 1 ' USKH / Wyatt Engineermg (679302) Storm Water Bnef February 21, 2003 ' Ldf}~ ~ ~ t LOT z y+- ~ lAF 3 v ~ ~ 7 l~T 1 iAi . LOT 1 J~ ~ , ~ tAT B ~ II o~ ! Q Z urrr7 u u ~ W4 pA-2 LOT 4 4r s LOT e y MOMMaaAWEx.t,71r sF ill ~ J ~j 4 iQTNI MFMd,5E6 SF ~ II I (L ~ar r LOT z e tar 7 LOT 1 QA`3 D^_4 LOT 6 90M 1M47fN011S NIFM1D,90F 9F 1.4T J L,pT 4 lWER410U9 AAEI-~,p1 ~~M Sr 20 7'. Tl1TAL AAWD"A.Jtl!l 20 LQI3 ~ ri+oo DA-5 e~ ~ t7,at2 ~A"V DA-~ 1&0 AV-Am - TOM& ~452 SF 9b (47W ,M,OO, It . ~ ~ rrcm+M AMA.i rn x mr sas-~~s d q ~ ~ ~ ~ sswo +afou e7+00 ,f► ~ii Q W o W. ~ QtiEM AYE. ; li w x~~ -42 f @ u ~ 74n,' - ~ --N - a Q ~ 7 4+ ~ LOT 1 LOT 2 yCL~l } 1 II ^ f ~ V Z~ DA-7 8 41 . W LOT J LOT 1 I~ 11 D 11, ~ t0rx'war`µn~b ~ LOT e y'I . N wr 7 ~m~us ,w~.zo~o n ~ Z ~ ao~,, Lar ° ior,~ ,u+~•~,oea ~ ti A ~ A-3 a ror~,,►•, 0 , .2032 Lor t t 44 CQ F ~ E--4 W , W ! f u~ DRAINAGE AREAS ~QA}; rac=rIME oF corrcE~rTR,aTtaN RourE M°~ z F . . _ A DRAlNAGE AREA (DA-1): RRAINAGE AREA (RA-3): ORAINAGE AREA (DA-5): DRAINAGE AREA (DA-7): w z cn ~ TOTAl. AREA=56,355SF TOTAL AREA- iQ,665SF TOTAL AREA=45,0635F TUTAL AREA=48,71QSF IMPERVlQUS TREATMENT ARFA=7,289SF IMPERVIOU5 TRFATMENT AREA-8,454SF IIUPERVIOUS TREATMENT AREA=7,756SF dMPERYIQUS TREATMENT AREA=8,408SF ~D~ SWALE VOLUME REQUIREp=304CF SWALE VOLUME REQUfRED-352CF SWALE VOLUME REQUfRED=323CF SWALE VOLlJME REQUIRED=350CF SWALE VOLUME PROVfDED=466CF SWALE VOLUME pRpl/IpED-270CF SWALE Ut?Ll1ME PRpVfdED=580CF SWALE VOLUME PRQVJDEp=532CF (COMBINED W/DA-1 TO MEET VOLUME) (COM8INEQ W/DA-4) (COMBINED W/DA-6) orao LLF : I~N : DRAINAGE AREA (DA-2): DRAINAGE AREA (DA-4), pRAINAGE AREA (pA-6); DRAINAGE AREA (DA-2&3, 4TH ADD.); u TD7AL AREA=3,5555F TOTAL AREA=36,875SF TOTAL AREA=46,452SF TOTAL. AREA=12,4155F SAL i "=eo' IMPERVIOUS TREATMENT ARE4= 1,3765F IMPERVIUUS TREATMENT AREA=7,486SF lMPERVIQUS TREATMENT AREA-8,408SF IMP'ERVIOUS TRfATMENT AREA=4,970SF DAM. SWALE VOLUME REQUIRED=57CF SWALE V0LUME REQUIRED=312CF SWALE UOLUME REQUIREQ=350CF SWALE VOLUME REQUIRED=207CF 02-21-03 SWALE Vf1LIJME PROVIDEp= f 24CF SWALE VOLUME PROVIDED=606CF SWALE VOI.UME PROVIDED=508CF SWALE VULUME PROUlDED=336CF '`FOW N0- 679302 SHEET ~ pF ~ , , a~., tif; ~c:w~ ;'r, ~~.+~<<l~v'r~' ,t. , ' , ~ ~ ~y~~ ' . . , I . ' ~Y-=~,;'M'i • : ` " , k': ~~`~~~~."~,K• ' . ~=''t~~M1 , kF~~fi • ~Cs. _ + z'P"~ a ; f~.ti::z^~ ~X&N ^+t ~ ~ ~~igoiie Summetfiel.iiYF~tAd`d d~v~i _ ~ r ~ri ~ s"~ y~ ~a . , ~ . r ~ 3. . t . . : tti . ~•r`t . , ~y.'~,.ry' +r,. , . ~r,r ~6 . r'~ j y.~,.-+d. • s ~ri'~~ ti~Y'' ~ r'~.: ,~'+j , fc< 5y t? x , iu •i~~Ay ' ' - v •~u~~'..~ ` - ~ ~_~''~yTM ' ';w s , ~ _ ?dV'!K ~i~ ~y lti~~t ~ . • _ . , -~_t •4~3~ L _ _ _ 7'r . .'~z, yh• J'* ~ •a~ k', . ~ , - ~ J r • -t +.F~.°iM't~ :r ~ e1 . ~t~ t F ,elliocl°C~a'~ulatio~s' A`I'PBND.L~XN-:F2ational ~,vi ~0b~J ^ ~ t •'k ' Y ' • • . 'T -~p ~ ' ~y Y' ~ • ' _M ~ ~ ''',`';':~i~,; • ` ~ • "i < 3, t~~ ' . . " • y i. : y's _ ' • ' ~I-Ali~~ f - ~ Y... ' ~ ' • ' . ,A~.~~ <vYf~ ~~~L' ' - •if~,vr •J •'sr °~~,~`y r :'~7';a;k , 'r 4'~t'ry+~' ~M' ` - .r j' 3~~ y ' • ~ yTTN~~" e~ ' ' ' . ' . ♦fK. _ ' ~ . , ' • : %:F , ' 7~,, ~ ' " . . ~r= , . ,.c• .F . ~t~ ^ yiy~~~~`y#~tJ~ • + F ' ' ~ •_F y'0 r ' ~ . ~ ' •:Z , .+~h~ A KY'?~`M1~~ ~ , • _ ' ' • ~ ~ ~ ' ~ Q}K^~~ - ' . , yatt~ ig~neering (679302) Stocm ~V'ater,Bricf u~; ~ y`+ F~-£ fr .i"TSn+.{.,+ • u.*~ f y ~ `yN~ ~Y ri~ 2w'8~_+. ~.-~1{'F~id.`~~•,". ' , . ._:z'~r.,vtr' ..~:.5.'.f 4£ 'a , Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations Drainage Area Summary , DRAINAGE AREA (DA) DA1 DA2 DA3 DA4 DA5 DA6 DA7 SUBDIVISION ADDITION ! PHASE I 5 I 5 I 5 5 I 5 I 5 14 (DA2&3) I Combined I 5 # OF DWELINGS IN AREA 4 ~ 0 ~ 0.5 ~ 3 1 3.5 1 4 ~ 0.5 1 4.5 1 4 ROOF (SF) 7,840 ~ 0 ~ 980 ~ 5,880 ~ 6,860 1 7,840 ~ 980 1 8820 1 7,840 SIDEWALK AREA (SF) ~ 1,591 ~ 335 ~ 700 ~ 1,838 ~ 1,825 ~ 1,694 ~ 1,170 1 2864 1 1,756 DRIVEWAY AREA (SF) ~ 2,160 ~ 0 ~ 0 ~ 1,620 ~ 1,890 ~ 2,160 ~ 270 1 2430 1 2,160 CURB 8 STREET PAVEMENT AREA (SF) ~ 5,129 1 1,376 1 8,454 ~ 5,866 ~ 5,866 ~ 6,248 ~ 4,700 1 10948 1 6,248 TOTAL IMPERVIOUS AREA (SF) ( 16,721 ~ 1,711 1 10,134 1 15,204 ~ 16,441 ~ 17,942 1 7,120 1 25062 1 18,004 OPEN LAND / PERVIOUS AREA (SF) 39,635 1,844 531 1 21,671 32,622 28,509 5,295 33804 30,705 TOTAL AREA (SF) 56,355 3,555 10,665 3618T5 49,063 46,452 r4,970 486T IMPERV. TREATMENT AREA (SF) 7,289 1,376 1 8,454 7,486 7,756 8,408 13378 8,408 MIN SWALE VOLUME (CF) ~ 304 ~ 57 1 352 ~ 312 ~ 323 ~ 350 1 207 ( 557 ~ 350 MIN SWALE LENGTH (LF) ~ 152 ~ 29 ~ 176 ~ 156 ~ 162 ~ 175 1 104 ~ 279 ~ 175 ACTUAL SWALE LENGTH (LF) ~ 310 ~ 59 ~ 132 ~ 360 ~ 357 ~ 331 1 174 ~ 505 ~ 343 DRIVEWAY IN SWALE (LF) ~ 80 ~ 0 ~ 0 ~ 60 ~ 70 ~ 80 9 ~ 89 ~ 80 NET SWALE LENGTH (LF) ~ 230 ~ 59 ~ 132 ~ 300 ~ 287 ~ 251 165 ~ 416 ~ 263 NET SWALE VOLUME (CF) ~ 460 ~ 118 ~ 264 ~ 599 ~ 574 ~ 502 1 330 ~ 832 ~ 527 DIFFERENCE (CF) ~ 157 ~ 61 ~ -88 ~ 287 ~ 251 ~ 151 ~ 123 ~ 274 ~ 176 USKH / Wyatt Engineering, Inc. 1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-Area Page 1 of 1 . ' ' Summeffield East 5th Addition Storm Water Design - Drainage Study Report Caiculations 1 ' ' Date: February 20, 2003 • Name: Summeffield East 5th Addition Basin Nam DA-1 &3 Design Frequency: 10 YR ' 1 Determine Time of Concentration ' Segment 1- Overland Flow OVERLAND FLOW Length L= 120 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 ft/ft (Slope) n= 0 016 Roughness Coefflcient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY". ' Tc1 = Ct'(L*N(S^0 5))^(0.6); From "Guidelines for Storm Water ManagemenY'_ Tc1 = 0.88 min. ' Segment 2- Shallow Concentrated Flow CURB GtJT'fER . Length L = 0 ft Slope S = 0.005 ft/ft ' n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0.09 ft (Assumed depth of flow) Cross s = 0.02 fUft Z = 50.00 ft/ft (Z=1/s) ' Area, A= 0.20 ft. (A = 1/2'Z*(y^2)) Q gutter = 0.21 cfs (Manning's equation flow) Velocity, V= 1 05 fps (V = Q/A) ' Tc2 = Length/Veloaty Tc2 = 0.00 min Segment 3- Channel Flow PIPE ' Length L = 0.00 ft Slope S 1.000 ft/ft n= 0.012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. ' Velocity, V= (1.49ln)'(R112/3)'(So^1/2) (Mannings Equation) Velocity, V= 43.62 ft/sec Tc3 = Length/Vetocdy ' Tc3 = 0 min Total Tc = 0.88 min. ' r ~ USKH / Wyatt Engineering, Inc ' 1.1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA1&3 Page 1 of 4 , - • , ' Summerfield East 5th Addttion Storm Water Design - Drainage Study Report Calculations ~ Date: February 20. 2003 • Name. Summerfieid East 5fh Addition / Basin Nam DA-1&3 Design Frequency: 10 YR , 2. Determine Weighted Runoff Coefficient (C ) and Area ' - Area Surface Type (sf) (acres) C. CA ' Open Land (2% - 10°k slope) 40166 0.92 03 0.2766 Roof & Sidewalk 11111 0.26 09 0.2296 Asphalt, Curb & Dnveway 15744 0.36 0.9 0.3253 From Bypass DAx 0 0.00 0.9 00000 , Total Drainage Area 67021 1.54 Sum CA = 0.8315 Total Impervious Treated Area 15744 0 36 From Table 1, Page 6-2, "Guidelines for Storm Water ManagemenY" . Weighted C=(Sum CA)/(Sum A) = 0.5404 , 3. Determine Peak Runoff (Q = CIA): Based On: Total Impervious Area ' Duration (Tc) = 0.88 Weighted C = 05404 Intensity (I) = 3.18 iNhr from IDF Curve for Spokane, WA Area (A) = 1 54 ' Peak 1 0-year discharge = 2.64 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area: ' Total Impervious Treated Area = 15743.75 sf Required Biofiftration Swale Volume = Impervious Treated Area x 0.5"112 in/ft Reqwred Biofiltration Swale Volume = 655.99 CF ' "208" Biofiitration Swale Bottom Width = 2.00 ft "208" Biofiltration Swale Bottom Length = 36223 ft "208" BiofiRration Swale Depth = 0.5 ft ' "208" Biofiltration Swale Side Slopes (X 1) = 4 "208" Biofiltration Swale Bottom Area = 724 sf "208" Biofiltration Swale Top Area = 2197 sf ' "208" Biofiltration Swale Volume = 730 cf POND SIZE CHECKS 5. Determine the Maximum Outflow: ' Soil Type: Garrison Gravelly Loam (GgA) From Spokane Counry Soil Suroey, SCS Based on the soil type and "Guidelines for Storm Water ManagemenY", Page 415, the allowable design drywell flows are as shown below: ' Number of Type A(0.3 cfs) Drywells Required- 0 Number of Type B(1.0 cfs) Drywells Required 1 ' Total Outflow (Qo) = 1 cfs USKH / Wyatt Engineering, Inc ~ ' 1:1679302-Tupper Summeffield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA1 &3 Page 2 of 4 1 Summerfield East 5th Addition Stortn Water Design - Drainage Study RepoR Calculations ' , Date: February 20, 2003 Name: Summerfieid East 5th Addition Basin Nam DA-1&3 Design Frequency- 10 YR ' 6. Determine Required Detention Storage Using Bowstnng Method ' Time increment = 5 min. Elapsed Time Intens. Q in Vol. In Vol. Out Storage' ' (min.) (sec.) (m/hr) (cfs) (cu.ft ) (cu.ftJ (cu.ft.) 0.88 53 3.18 2.64 188 53 135 , 0 0 3.18 2.64 0 0 0 5 300 3.18 2.64 841 24 817 10 600 2 24 1.86 1151 208 943 15 900 1.77 147 1351 404 947 ' 20 1200 1.45 1.21 1468 594 874 . 25 1500 1.21 1.01 1527 774 753 30 1800 1.04 0 86 1572 955 617 35 2100 0.91 0.76 1603 1135 468 , 40 2400 0.82 0.68 1649 1329 320 45 2700 0.74 0.62 1672 1513 160 50 3000 0.68 0.57 1706 1708 -2 , 55 3300 0.64 0.53 1766 1927 -162 60 3600 0.61 0 51 1835 2160 -325 ' 65 3900 0 61 0.51 1987 2460 -473 70 4200 0.61 0 51 2139 2760 -620 75 4500 0.61 0 51 2292 3060 -768 ' 80 4800 0.61 0.51 2444 3360 -916 85 5100 0.61 0.51 2596 3660 -1064 90 5400 0.61 0.51 2748 3960 -1212 Storage = (Vol in. - Voi out) 7. Determine the Minimum Reqwred Depth above Biofiltration Swale: , Required Detention Storage 947 4 CF (See Bowstnng Method, maximum value) Calculated "208" Biofiltration Swale Volume 730.5 CF Required Storage Above "208" Swale: 216.9 CF NEEDS ADDITIONAL SWALE VOLUME ' "208" Swale Top Width: 6.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 366.2 ft (See "208" Swale Volume Calculations) "208" Swale Top Area: 2197 4 SF (See "208" Swale Volume Calculations) "208" Biofiltration Swale Side Slopes (X : 1) = 4.0 (See "208" Swale Volume Calcufations) ' Depth Above "208" Biofiltration Swale. 0.1 ft Detentton Pond Top Width. 6.8 ft ' Detention Pond Top Length: 3670 ft Top of Detention Pond Area- 2495.8 SF Volume above "208" Biofiltration Swale: 234.7 CF POND SIZE CHECKS ' ' USKH / Wyatt Engineering, Inc. ' I•1679302-Tupper Summerfield Sth Add PSE1679302AreaCaics-5thAdd.xls-DA183 Page 3 of 4 ' Summerfieid East 5th Addition Storm Water Design - Drainage Study Report Calculations ' • ' Date* February 20, 2003 iVame: Summerfeld East 5th Addition Basin Nam DA-1&3 Design Frequency: 10 YR ' 8. Determine Adequacy of Drainage Structures ' Curb Opening: Q = 0.56`(Z/n)'(S^0.5)'(d^(8!3)) ' Flow, Q= 2.64 cfs, From Peak Runoff Section Slope S = 0.009 fUft n = 0.014 Roughness Coefficient ' Cross Siope, s= 0.01 ft/ft Z = 1 /s = 100 ft/ft Flow Depth, d= 0.156 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) . Curb Opening at Low Point. (see page 6-40, "Guidelineslfor Storm Water ManagemenY") ' Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) Discharge Qn = 2.64 cfs Flow Depth, d = 0.156 ft. Length of Opening: 4 ft. - ' (Length of opening consists of 2 drainage area, 2.0' wide at each opening) Use Q= 3.087(L)(H^3!2); Solve for H Depth, H = 0.36 feet ' H/h = 0.72 OK - H/h<=1 ~ Use 4 ft. of Total Curb Opening ~ ' Grate Inlei: Yes , ' ' ' ' , USKH / Wyatt Engineenng, Inc. , 1:1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA183 Page 4 of 4 i Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calcul2tions ' , Date: February 20, 2003 - Name: Summerfield East Sth Addition Basin Nam DA-2 Design Frequency: 10 YR ' 1. De2ermine Time of Concentration ' Segment 1- Overland Flow OVERLAND FLOW Length L= 40 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 Wft (Slope) n= 0 016 Roughness Coefficient (Asphaft) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY" ' Tc1 = Ct'(L'n/(S^0.5))^(0.6); From "Guidelines for Storm Water ManagemenY'. Tc1 = 0.46 min. ' Segment 2- Shallow Concentrated Flow CURB GUTTER . Length L = 0 ft Slope S = 0.005 Nft ~ n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0 09 ft. (Assumed depth of flow) Cross s = 0.02 ft/ft Z = 50 00 ft/ft (Z=1/s) ' Area, A= ` 0.20 ft. (A = 1/2'Z*(y"2)) Q gutter = 0.21 cfs (Mammng's equation flow) Velocity, V= 1.05 fps (V = Q/A) ' Tc2 = Length/Velociry Tc2 = 0.00 min. Segment 3- Channel Flow PIPE ' Length L= 0 00 ft Slope S= 1 000 ft/ft n= 0.012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. , Velocity, V= (1.49/n)"(R^2/3)'(So^1/2) (Mannings Equation) Velocity, V= 43.62 ft/sec Tc3 = Length/Velocrty ' Tc3 = 0 min Total Tc = 0.46 min. ' . ~ ' USKH / Wyatt Engineenng, Inc. ' 1:1679302-Tupper Summefield 5th Add PSE(679302AreaCalcs-5thAdd.xls-DA2 Page 1 of 4 Summefield East 5th Addition Storm Water Design - Drainage Study Report Caiculations ' Date. February 20, 2003 . ' Name: Summeiflield East 5th Addition Basin Nam DA-2 Design Frequency: 10 YR ' 2. Determine Weighted Runoff Coefficient (C ) and Area• ' Area Surface Type (sf) (acres) C. CA ' Open Land (2% - 10% slope) 1844 0.04 0.3 0.0127 Roof & Sidewalk 335 0.01 09 0.0069 Asphalt, Curb & Driveway 1376 0 03 09 0.0284 From Bypass DAx 0 0.00 0.9 0.0000 ' Total Drainage Area 3555 0.08 Sum CA = 00481 Total Impervious Treated Area 1376 0.03 From Table 1, Page 6-2, "Guidelines for Storm Water Management" Weighted C=(Sum CA)/(Sum A) = 0.5888 ' 3. Determine Peak Runoff (Q = CIA): , Based On Total Impervious Area Duration (fc) = 0.46 ' Weighted C = 0.5888 Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) = 0.08 ' Peak 10-year discharge = 0.15 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area: , Total Impervious Treated Area = 1376 32 sf Required Biofiltration Swale Volume = Impervious Treated Area x 0.5"712 in/ft Required Biofiltration Swale Volume = 57.35 cf ' "208" Biofiltration Swale Bottom Width = 2.00 ft °208" Biofiltration Swale Bottom Length = 59.00 ft "208" Biofiftration Swale Depth = 0.5 ft ' "208" Biofiltration Swale Side Slopes (X • 1) = 4 "208" Biofiltration Swale Bottom Area = 118 sf ' "208" Biofiltration Swale Top Area = 378 sf ' "208" Biofiltration Swale Volume = 124 cf POND SIZE CHECKS 5 Determine the Maximum Outflow. ' Soil Type: Garrison Gravelly Loam (GgA) From Spokane County Sod Survey, SCS Based on the soil type and "Guidelines for Storm Water ManagemenY", Page 415, the allowabie design drywell flows are as shown below• ' Number of Type A(0 3 cfs) Dryweils Reqwred: 1 Number of Type B(1.0 cfs) Drywells Required: 0 Total OutFfow (Qo) = 0.3 cfs ' USKH / Wyatt Engineenng, Inc ' I:\679302-Tupper Summerfield 5th Add PSE1679302AreaCaics-5thAddxis-DA2 Page 2 of 4 ' Summefield East 5th Addition Storm Water Design - Drainage Study Report Calculations 1 Date: February 20, 2003 . , Name: Summerfeld East 5th Addition Basin Nam DA-2 Design Frequency 10 YR 1 6. Determine Required Detention Storage Using Bowstnng Method ' Time Increment = 5 mm Elapsed Time Intens. Q m Vol In Vol Out Storage " ~ (mm.) (sec.) (in/hr) (cfs) (cu.ft ) (cu.ft.) (cu ftJ 0.46 27 3.18 015 6 8 -3 ~ 0 0 3.18 0.15 0 0 0 5 300 3.18 0.15 47 0 47 10 600 224 0.11 66 0 66 15 900 177 0.09 77 0 77 ' 20 1200 145 0.07 84 0 84 25 1500 121 0.06 88 0 88 30 1800 1.04 0.05 90 0 90 35 2100 0 91 0.04 92 0 92 ' 40 2400 0.82 0.04 95 0 95 45 2700 0.74 0.04 96 0 96 50 3000 0.68 0.03 98 0 98 55 3300 0.64 0.03 102 0 102 60 3600 0.61 0.03 106 0 106 1 65 3900 0.61 0_03 115 0 115 70 4200 0.61 0 03 123 0 123 75 4500 0.61 0.03 132 81 51 80 4800 0.61 0.03 141 171 -30 ~ 85 5100 0.61 0.03 150 261 -111 90 5400 0.61 0 03 159 351 -192 ` Storage = (Vol in. - Vol. out) , 7. Determine the Minimum Required Depth above Biofiltration Swale ' Required DetenUon Storage 123 4 CF (See Bowstring Method, maximum value) Calculated "208" BiofiltraUon Swale Voiume. 124.0 CF Required Storage Above "208" Swale- -0.6 CF EFFICIENT CAPACITY ' "208" Swale Top Width: 6.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 63.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Area: 378 0 SF (See "208" Swale Volume Calculations) "208" Biofiitra6on Swale Side Slopes (X 1) = 4.0 (See "208" Swale Volurne Calculations) ~ Depth Above "208" Biofiltration Swale. 0.1 ft - Detention Pond Top Width: 6 8 ft ' Detention Pond Top Length: 63.8 ft Top of Detention Pond Area: 4338 SF Volume above "208" Biofiftration Swale. 40.6 CF POND SIZE CHECKS ~ ~ USKH / Wyatt Engineenng, Inc ' 1:1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd.xis-DA2 Page 3 of 4 , Summerfieid East 5th Addition Storm Water Design - Drainage Study Report Calculations 1 Date: February 20, 2003 . ' 1 Name Summerfield East 5th Addition Basin Nam DA-2 Design Frequency: 10 YR ' 8 Determine Adequacy of Drainage Structures ' Curb Opening Q = 0 56'(Z/n)"(S^0.5)'(d1(8/3)) ' Flow, Q= 0.15 cfs, From Peak Runoff Sedion Slope S= 0 009 ft/ft n = 0 014 Roughness Coefficient ' Cross Slope, s= 0 01 ft/ft Z = 1 /s = 100 ft/ft Flow Depth, d= 0.053 ft. WITHIN 10% OF ASSUMED DEPTN FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opening at Low Point (see page 6-40, "Guidelines for Storm Water ManagemenP") ' Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) Discharge Qn = 0 15 cfs Flow Depth, d= 0 053 ft. Length of Opening: Z g, (Length of opening consists of 1 dramage area, 2.0' wide at each opening) ~ Use Q= 3.087(L)(H^3/2); Solve for H Depth, H= 0 08 feet ~ Hm = 0.17 OK - H/h<=1 IUse 2 ft. of Total Curb Opernnp ~ 1 Grate Inlet• Yes • 1 ~ 1 1 1 ' USKH / Wyatt Engineering, Inc. I 1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAddxls-DA2 Page 4 of 4 ' , Summefield East 5th Addition Stortn Water Design - Drainage Study Report Calculahons ' - 1 Date February 20, 2003 , Name: Summefield East Sth Addition Basin Nam DA-4&5 Design Frequency 10 YR ' 1. Determine Time of Concentration ' Segment 1- Overland Fiow OVERLAND FLOW Length L= 145 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 ftfft (Slope) n = 0.016 Roughness Coefficient (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water ManagemenY". ' Tc1 = Ct'(L"n/(S^0.5))^(0.6); From "Gwdelines for Storm Water ManagemenY' Tc1 = 0.99 min. ' Segment 2- Shallow Concentrated FIOw CURB GUTTER Length L = 0 ft Slope S = 0.005 ftfft ' n= 0 014 Roughness Coefficient (Concrete Gutters) Depth, y= 0.09 ft. (Assumed depth of flow) Cross s = 0.02 ft/ft Z = 50.00 ft/ft (Z=1/s) Area, A= 0 20 ft. (A = 1/2'2'(y^2)) , Q gutter = 0.21 cfs (Manning's equation flow) Velocity, V= 1.05 fps (V = Q/A) ~ Tc2 = LengthNelocity Tc2 = 0.00 min. Segment 3- Channel Flow PIPE ~ Length L= 0 00 ft Slope S= 1 000 ft/ft n= 0.012 Manning's Roughness Coefficient (Concrete) ' Diameter = 0 inches Area, A = 0 R= D/4 = 0 ft. ' Velocity, V= (1.49/n)"(R"2/3)'(So^1/2) (Mannings Equation) Veloaty, V= 43.62 ft/sec Tc3 = LengthNelocity ' Tc3 = 0 min Total Tc = 0.99 min. ~ ~ ' USKH / Wyatt Engineering, Inc , 1.1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 1 of 4 1 Summefield East 5th Addition Storm Water Design - Drainage Study Report Calculations ~ 1 Date• February 20, 2003 • Name- Summerfield East 5th Addition Basin Nam DA-4&5 Design Frequency: 10 YR ' 2. Determine Weighted Runoff Coefficient (C ) and Area: - ' Area Surface Type (sfl (acres) C" CA ' Open Land (2% - 10% slope) 54293 1.25 03 0.3739 Roof & Sidewalk 16402 0.38 0.9 0.3389 Asphalt, Curb & Dnveway 15243 0.35 0.9 0.3149 From Bypass DAx • 0 0.00 0.9 0.0000 ' Total Dramage Area 85938 1.97 Sum CA = 1.0277 Total Impervious Treated Area 15243 0.35 From Table 1, Page 6-2, "Guidelines for Storm Water ManagemenP" Weighted C=(Sum CA)/(Sum A) = 0.5209 ' 3. Determine Peak Runoff (Q = CIA): Based On: Totai Imperoious Area ' Duration (Tc) = 0.99 Weighted C = 0.5209 Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) _ 1.97 ' Peak 10-year discharge = 3.27 cfs 4 Determine Volume of Biofiltration Swale/Drainage Area: ' Total Impervious Treated Area = 15242.72 sf Required Biofiftration Swale Volume = Impervious Treated Area x 0.5712 in/ft Required Biofiltration Swale Volume = 635.11 cf , "208" Biofiltration Swale Bottom Width = 2.00 ft "208" Biofiltration Swale Bottom Length = 586.49 ft "208" Biofiltration Slroafe Depth = p 5ft ' "208" Biofiltration Swale Side Slopes (X . 1) = 4 "208" Biofiltration Swale Bottom Area = 1173 sf "208" Biofiltration Swale Top Area = 3543 sf ' "208" Biofiltration Swale Volume = 1179 cf POND SIZE CHECKS 5. Determine the Maximum Outflow• I Sod Type. Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS Based on the soil type and "Gwdelines for Storm Water ManagemenY', Page 4-15, the allowable design drywell flows are as shown below: , Number of Type A(0.3 cfs) Drywells Required• p Number of Type B(1.0 cfs) Drywells Reqwred: 1 1 Total Outflow (Qo) = 1 cfs USKH / Wyatt Engineenng, Inc. , 1:1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-QA4&5 Page 2 of 4 1 Summerfield East 5th Addition Storm Wafer Design - Drainage Study Report Calculations _ ~ , Date. February 20, 2003 Name Summerifield East 5th Addition Basin Nam DA-4&5 Design Frequency: 10 YR ~ • 6. Determine Required Detention Storage Usmg Bowstring Method ' Time increment = 5 min Elapsed Time Intens. Q in Vol. In Vol. Out Storage " ' (min ) (sec.) (iNhr) (cfs) (cu.ft) (cu.fi.) (cu.ft ) 0.99 59 3.18 3.27 260 59 201 ' 0 0 3.18 3.27 0 0 0 5 300 318 3 27 1046 0 1046 10 600 2.24 2 30 1428 88 1340 15 900 1.77 1.82 1674 252 1422 ' 20 1200 1.45 149 1818 409 1409 25 1500 1.21 1_24 1890 552 1339 30 1800 1.04 1.07 1946 697 1249 35 2100 0 91 0.94 1983 839 1144 ' 40 2400 0.82 0.84 2040 1001 1039 45 2700 0.74 0 76 2069 1150 919 50 3000 0.68 0 70 2111 1313 798 55 3300 0.64 0.66 2184 1508 676 ~ 60 3600 0.61 0.63 2270 1719 550 65 3900 0.61 0.63 2458 2019 438 70 4200 0.61 0.63 2646 2319 326 75 4500 0.61 0.63 2834 2619 214 ' 80 4800 0.61 0.63 3022 2919 102 85 5100 0.61 0.63 3210 3219 -9 90 5400 0 61 0.63 3398 3519 -121 * Storage = (Vol in. - Vol. out) ' 7. Determine the Minimum Reqwred Depth above Biofiltration Swale. ' Required Detention Storage 1422.0 CF (See Bowstring Method, maximum vaiue) Calculated "208" Biofiltration Swale Volume• 1179.0 CF Required Storage Above "208" Swale: 243.0 CF NEEDS ADDITIONAL SWALE VOLUME ' "208" Swale Top Width: 6.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 590 5 ft (See "208" Swale Volume Calculations) "208" Swale Top Area. 3542 9 SF (See "208" Swale Volume Calcuiations) "208" Biofiltration Swale Side Slopes (X 1) = 4.0 (See "208" Swale Volume Caiculations) ' Depth Above "208" Bioiiltration Swale. 0.1 ft Detention Pond Top Width. 6.8 ft ' Detention Pond Top Length: 591.3 ft Top of Detention Pond Area: 4020.8 SF Volume above "208" BiofiltraUon Swale. 378.2 CF POND SIZE CHECKS , ' USKH / WYatt En9ineenn9. Inc. 1:1679302-Tupper Summerfiied 5th Add PSE1679302AreaCalcs-5thAdd xis-DA4&5 Page 3 of 4 ' ' Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' Date. February 20, 2003 • , Name Summefield East 5th Addition Basin Nam DA-485 Design Frequency: 10 YR ' 8. Determine Adequacy of Drainage Structures ` Curb Opening: Q = 0.56'(Ln)'(S^0.5)'(d^(8/3)) ' Flow, Q= 3.27 cfs, From Peak Runoff Section Slope S = 0.009 ft/ft n = 0.014 Roughness Coefficient ' Cross Slope, s= 0.01 ft/ft Z = 1 /s = 100 ft/f t Flow Depth, d= 0.168 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management") ' Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) Discharge Qn = 327 cfs Fiow Depth, d= 0 168 ft Length of Opening• 8 ft. ' (Length of opernng consists of 4 drainage areas, 2.0' wide at each opening) Use Q= 3 087(L)(H^3/2), Solve for H Depth, H = 0.26 feet , H/h = 0.52 OK - H/h<=1 IUse 8 ft. of Total Curb Opaning ~ ' Grate intet: Yes 1 ' ~ - ~ r ~ USKH / Wyatt Engineenng, Inc ' 1.1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 4 of 4 , Summefield East 5th Addition Storm Water Design - Drainage Study Report Calculations ' Date- February 24, 2003 ' Name Summerfield East 5th Addition - Basin Nam DA-6&7 (Includes DA2&3 from Summefieid East 4th Addition) Design Frequency: 10 YR 1 1. Determine Time of Concentration ' Segment 1- Overiand Flow OVERLAND FLOW Length L= 145 ft(Length) MAX LENGTH = 300 ft. ' Slope S = 0.01 fUR (Slope) n = 0.016 Roughness CoeffiGent (Asphalt) Ct = 0.15 From Figure 3, Page 6-5 of "Guidelines for Storm Water Management". ' Tc1 = Ct'(L'n/(S^0.5))^(0 6), From "Guidelines for Storm Water Management" Tc1 = 0.99 min. ' Segment 2- Shallow Concentrated Flow CURB GUTTER Length L = 0 ft Siope S= 0 005 fUft ' n= 0.014 Roughness Coefficient (Concrete Gutters) Depth, y= 0 09 ft. (Assumed depth of flow) Cross s= 0 02 ft/ft Z = 50.00 ff/ft (Z=1/s) Area, A= 0.20 ft(A = 1/2'Z*(Y"2)) ' Q gutter = 0.21 cfs (Manning's equation flow) Velocity, V= 1.05 fps (V = Q/A) ~ Tc2 = LengthNeiocity Tc2 = 0.00 min. Segment 3- Channel Flow PIPE , Length L = 0.00 ft Slope S = 1.000 ft/ft n= 0.012 Manning's Roughness Coefficient (Concrete) Diameter = 0 inches Area, A = p R= D/4 = 0 ft. ~ Velocity, V= (1.49/n)'(R^2/3)'(So"1/2) (Mannings EquaUOn) Vetocity, V= 43.62 ft/sec Tc3 = LengthNelocity ~ Tc3 = 0 min. Total Tc = 0.99 min. , ' ' USKH / Wyatt Engineenng, Inc. ' 1:1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA6&7 Page 1 of 4 ' Summefield East 5th Addition Storm Water Design - Drainage Study Report Calculations 1 Date. February 24, 2003 ' Name. Summ2r5eld East 5th Addition Basin Nam DA-6&7 (Includes DA2&3 from Summefield East 4th Addition) Design Frequency: 10 YR 1 2. Determine Weighted Runoff Coefficient (C ) and Area: , Area Surface Type (sfl (acres) C. CA ' Open Land (2°/a - 10% slope) 64510 1 48 0.3 0.4443 Roof & Sidewaik 21281 0.49 0.9 0.4397 Asphalt, Curb & Dnveway 21786 0.50 0.9 0.4501 From Bypass DAx 0 0 00 0.9 0.0000 ' Total Drainage Area 107576 2.47 Sum CA = 1.3341 - Total Impervious Treated Area 21786 0.50 From Table 1, Page 6-2, "Guidelines for Storm Water ManagemenP' Weighted C=(Sum CA)/(Sum A) = 0.5402 , 3. Determine Peak Runoff (Q = CIA)• Based On• Total Impervious Area Duration (Tc) = 0.99 , Weighted C = 0.5402 Intensrty (I) = 3.18 in/hr from IDF Curve for Spokane, WA Area (A) = 2.47 , Peak 10-year discharge = 4.24 cfs 4. Determine Volume of Biofiltration Swale/Drainage Area: ' Total Impervious Treated Area = 21786.02 sf - Reqwred Biofiltration Swale Volume = Impervious Treated Area x 0.5"112 in/ft Required Biofiitration Swale Volume = 907.75 cf ' "208" Biofiltration Swale Bottom Width = 2 00 ft "208" BiofilVation Swale Bottom Length = 679.14 ft "208" Biofiltration Swale Depth = 0 5 ft , "208" Biofiltration Swale Side Slopes (X. 1) = 4 "208" Biofiltration Swale Bottom Area = 1358 sf "208" Biofiltration Swale Top Area = 4099 sf , "208" Biofiltration Swale Volume = 1364 cf POND SIZE CHECKS 5 Determine the Maximum Outflow: ' Sod Type: Garnson Gravelly Loam (GgA) From Spokane County Sod Survey, SCS Based on the sod type and "Guidelines for Storm Water ManagemenY", Page 4-15, the allowable design drywell flows are as shown below: ' Number of Type A(0.3 cfs) Drywelis Required- p Number of Type B(1.0 cfs) Drywelis Required: 2 Total Outflow (Qo) = 2 cfs ' USKH / Wyatt Engineering, Inc. ' I:\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xis-DA6&7 Page 2 of 4 Summerfieid East 5th Addition ' Storm Water Design - Drainage Study Report Calculations ' Date. Februarv 24, 2003 Name Summerfield East 5th Addition Basin Nam DA-6&7 (includes DA2&3 from Summeffietd East 4th Addition) Design Frequency: 10 YR ' 6. Determine Required Detention Storage Using Bowstnng Method Time Increment = 5 mm. ' Elapsed Time Intens. Q in Vol. In Vol Out Storage ` (mm ) (sec.) (iNhr) (cfs) (cu.ft.) (cu.ft) (cu ft) 0.99 59 3.18 4 24 337 119 219 ' 0 0 3.18 4.24 0 0 0 5 300 3.18 4.24 1358 0 1358 10 600 2 24 2.99 1853 287 1566 ' 15 900 177 2.36 2173 644 1528 20 1200 1.45 1 93 2360 989 1371 25 1500 1.21 1.61 2454 1310 1144 30 1800 1 04 1.39 2525 1633 892 ' 35 2100 0.91 1 21 2574 1952 • 621 40 2400 0 82 1.09 2648 2306 342 45 2700 0.74 0 99 2685 2636 49 50 3000 0.68 0.91 2740 2992 -252 ' 55 3300 0.64 0.85 2835 3404 -569 60 3600 0.61 0.81 • 2946 3847 -901 65 3900 0.61 0 81 3190 4447 -1257 70 4200 0.61 0.81 3434 5047 -1613 ' 75 4500 0 61 0.81 3679 5647 -1969 80 4800 0 61 0.81 3923 6247 -2324 85 5100 0.61 0.81 4167 6847 -2680 90 5400 0.61 0.81 4411 7447 -3036 Storage = (Vol in - Vol. out) 7. Determine the Mirnmum Required Depth above Biofiltration Swale• ' Required Detention Storage 1566.4 CF (See Bowstnng Method, maximum vaiue) Calculated "208" Biofiitration Swale Volume: 13643 CF Reqwred Storage Above "208" Swale. 202.1 CF NEEDS ADDITIONAL SWALE VOLUME ' "208" Swale Top Width. 6.0 ft (See "208" Swale Volume Calculations) "208" Swale Top Length: 683.1 ft (See "208" Swale Volume Calcuiations) "208" Swale Top Area: 4098.8 SF . (See "208" Swale Volume Calculations) ' "208" Biofiltration Swale Side Slopes (X : 1) = 4.0 ' (See "208" Swale Volume Calculations) Depth Above "208" BiofilVation Swale- 0.1 ft , Detention Pond Top Width. , 6.8 ft Detention Pond Top Length: 683.9 ft Top of Detention Pond Area: 4650.8 SF Volume above "208" Biofiltration Swale. 437.5 CF POND SIZE CHECKS ' . ' ' USKH / Wyatt Engineenng, Inc. 1:1679302-Tupper Summerrield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA6&7 Page 3 of 4 ' ' Summefield East 5th Addition Storm Water Design - Drainage Study RepoR Calculations ' Date: February 24, 2003 , ' Name: Summeriieid East 5th Addition Basin Nam DA-6&7 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR ' 8 Determine Adequacy of Dramage Structures. • ' Curb Opemng- Q = 0.56'(Zln)1(S^0 5)'(d^(8/3)) ' Flow, Q= 4 24 cfs, From Peak Runoff Section Slope S = 0.009 ft/ft n = 0.014 Roughness Coefficient ' Cross Slope, s= 0.01 ft/ft Z = 1/s = 100 ft/ft Flow Depth, d= 0.186 ft. -WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW ' CONCENTRATED FLOW (CHECK) Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water ManagemenY) ' Curb Height (h) = 0.5 ft(Type 1 Curb Inlet) Discharge Qn = 4.24 cfs Flow Depth, d= 0.186 ft Length of Opening: 8 ft. (Length of opemng consists of 4 drainage areas, 2.0' wide at each opening) ' Use Q= 3.087(L)(H^3/2), Solve for H Depth, H = 0.31 feet ~ H/h = 0.62 OK - H/h<=1 IUse 8 ft. of Total Curb Opening I ' Grate Inlet. Yes , , ' ~ ' 1 USKH / Wyatt Engineenng, Inc. ' 1*1679302-Tupper Summerfield 5th Add PSE1679302AreaCaics-5thAdd.xls-DA6&7 Page 4 of 4 , ~ Stimmerfield East 5' Addition S ubdivision , ' ~ , APPENDIX V - Miscellaneous Figures :r ~ ~ ~ ~ ~ ~ ~ ~ USKH / Wyart Bngneeri.uag (679302) Storm Water Bnef ' February 21, 2003 ' iromp ~.~.,;.'T ~ 4 ' 7' - - - - - - --I--1-I ~ + 4 L - ~ ~ - - ~ ~ - - • L _ _ _ .G l- ~ P f - - - - _ _ _ - 1 ~_Zx~~ `_y'~ _ --1t - -5--- - - - - _ . - - ----__-_------i~----=--_ _ _ ~ ____------~k--__~ - 5 = ~===;M=_ _,=ii _ i----- -~L - - - - =el~-=_=_=_-____- W ~ - ~ ~ ~ - , - - - ~ - y~--- - - _ ~r = - ~ - --==~-L~ =-~======z=:~_~.__===_===___=__ 3 - ~ - - - - - - - - ~ - - - -t- - f-~ _ -i~ - - - - _ - - - - ~ ~ _ V ~ - - - - - ~ _____~_~-T- _ _ - - - - - - -i-E , - - - _ ~ 2 t:---__-. __,~__,_C_ _ - - - - ---C_- - -----~a----~~-----~a~ - - - - -------L-`__ ~ - ~--------a__--a-- - - - - - ~ - - --_.C_ ~ ~ - ` ~ - - - - - - - ~ ---~~_~_"'-_-.a._~__._a~~_.~ _ _-'--•-'-----'_-I-'---..._~ - ~ - - -\~----"`~~c.- ---J_.-..,._---^^-----!''G---'-~ - - - - - _.-1~_._ ~ -a - `~I' _ - • . .,y`----__^_---- - - _ _ - - - - - • - - - - . - i ~ ~ 1 ' : • ~ ~ ' ' . ' _ _ _ ~ ' Y" ~ Y I " • ' - . , . ; ---=---------------------I__.___----_- z ~L_._1_.~----- --1-------- o i p_ ~ p .30 40 ~150 60 7a 80 90 ~oa ;4iii t ~ . r„~ t.a ' ~ . ~ ~ R ;----CF L BASN WAII GENGRAL NO1 ES VIATERPROOF-, CAT PIpE (TYP.) 1. C12AVEL BACKFILL QUANTITY FOFI DRIMELLS ; NON-51{RIMK NOTL- . IYPE "A" - 30 CUglC YARDS }dlNll.IUtd / 42 TONS GROUT TYPE "B" -40 CUBIC YARpS MRJ11dU)d / 56 TONS PVC PIPE ADAPIERS AND CA51<ET MAY YARY OR AS SPECIFIEO OH RUAp PLANS - 1N SNAPE AND 51ZE A5 ILLUSTRATED IW DETAIL BY ACCEPTABIE ALTEHNATE IN 2 SpECIAL 6ACI<FlLl IdAIERIAL FOR ORYWEl1.5 SHALL CON5151 OF ACCOftDANGE VdTil A5T61-C-428 WASI IED CRAVEI. CRhUEO CRQl,1 1' TO 3" VA (H A fdAXIMUld OF 5% ~ ~ . PASSIPIG 711E U.S. No. 200 5CREEN, AS MEASURED BY WEICHT. ~CASI<ET A ldAX11.lUM OF IOX OF 11{E ACG(iEaAiE, AS MEASURED UY VrEICH7, ~ PVC AOAPTER S11AI.1 BE FIATUIZALLY U CURRI IC UNFRACiUREDEAIAITEIR ALHOr P VC AD AP TER 3. FABNIC SUAl4. BE 6100ERAiE SURMVABILITY AS OUTLINEO (SAhJD COLLAR) IN STANDARU SNECfFICAl10h7S 8-33 d SEE S1AIJDARD PLANS SIIEEfS B-2 AtJO B-3 FOR PRECAST G0tICRETE DETAILS. ldETAI. FRAME TYi'E 4 - 5 ADJUSTMEMT BI.QqfS SHALL BE CEMENT CONCfiETE. PAY LI1dI7S CRA7E TYPE 4~ MORTAR Iht P1.ACC 6. PRECAST RISER MAY BE USEn Ity COIdefNAiION LIETAL FRAhIE H1TIi OR IN UEU OF ADJUSTING BlOCKS. & CRATE--- -16- 7. Yti{EII PVC PIPE IS USED A PVC AOAPIER SHALL 8E INSTAl,LEO. a PIPES ShIALI. dE GROUTED I1110 ORYWELLS. \-f0P SOIL ,-pU GSARED AOJUSTIACNT ~RAiE IYP~{E 4 ~E 4 ~ CRAVEL BACKFILL 2,_0• MORTAR IN PLACE TO flE CO}APLETELY I C OYE ED H1TFi FABRIC ~ -INLET PIPE ~ \-TOP SOIL rlAOR TARED AOJUSIMENT RINGS GRAVEI BACKFILL TU BE COldPIETEt.Y ~2'_0• • r£i in Q r C" .'~SEE N07E 7~ d COVE[tE0 M1TF1 w FABRIC ~ ScE CEN. \ i10TE 1 k i ~ GRAVEL ,I • SEEPACE PORTS, ~INLET PIPE w BACKFILI, SEE DETAIL, SHT. 8-2. Se CEN Q tyI ~ a °t ?"'~fABRIC UNER . NO~E I dc 2 enc16,i1, t f 7 L' ' T ~ •~,i sE~n1~ES~tFPJe-s. 73 ~FABRIC LIMER , , k~i j .~#t~~t~~t~ : • 1 r . ~ r SOIL'S7URBED UIqp ISTURBED SUIL DRYWFLL - TY('E 'A' SWALE ~v DR„YWELL - TYPE '13' SWALE SP04<ANE COUNTY APPROVED' STANDARD - sif~ E~r ~ DEPARTMENT OF PUBLIC WOR{<S couur nc> >r„aAi r,~Q, p~7F IHY C.{(D. IAppR. I fF~Vf5T~3(~ ~ sroKA,re, wti 99206 ,x_~e0o oAirj~'~~ PRECAST DRY4VEl_S PLACED IN SWALES A-ta _ • ' ' - ~ . Nfin. Berm elev. Tcp of Sod pfus 1.0 ft Tap uf curb (Tc) elev CurS . ~ \ 3 max. 2" cur6 drop f~ ..vT ~ 1 t3„ ~ ~ r I ~ grate eleu \ Too of Sod 6~ S. 4° concrets i.uQ,I)ilAnp,~HRa~i Top of subgrade ; ✓ ~ drywei / t r' . ku! r. s~ . ~ . _..i • il n' - C-rassed Perc~lation-Area (GPA) ~ ~ ~ ; Guidelines for Stonnwater IYlana.geme~t ; ~~Mia fiAddendum, February 1995 Sp~a C~v\-~ y r,~~ ,~a p~ ~$d . _ _ o ~ GENERAL NOTES 1 CURH tNIET SFIAIL 8£ COPtSTRUCTED IN ACCOROANCE N1TH A51M C 478 (AASEITO Vd 199) x AS7M C 890 . UNlESS 07HERNISE SHO'MI ON PLANS OR N07EU IN THE PROJECT SPECIAL PROVIS10Ns 2 TOP SURFACE TO 8E BROOAI FINISHED. , 3 All EXSERNAL EDGES NOT LAOElEO SHALL 8E TR014ELLED RITN I/A" RADIUS EDGER. 4 OlMENSION "L" SHAIL BE SH015T1 ON iHE PLAFIS. r.% J /--Ii. DRAINAGE ~ CURB DROP- _ SWAI_E QL OR aIN AGE L swALE CURB AND . . . . . ~ ~GUTTER ~'n'`~"" ' • ~ i i ^I I 1 , 4" POR7LAND CEMENT CONCRETE ~ B ~ . SECTION B-B 3'_.1 „ . ~ . CURB INLE7 7YPE 1 ~u F` n~ry~ SP01<ANE COUNTY - ~`RIS:Gm' Jsi~ APPROVED• STANDARD ^ SHEET 37g~ •^s {Z" ~.,)tST1R cCii~t3-Tif51VATt DEPAR (MEN7 OF PUBUC WORKS couw~ +c~~, l~o,~<< CISZ, r2g'IE I~ ATjPn"~ ~~f~+ sPWAe, wn ossoe 45e_3600 CIJRB INLFT 'fYV'E 1 8-8 , ,2• ^d_.._._ ~ --11 1/2'_" j 24" 3/4' /'l" 2 3/4-- 22. { 2 6-` 17' ~ 18. ~ q. I 4 I,'~Ry' ~ . ~ _ _L/,-PAVEMEtIT \\%~'i\4 FT TYPE „M„ QUANTIIY - 0022633 CY, {6` POR7LAND CEMENT N 1O ` CONCRETE VARtESJ ~---6=--~_ _ ASPHALT COIICRETE ~ ~ TYPE "A" TYPE "5" 7YPE "C" - : Y2. , lrilANT1TY•. 0036625 C.Y J LF. OUAlfiITY - 0047657 C.Y WA1111TY - 0023123 TOPIS / LF ' ' SEE NotE 6 , • 5EE NOiE 6 " - - ; ' TYPE "S" aunNnrr - o.orasis C.Y, / L.P GENERAL NOTES I w~ 1. PORTLANO CEMENT CQfICREiE SNAII 8E a~ CLA55 7000 CONFORAIING TO THE SIANDARD 24„ , EXISTINO CURB ~ ti8• ~ SPEC1fICATI0N5. 2 REAKENED PLANE JOItJTS FOR POR1LAfID I SIDEWAI.K ~9._~~~_9•_~ CE~IENY'CONCRETE SFiALI, pE PLACEQ A7 15' ~-~p.-~z'~IIITERVALS. r , i l r -'T 3. 3/8' EXPANSIOhI JOIN75 IN POR7LMJD CEMENT i 3/8- CDNCRETE SFIALL 9f PLACED A7 CURB REfURNS. ~ ~ I ~ _R~~2• 1 ~ ~ 4 EPOXY CEMENT SIiALL BE APPLIED AT A 10-f5 ~ IAII 11iICKNfSS AND SFIAU. CONfORIA SO 1}iE A ' ~ REWIREIAENTS OF SECTION 8-26 af 1NE ~ ~ ~ ~ ~ ' f• ~ STANbARD SPECIFICATlONS EPOXY SEE NOTE 4 5 CONSTRUC710N OF 7`(PE 'lA' CUR9 SHAI.I CONFOfifA ll/'~ ~ I ~ ~ - ~ PORTtAN4 TO SECTION B-Oi OF THF STANDARD SPEGIFICAI{ONS POftT1.AhJD ~ J pPT1ONAL FOR CElAENT E%CEPT THAi PORiLArlD CEMENT SNAII BE ftEALACEU 3 ti~Z~ CONCRETE wllliSTEEL"TRINITY014E VI THAUE FINENSElSH SHAII BE m ' , TR LLEDYh11TE"TO P GEROAIENTDE INiEGRAI POUR CONCAETE TYPE CONCREI"E GUTTER REFLECIIVE iIh715N , S~l00lH '~R'~ fi Tp 9E USED ONLY lH SPECIAI CASES VhTN APPROVAL ' ouAr~nTY . 0.0214149 CY. / L.F. , OF THE COUNIY ENCINEER. 4UAIIi1TY - 0 052259 C Y. J L F. CUOBS SHAU. HAYE A IIGHT BR00?AED FIlt1511, i GUTTERS SHALL BE Flt715tIEp N4'(Fi A 51tiEL TTiO5VEL SPOKANE COUNTY APPROVED: lg~± ,ir~ os•`r~ RCN, _"W- P~4ENSION ADDEO 70 GUR9 sFCna~s - stte~;r c_s~ ec owe~+sia4 coaaecnor~ - a`-c i e ~ UEPAR7MENT OF PUBUC WORKS c~l+~ 211 ~ STANOARb CiiL RBI~ 9~aC 3~vLgio~ ~ srmcu+c, wti 99206 4;e-3e00 oerc ~ , CURBS & GU7TERS A-3 ' , Suunmerfield East 5' Addition Subdivision , ~ ' ' APPENDIX VT - Miscellaneous letters ' 1 ' ~ ' ' , 1 ' ' ' USKH / Wyatt Enguieenng (679302) Storm Water Brief ~ February 21, 2003 ' ~ ~ - S -P C> - I-e- A N C: O 0 N , Divlsso-N oF IINcnq-t~c Arro RoaDS ~ A D1vtsio rTkm Pvsuc Woru:s D-1- AR_~~ WMam A)onns, Pa, Covnty Engin-°er Dennis M. 5cott, P.E_, Director , p • ' rUy s, 1999 Dean rranz ~ IPEC 707 W 7`h, Suite 200 Spoka.ne, WA 99204 _ ' RE_ Summerfield East 4`h and 5h Additiozt, pE-I206 - ' Dear Dean, I am 'm receipt of your le-tter dated 7/1199 outlining the conditions for building within the Zone B ' floodplain in the above iaoted developmern_ The conditions outli.ne what we agreed upon in t.he field on 6/29/99, and clarify what has been discussed through previous correspondence. I believe the floodglaiL conce,;bs wM be adequately addressed if these coiadirions are adhered to_ , if you have questions, please let me know. , Sinc~rely, Tammie wilia.m~ , Floodplain Administrator . , cc: Ken Tuppex, Be , . 1 ~ , ' . 1026 W. BroadNvay Ave_ ' Sooxine, WA 99260-0I70 •(509) 356.3600 rtL:: (509) 324-3478 ?~DD= (504) 324-3260 ' ' + Q•, Ma , I1'D PAClFIC ENGINL ERlNG, i~". ' 7111y 1, 1999 . . . IPE Project: 99004 ' Tammie Williams Floodplain Admi,.zistrator ' Spokane County Public Works - 1026 W. B1oad,vayAve, 2nd Floor Spokane, WA 99260-I070 ' RER: SurnmerEe?d East 4h & 5 `h Aadation (Spokane Couzity No_ PE-1206) - ' Dear Tammae_ - ' i7lank you for mePung with us at the project site a few days'ago_ Given tIse unusual conditions of haviug an. `Alluvial Floodplain' impacting the area, this natuxally creates the need fox close commzuzication vvith County enR'ineermg staff as this development embar-ks upon final design. We , have listed beIow our understanding of Nvhat was agreed upon duriug tbe field meetiag. • The living spaces for singJe-family housing within the FEtilA Zone B flood zone is subj ect ' to certam elevation restrictions, as iollows= 1) the top oi concrete foundauonhvall shall be no less than 24 inches above the top oi cuzb of rhe frozztage road; 2) no openings (e.g_ doors and windows) will be allowed below the "min. elevatiom of cancreze wall"; 3) the garage ' slab shall be no less than 18 inches above the top of curb of the frontage road; and 4) ihe living area cau extend 42 inches below the descrlbed top of concrete wall_ An exhibit showingthese dimensions is enclosed foz clariLcation, andis Iabeled "Housing Consu-uction ' in FEIV.CA Zone B Azea." ~ The fmish grade of the pzoposed strests within this piat, (e_g. the re;naiuing phases within ' the FEMA Zone B area), is to be at or close io exiscing grade. The intent of this csitexia is to not have any of the internal stree#s sipificantly below exisang gz-ade. A one ioot deep intercWLor ber,n aud two Type B dzywells wzll be constructed aiong the north side of ihe Zone B area wiTh the next phase of Summerjield East_ W71ile no flooding , of the a.rea from the `Forker Draw' is expected or has ever be= observecl, (due to tL.e presence of highly peraeab?e `valley gravels'), an inzezceptoz berrn w-iIl be constructed to pxovlde an additionalfactor ofsafery agamstflooding. Maintenance access shaIlbeprovided ' to this iute-rceptor berm, the bezm wail be placed within an easement, and mai-azenance responsini7-ues oi said bezm and "ar;rzvells Ri11 be assumed by the deveTloper. ' - , . 1 0 ~ ' Letter te Tainmie Williams (7-1-99) Sumanerfae?d 1;,ast {PE-1206} page 2 l ' , If any ofthese items oi aude-standina are differentihatwhat ou underst b Y _ ood, plza.se call me and we can promp'Lly riake the necessary adjustments. , Sincerely, ' 3nlaua Pacific EDginel- ~-i~s A--~7 . ' Deann Fxanz, P_E. Engineering Managzr ' encl: Exhibit -`Housing Consnuciion in FEtilA_ Zone B Area' (8 '/z" x 11 , cc: Ken Tupper Project file , 1 ~ ' ' i. ~ - 1 - 99004..Ltr oT Undesstand'mg.7-I-99.wpd , 1 ~ . • _ ~ _ ~ - _ FRAME WALL ~ ~ RoAD ' . , WINDOW OR ~ F"RAME WALL CONCRETE SLAB ~ • • F4R GARAGE ~ - PINISI-1 ROAD MIN. ELCV. OF CONCRE'Cr WAL'L " GRADL A7 OR - , ' I NFAR EXIS1'ING z ' GRADF . z / ~ • F N . , TOP CuRB 00 L.IVING AREA LOWCS'f ELEV, CONCRE'fE WALL UNBROKEN SCALE; iJOT TO SGAI_E .o.~.o,.~ _ . ~ I N L A N D , ~ ~ .,~,.....,,..,,~r PAC~IFiC SUMMERF1ELD rAST 4T141 AND. 5Tl-f ADDlTiON N CNGINFERINCi , 70% Waul ~ I~~IpUSING CONSTRUCTION IN F~:MA 7QNC~ ~3 ARC:~, ~ 7th ~ Sull~ 200 (5U8~ q58-684~ _ . ~ Spol<ano, WA <J820~{ F~AX; (509) 458-68A4J aI'@C-99004-EXI•13 DWG ~ DATC; 6\30\99 , `~,I~.,~...~.a. i ~ t ~ ~ ~ ~ ~ ~ ~ ~ ~ OFFICIAL PiJBUC DOCUMENT SPOKANE COUMY ENGINEEA'S OFRCE ORIGI~~~ - ~ Geo 1p Engineers ~aECT # ~ I' RECEIVED SUBMITTAL# ~ . F E B 19 '09: December 19, 2002 RETURN TO COUMY ENGINEER = ' SPOKANE CQUNTY EP:GINEER Consulting Engineers ' and Geoscientists Johnny Humphreys . , ~..j ' c/o Adams & Clark, Inc. 1720 w. Fourth Avenue D E C 2 0 2002 Spokane, Washington 99202 ' Attenrion: Matt Folwell, P.E. Report ' Geotechnical Engineering Study Proposed Whitetail Ridge Subdivision Spokane County, Washington ' File No. 7820-001-01 INTRODUCTION ' This report presents the results of our geotechnical engineering study in support of Adams and Clark's design of infrastructure for the proposed Whitetail Ridge residential subdivision in Spokane County, Washington. The project is located northeast of the intersection of Evergreen ' Road and Belle Tene Avenue in Secrion 35 Range 44 East, Township 25 North, Willamette Meridian approximately as shown on the Vicinity Map, Figure 1. ' The proposed development will include three paved streets on about 10 acres of property and underground utilities. The new streets will include Bolivar Lane, 39`hCourt and 39ffi Lane as shown on the Site Plan, Figure 2. We understand the proposed streets will be paved with asphalt ' concrete (AC) and about 26 feet wide with a total length of about 2,000 feet. Based on review of the preliminary road profiles you provided, it appears maximum cuts and fills will be on the order ' of 4 and 5 feet respectively. We also understand that the maximum depth of proposed utility lines will be about 8 feet below the existing ground surface. Additional site improvements include a stormwater drainage area and two septic drain field ' areas for managing waste water. The proposed stormwater drainage area, situated in the southwest corner of the site, measures about 110 by 150 feet in plan as shown on Figure 2. Waste ' water will be disposed of in two drain field areas located on the north and northwest sides of the site as shown on Figure 2. ' SCOPE OF SERVICES The purpose of our geotechnical engineering services was to provide geotechnical recommendations for design and construction of the W~eLc~~~e~~" residential , SPOKANE COUNTY ENGINEER'S OFFICE GeoEngineers, Inc R E C E I VE~~ O R I G I NAL 523 East 2nd A~~enue PROJECT # j,2.f2(R . ~ M. Spokane,VJA 99202 MAR 12 ?~1Q3 SUBMfTTAL# X Telephone (509) 363-3125 RETURN TO COUNTY ENGINEER ' ' Far (509) 3633126 SPOKME COUNTY ENGINEER Rinted on re~ycled D?De~- m - ' John Humphreys December 19, 2002 , Page 2 ' subdivision roads and stormwater management facilities based on observation of subsurface conditions exposed in excavated test pits, acquisition of representative soil samples, laboratory testing and engineering analysis. The scope of services for this study is presented in our proposal ' dated November 19, 2002. Authorization was provided by signed contract on November 21, 2002. On December 3, 2002, you authorized additional services by signed contract in Change ' Order No. 1. Our specific scope of services included the following: 1. Exploration of site soil and groundwater conditions by test pit explorations. We originally proposed to make three test pits in the drainage area. During initial exploration, the third test ' pit was deleted to allow time for excavating the test pits along the proposed road alignments deeper than originally planned and to backfill several preexisting test pits, as you requested. ' Subsequently, we received additional authorization in Change Order No. 1 to excavate two additional test pits in the proposed stormwater drainage area and perform an infiltration test if dramage soil was encountered. Because of fine-grained soil encountered in the additional test ' pits, the infiltration test was not performed. 2. Laboratory testing to assess pertinent physical and engineering characteristics of the soil ' encountered relative to the proposed construction. 3. Drainage recommendations for use in the design of storm drainage disposal swales and drywells. . ' 4. Pavement layer thiclrness design and recommendations for pavement construction including: criteria for subgrade prepazation, base course thiclmess, gradation and required degree of , compaction; and thickness criterion for asphalt concrete surfaces. SITE CONDITIONS ' GENERAL Our lmowledge of site soil, rock and groundwater conditions is based on excavating 26 test pits (TP-1 through TP-26) at the approximate locations shown on Figure 2. Test pits were ' excavated to depths ranging from about 2 1/2 to 18 feet below current site grade. Soil encountered in the explorations was classified in general accordance with the American Society , for Testing and Materials (ASTM) D 2488 procedure. Laboratory testing was performed on select soil samples obtained from the test pits. Detailed descriptions of our site exploration and laboratory testing programs along with exploration logs and laboratory test results are presented ' in Attachment A. SURFACE CONDITIONS t The project site is located on a south-facing slope, on about 10 acres of land along the north side of Belle Terre Avenue as shown on Figure 2. The surface of the slope is highly irregular ' with inclinations ranging from about 1.5H:1V (horizontal to vertical) to about 15H:1V. The ground surface is sparsely vegetated with grass and scattered Ponderosa Pine. Several outcroppings of rock are present throughout the site. The properties to the north, east and west ' ' G e o E n g i n e e r s File No. 7820-001-01 ' John Humphreys December 19, 2002 Page 3 ' are undeveloped except for a residential home neaz the southwest corner of the subject property. The property to the south of Belle Terra has been developed with residential homes. ' SOIL CONDITIONS We encountered highly variable subsurface soil conditions at the 26 test pit locations. We ' characterized the materials encountered into six general units, including: 1) topsoil; 2) silt; 3) sand; 4) fill; 5) gravel; and 6) weathered rock. Topsoil was encountered at all the borings locadons and ranged from about 4 to 12 inches ' thick. It generally consisted of soft silt with organic matter and variable sand content. The topsoil is characterized by low strength, high compressibility and high moisture sensitivity. ' We encountered the silt unit beneath the topsoil in about half the test pits. Its thiclrness varied significantly across the site ranging from about a 1 foot to (depth explored) 18 feet in test pits TP-1 and TP-2. It generally consisted of inedium stiff to hard silt with variable sand content. ' We characterize this unit as having moderate strength, moderate compressibility, and high moisture sensitivity. , We encountered the sand unit only at the locations of test pits TP-11, TP-20 and TP-26. In those test pits, it generally consisted of inedium dense to dense, silty, fine to coazse sand. However in test pit TP-26 the sand graded to fine to coarse with trace silt. We encountered the ' sand beneath the topsoil or silt unit extending to depths in the range of about 2 to 17 feet beneath the ground surface. We characterize this unit as having moderate sirength, moderate ' compressibility, and moderate to high moisture sensitivity. The fill unit was encountered only in test pit TP-24, beneath the topsoil and extended to about 3% feet beneath the ground surface. Fill generally consisted of inedium dense, fine to coazse ' gravel with silt, sand and occasional construcrion debris. This test pit was located near an existing water main and was probably fill from the onginal trench backfill. We characterize this ' unit as having moderate strength, moderate compressibility, and moderate moisture sensitivity. We encountered the gravel unit at about half of the test pit locarions. It was encountered beneath the topsoil, silt or fill units and extended to the depths explored. The gravel unit typically ' consisted of dense, fine to coarse gravel with sand, cobbles, boulders and trace silt. The gravel unit is characterized by moderate to high strength, moderate to low compressibility, and moderate ' to low moisture sensitivity. We encountered weathered rock in about one-third of the test pits beneath the topsoil, silt or silty sand. The rock, where encountered, extended to the depth explored at the test pit locations. ' Each of these test pits was terminated at bucket refusal on competent rock. The weathered and competent rock generally consisted of gneiss. During test pit excavation the weathered rock degraded into fine to coazse, gravel with sand. In-situ this unit was very dense and hard. We ' characterize the weathered rock as having high strength, low compressibility, and low moisture sensitivity. ' ' GeoEngineers File No. 7820-00 1 -01 7ahn Humphreys T]ecem6er 19, 20[?2 Page 4 ~ GROl9NOW,►4TER CaNQ1TIOiN5 Groundwater was nat encountered m the test pits. Mapping of the Spokane Aquifer indicates that the regional graundwater #able is several tens of feet below the existing graund suxf'ace. ' Haweder, it is our oginian that groundwater could perch on top of shallow rack, especialiy dtuing prolonged periods of wet weatlier. ~ Ct7NCLUSiQNS ANa REC[7MMENUATIONS GENERAL, ~ Based on the results of our site explvration, engineering analyses, and understanding of the project, it is our opinian that the praposed roadways and drain felds may he constructed generally as enerisioned. It is our further opinion thaE because of the law penneability of svil ~ encountered in the prQgosed storinwater drainage area, the rate of infiltratipn of stormwater will be low. FQr this reason, stormwater should be managed through detentiQn or retentian pflnds ~ sixed on the basis of stormwater rrolume and infiltration rates contained in a subsequent sectian of this report. Specific recammenda#ions for sxte preparation, earthwork, gaVernent design, and drainage design are included in the fnllowing sectians. ~ SlTE PREPARATlvN ~ Initial srte preparation will involve clearing and stripping in the progosed raadways and storrnwater drainage area. We recommend cleanng and stnppang trees, gra55, organic-rich surficial topsoil and roo#s larger than %x incfi in diameter. We estimate that stripping depths will 1 range from 4 to 12 inches but greater strepping depths might be necessary. Zf clearing actir+ities cause subgrade disturbance, or expose weak subgrade conditions, additional stripping might be necessary. Stripped materials should be removed fram the project area and properly disposed. ~ We anticrpate that several different methods and types of equipment will be required for earthwar'k. Conventional earthmavang eqezipment should be capable of excavating and mnvulg ~ the svil undts encountered at the lacations of our expioraCions. Large bulldox,ers eyuipped with nppers will be required to loosen weathered rock where excavatron in rock is necessary. Ripping ~ rnight alsa be effective in loosening same in-ptace rock HoweVer, we recvrnrnend the contractar he prepared tv blsst in-pTace rack, where encountered, if ripping is nQt effec#ide in loosening snd breaking the rpck suffic'rently to enahle excavation with canventlcrnal equipmen#. ~ After excavating to praposed pavement subgrade for roadways, we recommend the exposed surface be scarifted, anaisture conditloned and compacted to at ieast 95 percent of the maximum dry densmty {ML]D} based csn the AASHTQ T-180 labbra#ory test procedure (modifiedProctor). ~ This degree of Campactian should extend ta a depth of at leasi 12 inches beiow pavement subgrade elevation. Tn areas where fi11 will be required and within 2feet of pavement subgrade, ~ we recammend ceampaCting the expnsed surFace to at least 95 percent of tlne MDD befnre filI is placed. Exposed surfaces anore than 2 feet below paVement suhgrade should be cflmpacted ta at least 42 percent of the MDD. Tf the expQSed soil withsn the praject larnits cannot be compacted to ~ the recommended criteraa, it should he overexcavated to a depth of about 2 fee# or firm bearing, ~ G eo E n g xneers FileNo78Z0-001-0! .Tohn Hs.unphreys December 19, 2002 Page 5 1 whichever is Iess and replaced with structural fill that meets the cnteria outlined in the Fatlowing section af this report. Evaiuation of compaction shoulrY be accomplished ihrough ut-place density testirrg of the ~ prepared areas. Alternatively, subgrade conditians may be evaluated following cflznpletion of stripping operatinns hy a representative from aur firm tbraugh visuai eValuation, probing and ~ proofrnliing. Additional fi11, requrred to estabtish proposed subgrade elevations, nr base caurse material rtay be placed directly on site soil grepared as recommended herein. , STRl1CTURAL, FILL We recnmmend fi11 in ernbankments be placed as structuraL fill. Trce suitability of soil for use ~ as structural fFll will depend an the sail gradation and moisture content. As the amount of fines (silt- and clay-sized particles passing the U.S. Na. 206 sieve) increases, sQil beCOmes increasingly senshtive to smaIl changes m rnnzsture content and adequate comgactian becomes more difficult ~ to achieve. 5ite excavations should encvunter silt, sand, fill, gravel and weathered rock. These units ~ except far the siit unit are generally suitahie #'ur use as structural fill provided they are maisture- conditioned for cnrnpactimn and free of detaris, organic matetial, ftozen soil ar particles greater than 5 inches in dimension. Seeause of its high moisture sensitivity the silt unit is not suitable €or 1 use as structural fill. 'I'he sand unit wi11 also be difficult to work if canstruction takes place during wet weather. The gravel ur►it and possibly portions of the weathered rock vsrill require ~ processing ta reduce the maximum particle size to less than 6 inches. We recommend imported structural fi11 consist af a weli graded sand or a sand and gravel mixture eonforming approximately ta the Washingtun 5tate Department of Transportation ~ (WSDOT) SpeciFcatian 9-03.14(2), "Select Barraw". 5elect borrow shpuld be free of debris, organic contaFninants, frozen soil and rock particles larger than & inches in diameter. ~ We recommend structural fi1l be p]aced in lif#s nat exceeding S inches in laose thickness 6efore eamgacfinn. We further recammend that s'tructural #ill be coangacted tv at least 95 percent of the MDD, as determined by the AASHT(J T-3 84 laboratory test proeedure, within 2 feeC nf ~ proposed suhgrade in pavennent areas. Far fll at a depth greater than 2 feet below pavement subgrade, we recommend that siructural fiil be compacted ta at least 92 percent of #he NID~.3. ~ Each lift shouid be moisture-conditloned to achieve praper compaction. Nonstructural fll placed in earth berrns and landscaped areas need only be compacted to fhe degree required fvr trafficabiiity vf construc#ion equipment. 1 We recortunend that a representatiue of nur fism be an si#e dur-ing earthwark aperations ta abserve subgrade preparation and fill placement. Our representative will evaiuaie sail conditions t'haough in-piace density tests, visual observations, pro}aing, and ohservation of proofrolYing '1 - operations Co evaluate whether ar nat structural fill and native soil campactivn is cvmpleted in campliance with the contrac# documents and reeommendations in this repart. ~ ~ G e o E n g i n e e r s File No 7820-017[-01 John Humphreys December 19, 2002 Page 6 ' CUT AND FILL SLOPES Temporary cut slopes might be necessary during grading operations. As a general guide, slope inclinations of 1.5H:1V (horizontal to vertical) or flatter may be used for temporary cuts in ' overburden soil. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope. Flatter slopes will be ' necessary if surface loads are imposed above the cuts a distance equal to or less than one half the depth of the cut. The contractor is responsible for construction site safety and should monitor all slopes during earthwork in accordance with State of Washington Industrial Safety and Health ' Administration (WISHA) regulations. ' WEATHER CONSIDERATIONS Recompaction or structural fill placement will be difficult to satisfactorily accomplish if earthwork is performed during extended periods of wet or sub-freezing weather. We recommend , that earthwork be scheduled for the normally dry and warmer months unless delays in the construction schedule can be tolerated. Trafficability of the silty soil can be expected to be difficult during periods of rainfall or ' when the moisture content is more than a few percentage points above oprimum. When wet, the on-site soil is susceptible to disturbance and generally will provide poor support for construction ' equipment. We recommend that wet soil disturbed during site preparation activities, or soR or loose zones idendfied during proofrolling be removed and replaced with compacted structural fill , as discussed in the previous section of this report. ' PAVEMENTS , We completed pavement thiclrness design in general accordance with Spokane County pavement design matrix, which is presented in the Spokane County's Standard for Road and Sewer Construction, dated April 3, 2001. Based on the results of our test pit explorations, it , appears that the gravel and weathered gneiss units will probably be exposed at most of the proposed pavement subgrade. These soil units typically classified as GP per the Unified Soil ' Classification System. The silt unit will probably also be exposed at proposed pavement subgrade along the south part of Bolivar lane. Because soil classified as GP should be exposed at a majority of the proposed road subgrade we recommend the pavement design be based on a GP ' subgrade. We also recommend improving subgrade conditions where silt is exposed at proposed subgrade so that the same pavement section can be used throughout the project. In areas where the silt unit is exposed at road subgrade, we recommend overexcavating it , to a depth of at least 12 inches below proposed pavement subgrade. The base of the over excavation should then be covered with a geogrid such a Tensar BX-1100 or equivalent. After ' placing the geogrid the overexcavation should be brought back to road subgrade with structural fill as recommended in the section entitled STRUCTURAL FILL. Provided pavement subgrade soil is prepared as recommended herein we recommend the ' (AC) section consist of at least 2%2 inches, compacted thiclmess, of asphalt concrete underlain by ' G e o En g i n e e r s FileNo 7820-001-01 John Humphreys December 19, 2002 Page 7 ' 7 inches of crushed rock surfacing compacted to at least 95 percent MDD. Crushed rock surfacing should consist of 3 inches of top course overlying 4 inches of base course and meet the criteria for Top Course and Base Course specified in Section 9-03.9(3) of the 2002 WSDOT ' Specifications. Long-term performance of all pavements is influenced significantly by drainage conditions ' beneath the pavement sections. At this site, because of moisture sensitivity of existing subgrade soil and the possibility of water perching on top of shallow rock, it is especially critical that surface water be diverted away from and prevented from flowing under pavement sections. On ' this basis, we recommend that pavement subgrade beneath the base course include a 2 percent slope downward from road centerline, toward the edge of pavement. ' DRAINAGE Based on our observations and analysis it is our opinion that stormwater at this site ' should be managed through detention or retention ponds allowing for a minimal amount of surface infiltration. The surficial silt soil, which predominates across the site, possesses ' characteristics corresponding to Hydrologic Soil Group C as defined m Appendix A of the Spokane County Guidelines for Stormwater Management. The referenced guidelines limit infiltration rates for this soil group to 0.05 to 0.15 inches per hour. However, the draft version of ' the Washington State Department of Ecology Stormwater Management Manual for Eastern Washington permits an infiltration rate up to 0.5 inches per hour for surface infiltration and bio- ' infiltration facilities. For this reason, and based on our experience and engineering judgment with similar soil, we recommend an infiltration rate of 0.5 inches per hour be used for design of detention and retention ponds at the subject site. Some stormwater may also be managed by ' infiltration into drainage ditches. DRAINFIELDS , Test pits TP-6 through TP-10 and TP-13 through TP-17 were left open for further observations by the Spokane County Health Department. We understand that the Spokane , County Health Department has reviewed the soil conditions exposed in the test pits and that the test pits have been backfilled. ' LIMITATIONS We prepared this report for use by Johnny Humphreys and Adams & Clazk, Inc. for use in the ' design of the proposed Whitetail Ridge subdivision. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area , at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. 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J ~~lY ~ i~=~il;l~~~~l'il~ "~5 ~ ~~~f~~.'1rJ~~lf1//~ ~l/r~r• i` ~ ~ i'I ~ •~/f ~ ti a ,aa 200 ~ ~ ~~i~~ , 1 ;~E f 7'I, ~ ~ ~ i / ' , • ~ APPR9 IMA IN FEE I }ri~ ~-1]1llf~i " ,rf ,/'`•'Ijr,'~'' f~"+ jfr (1" x\ NO, ExPLANAT10N- ~ t4 ~✓-~/r'~~!~ I:~ ,1 II,1!~ f, . 14 ~q X.i~~f ~ -1 TES3 PIT '~UMBER AND TP ~ APPROXIMTE LOCATION t` T[ ~ ! LRI~DE . o STO . ~ ~ D oRAIrAcE Aa CN T ~ r TP-26* o a , ' • . T~ ~ ~ . - 2 Notes: Tp'2 a ° 1. The locotions af a€I features shown ❑re approximote. ~ cc 2. This figure is for informotlara purpases. ft is intended to ossist in the Identificotian of features . discussed in a related document. Data were compiled from sources as Iisted in this figure The dota sources do nok guarantee these data pre accurote or complete There may have been ' updates to the data since the publication of this figure. This figure is a capy af o master , document The master hord copy is stored by GeaEngineers, Ir,c. and will serve os the officiol SiTE PLAN ~ , < document of record GeQP E~"]~,;neers I a , ~l { FIGURE 2 ~ I i . , , ~ . ~ p,TT ACH~IENT A' . ~ . ' • . . ~ ~ . _ ~ ' . , ~ ~ 1 . 1 1 ~ ~ 1 ~ '1 . . - ~ 1 . ~ ~ 1 _ - ~ - 1 ~ ~ ~ . . ' ' ATTACHMENT A ' SUBSURFACE EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface conditions at the site were investigated on November 26, 2002 and December 5, ' 2002 by excavating 26 exploratory test pits at the approximate locations shown in Figure 2. The test pits were excavated to depths ranging from about 2 1/2 to 18 feet below existing ground , surface with a 490 John Deere track-mounted excavator. The explorations were continuously monitored by a representative from our firm who examined and classified the soil encountered, obtained representative soil samples, and observed , ground water conditions. Our representative maintained a detailed log of the explorations. The test pits were baclilled with the excavated materials and compacted to the extent practical using ' the backhoe bucket except for test pits for the proposed drainfield. These test pits were left open to enable observation by a representative of the Spokane County Heath Departrnent and subsequently baclilled. ' Locations of test pits were selected based on a site plan provided by Adams and Clark. We located test pits in the field by taping and pacing from survey stakes that were surveyed by ' Adams and Clark. Test pit elevations, where determined, were estimated by interpolating between contours on a topographic plan provided by Adams & Clark. Exploration locations and elevations should be accurate to within about 10 and 2 feet, respectively. , Soil encountered in the test pits was classified in the field in general accordance with ASTM D-2488, the Standard Practice for Classification of Soils, Visual-Manual Procedure, which is , summarized in Figure A-1. Logs of the test pits are provided in Figures A-2 through A-35. LABORATORY TESTING , Soil samples obtained from the test pits were reexarruned in our laboratory to conf`irm field classifications. We performed three gradation (ASTM D 422)'tests. Results are presented on ' Figure A-26. We also performed three minus No. 200 sieve washes (ASTM C 117) and 12 moisture content determinations (ASTM D 2216). Results of the sieve washes and moisture content determinations are presented on the test pit logs. 1 , , ' 1 ' G e o E n g i n e e r s A-1 File No. 7820-001-01 ' SOIL CLASSIFICATION SYSTEM ' MAJOR DIVISIONS GROUP GROUP NAME SYMBOL ' GW WELL-GRADED GRAVEL, FlNE TO COARSE GRAVEL GRAVEL CLEAN GRAVEL GP POORLY-GRADED GRAVEL COARSE ' GS~NSD More Than 5096 GRAVEL GM SiLTYGRAVEI of Coarse Fraction WTH Retained FINES on No. 4 Sieve GC CLAYEY GRAVEL , SaNO cLEAN SW WELL-GRADEO SAND, FlNE TO COARSE SAND , More Than 50% SAND Rehained on SP POORLY-GRADED SAND No. 200 Sieve More Than 5096 of Coarse Fradion SAND SM SILTY sAND , Passes WITH on No. 4 Sieve FINES SC CIAYEY SAND ' SILTAND CLAY ML SiL7 FINE INORGANIC GRAINED ' CLAY SOILS Liquid Limit , Less Than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY , SILT AND CLAY MH SILT OF HIGH PLASTICIN, EIASTiC SILT More Than 50°,6 INORGANIC Passes No. 2~0 Sieve CH CLAY OF HIGH PLASTICITY, FAT CLAY Liquid Limit ' 50 or More , ORGANIC OH oROAN1C CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS I PT PEAT ' ' NOTES: SOIL MOISTURE MOOIFIERS: 1. Field GassiBcation is based on visual examination of soil Dry - Absence of moisfure, dusry, dry to the touch in general axordance with ASTM D2488-90. ' - Damp, but no visible water ~ 2. Soil Classifcabon using laboratory tests is based on Moist ' ASTM D2487-90. Wet - Vsible free water or saturated, usuaily soil is a obtained from below water table ~ 3 Descriptions of soil density or consistency are based on u interpretaGon of blow count data, visual appearance of ~ soiis, and/or test data. tts. SOIL CLASSIFICATION SYSTEM ~ G e o Engineers FIGURE A-1 - ' LL Date Excavated: 11/26/02 Logged by: JER Equipment: Excavator Surface Elevation (ft)• Not Determined , ` - - - ► ~ o E a ~ Z MATERIAL DESCRIPTION OTHER TESTS W AND NOTES a_~i a m m a m V a d C m ~ 0~ mm`° a~ co Z'a~ tA tn ~ C~ ~ (9 N o O n'u- ~Brown sdt with organic matter and vace fine sand (soft, moist) ~ Mi. (toosoil) Light brown silt with Orace fine sand and organic matter (medium _ sdff to saff, dry to moist) , - - - ~ 2 - Light brown silt with trace fine sand and organic matter (medium - I- stiff to stitT dry to mout) - , 5- - - 3 - - NII- Brown silt with trace fine sand and organic matter (saff to hard, moist) , - - - ' 10- - - P 4 ' - - - N - - _ ~ ~ N MI- Brown silt with trace fine to medium sand and organic matter ~ (sriff to hard, moist) a ~ 15- - - • ~ ' ~ - - - 5 ~ ' ~ - - - ~ Tesc pu completed at approximately 18 foot depth No groundwater seepage observed during excavanon o Nflnor caving observed during excavation N a Note: See Figure A-1 for explanadon of symbols k, LOG OF TEST PIT TP-1 W Q ~ Project: White Tail Ridge Pro'ect Location: Belle Terre Road GCO ~r Engineers ~ Figu re: A-2 Project Number: 7820-001-01 Sheet 1 of 2, ' • ' + Date Excavated: 11/26/02 Logged by: JER t EquiPment: Excavator Surface Elevation (ft)• Not Determined ' ~ . ~ o E ~ a ' i5 - .5 ~ m ~ MATERIAL DESCRIPTION OTHER TESTS AND NOTES ~ ~ a~ i a°~ i E n ~ E Lrn w w 0.... ca E co m ° e Q~, ~a Z• m o v~ ~n 3 0 cn 3 c4 0 3 Nu- _ Brown sdt with orgamc matter and trace fne sand (soft, moist) ~ ML (tonsoil) _ Light brown silt with trace fine sand and organic matter (medium _ . stiff to snff, dry to mout) ' - - - t - - ' ~ 5- r - ` MI- I Light brown silt with clay, trace fine sand and orgaaic matter , - - (medmm stiff to stiff, dry to moist) - Brown silt with clay, uace fine sand and orgamc matter (stiff W hard, moist) - ' 10- - - ' 2 - - ~ ~ N CD a , ~ 15- - - 0 Q ~ 3 z ~ - - ' g - ~ Test pu completed at approximately 18 foot depth No groundwater seepage observed dunng excavadon ` o Minor caving observed during excavation N H ~ Note: See Figure A-1 for explanadon of symbols ~ ' ~ LOG OF TEST PIT TP- 2 W 4 Project: White Tail Ridge Engineers Project Location: Belle Terre Road Figure: A-3 C7e0 OF0 Project Number: 7820-001-01 Sheet 1 of 2, Date Excavated: 11/26/02 Logged by: JER ~ Equipment: Excavator Surface Elevation (ft)• 2018 ~ o ~ o ~ OTHER TESTS Z MATERIAL DESCRIPTION AND rvoTEs ~ ~ V C a aai a~ a° m a ~M a; rn W w 0,;? ~ ~~c L~ o~ ca o Z. a . cn cn 3 c~ ~ o<n 0 3 c~ 0 3 rv- _ Brown silt with organic matter and trace 6ne sand (soft, moist) _ ML 1 (toosoil) ~ Light brown sdt with trace fine sand and orgamc matter (medmm saff to stiff, dry to mout) ' - _ - ~ ' -2015 2 10 - - - M~- Light brown silt with trace fine sand and organic matter (medium ' - stif'f w stiff, dry to moist) - 5- ' • Mj- - Brown silt with fine to mechum sand and trace organic matter I (stiff W hard, dry to mout) ' -2010 - Test pit completed at approximately 8 foot depth • - - No groundwater seepage observed during excavation - - ' - Minor caving observed during excavation - 10- ' - - - - ~ o -2005 ' a - - - - c~ N ~ a' . 15 - - - - ~ , - - - ~ ~ 1 ~ - - - -2000 ic 3 ' a - - - - N Note See Figure A-l for explanation of symbols ~ a r- ~ LOG OF TEST PIT TP- 3 ' k, • W Q Project: White Tail Ridge CieO~ rEngineers Project Location: Belle Terre Road Figure: A4 ^ Project Number: 7820-001-01 Sheet 1 of 1 , 1 + Date Excavated: 11/26/02 Logged by: JER ' E4uiPment: Excavator Surface Elevation (ft)• 2022 1 , ~ a o ~ a ~ OTHER TESTS Z MATERIAL DESCRIPTION ANp NoTEs m m ~ o Ww Ow E E~ n m~ Do~ • 0 u~ v~ ~ C7 ~ C9 tn 3 Cg ~ 3 Ml- Brown silt with organic matter and trace fine sand (soft, moist) toa. (wnso,i) ~ . . ~Light brown silt with trace fine sand, clay and organic matter . (medium saff co sdff, dry to moisc) ' -2020 - - - - 14 52% passing U.S. No . 200 sieve ~ C GW Brown fine to coazse gavel with sand and trace silt (dense) oo~~ ' . 5 ~C) ~ _ _ . ~ Z 3 • 3 ' 'O C -2015 - op~ - - - ,C) C ' o 0 iC Test pit completed at approximately 8 foot depth • - - No groundwater seepage observed dunng excavation - - ' - Muior cavmg observed dwing excavaaon _ 10- ' - - - • ~ -2010 - - - - ' a - - - - a' ~ N 1 ~ ' . • a ~ - 15- - - - 1 ~ - - - - a • z -2005 - - - - s - - - ' ~ ~ a o. N Note. See Figure A-1 for explanaaon of symbols t a (7 1 y , ' LOG OF TEST PIT TP- 4 ~ Project: White Tail Ridge GeO~~Engineers Project Location: Belle Terre Road Figure: A-5 Project Number: 7820-001-01 Sheet 1 of 1 , ' . ' Date Excavated: 11/26/02 Logged by: JER • Equipment: Excavator Surface Elevation (ft)* 2033 ~ ° Z MATERIAL DESCRIPTION at OTHERTESTS ' 16 E m~ ~ . AND NOTES a>i m ~ a a CL a m« ~ rn tL ,4? ~ w E E m Q~ ca o Z. z cn ~n 3 c~ ~ v~ o 0 30 0 3 ML Brown silt with organic matter and trace fine sand (soft, mout) ~ GW-GM ~ (toosoil) ~ a Brown fine W coarse gavel with sand and silt (dense) > ) 1 4 -2030 0 ~ - - - - )0Gp - Brown fine to coarse gravel with sand, cobbles, boulders and trace - • 2 , ° o ° silt (dense) ' o o 5- o 0 1o > o 0 0 ~ o o o 0 0 ~ o 0 0 • - ) o - - - 0 0 > o o o - -2025 ' o Test pit completed at approximately 8 foot depth • - - No groundwatcr seepage observed during excavation - - ' - Moderate caving observed during excavanon _ 10- 1 • - - . . N . ' . a 1 9 o -2020 c~ N 1 ui 'a . 15 - - - ' - - • ~ z ~ ~ -2015 ~ 1 9 _ N Note: See Figuro A-1 for explanarion of symbols L- a ~ ' . LOG OF TEST PIT TP- 5 W Q /~Project: White Tail Ridge ' 0 \ Project Location: Belle Terre Road GeO~~Engineers Figure: A-6 Project Number: 7820 001-01 Sheet 1 of 1 , Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator SurFace Elevation (ft). Not Determined N o = p OTHER TESTS ' ~ r z MATERIAL DESCRIPTION ~p rvorEs m m U ~ a~i m ya a> n a_a`; n CL m5 rn W w 0 ~ m f° L° ° S. o Z` 0~n 0 ~ 0 ~ c~ cn 3 c~ 0 3 ' ~ = M~- ~ Brown silt v~nth sand and orgamc matter (soft, moist) (topsoil) ` C+p-GM I Brown fine ro coarse gavel with sand, cobbles, boulders and trace _ ° o c silt (dense) _ o c 0 ' o - o c 0 0 o c Z O c o , o c 5- o c ' o 0 o c ' . _ Test pit completed at approximately 6 foot depth _ No groundwater seepage observed dunng excavation Moderate caving observed during excavadon ' 1 10- - - ' ~ , o - ' - c~ N C7 1 ~ ' - - 'a 15 - - - - rn , ~ - - - . Ja z ~ 04 m ~ ~ FC s ' N Note: See Figure A-i for explanaROn of symbols t a ~ ~ LOG OF TEST PIT TP- 6 W Q ~Project: White Tail Ridge Ge0 ~ Engineers Project Location: Belle Terre Road Figure: A-7 m~ Project Number: 7820-001-01 Sheet 1 of 1 , Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator Surface Elevation (fty Not Determined 1 ~ d a ~ z' MATERIAL DESCRI PTION a y a OTHER TESTS .io r m m 9 _ AND NOTES N a ~ a> a a a~ n ~~F W w ~ w m cEa f0 L 3 0 5. c7 cn 0 cn cn ~ c~ ~ 3 c~ 0 3 0 ML Brown silt with orgamc matter and trace fine sand (soft, moist) ML (topsoil) ~ _ ~Llght brown sdt vnth trace fine sand and organic matter (medium stiff to shff, dry to moist) ' ~ 5- = r - L Brown silt with sand, gravel and scattered cobbles (shff W hard, ' moist) Test pit completed at appmzimately 7 foot depth - No goundwater seepage observed during excavaaon Minor caving observed dwing excavation ' 10- - - , ~ c~ ry c~ 1 ~ - a 15 - ~ , ~ - - . - ~ ~ ~ ' ~ - - - ~ - " - ~ ' a - r N Note: See Figure A-1 for explanahon of symbols ~ a ' w~ ' ~ LOG OF TEST PIT TP- 7 W eo . Project: White Tail Ridge ' G E Project Location: Belle Tene Road 4 ~V-1 n~eers ~ Figure: A-8 co, Project Number: 7820-001-01 Sheet 1 of 1 ' . Date Excavated: 11/26/02 Logged by: JER Equipment: Excavator Surface Elevation (ft)• Not Detemuned ~ ~ E o ' z MATERIAL DESCRIPTION OTHER TESTS ~ ~ „ m 2 . . AND NOTES a y W w Ow mNm~° U ~ 2 0 ~ ?iU ~3 ' O fn ~ J !A Ml- ~ Brown silt with sand and organic matter (soft, moist) (topsoil) MT- ~ Brown silt with fine to medium sand and trace organic matter - _ (stiff W hard, dry to moist) 7 GP I_ grown fine W coacse gravel with sand, cobbles, boulders and hace _ , ° 0 o silt (dense) ~ o o > o I o 0 0 0 ~ o 0 0 o ' ~ o - o o - - ~ o . ' o 0 ~ o 5- o e Test pit tertninated on a boulder at approumately 5 foot depth ' - - No groundwater seepage observed during excavation - Moderate caving observed during excavahon ' - - ' 10_ ' ~ ' a - - - 0 ~ N ~ a q 15 - - - ~ ' g ' ' - J Q m ~ a ' s - - _ N Note: See Figure A-1 for explanaaon of symbols t a ~ LOG OF TEST PIT TP- 8 W Q ~Project: White Tail Ridge t 4 C7e0\En&eers ` Project Location: Belle Terre Road m Project Number: 7820-001-01 F seee~ ot 1 9 . _ , ~ . Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator Surface Elevation (ft)• Not Determined . c- E OTHER TESTS ' 0 z' MATERIAL DESCRIPTION _ AND NOTES ~ > n~ n o~ t aa w.m Ow E E~ L~ in v~ 3 c9 ~ t~ v) 3 cg o 3 ' 0 l ML Brown silt with sand and organic mattec (soft, moist) (wpsoil) i o GP grown fine to coarse gravel with sand, cobbles, bouldeis aad tace 0 0 _ o silt (dense) 0 0 0 0 > o 0 0 o ~ o 0 0 ~ o - 3, o 0 0 ~ )0o 0 o o ~ o 0 0 0 0 o 0 ~ 5- 0 0 ~ o 0 0 3 o ' . Test pit compteted at approximately 6 foot dep[h - No giroundwater seepage observed during excavation Moderate caving observed durwg excavation 1 , 10- - ~ ' N ~ ~ • Q ~ N (7 ~ 15_ ~ - , ~ ~ - - ~ ~ - , 8 . m _ - A ~ a N Note See Figure A-1 for explanarion of symbols ' g r a ~ w~ LOG OF TEST PIT TP- 9 ' Project: White Tail Ridge ° GeoEn eers Project Location: Belle Terre Road Figure: A-10 ~ Project Number: 7820-001-01 Sheet 1 of 1 m ~ - . Date Excavated: 11/26/02 Logged by: JER Equipment: Excavator Surface Elevation (ft)- Not Determined ~ ~ o E ~ a z MATERIAL DESCRIPTION OTHER TESTS AND NOTES N ' W~ m y U °'m E E°•' a oE ~ L CL2 c ow ~ g , 0 !n fA ~ 0J C9 fn 11_ Ml- Brown silt with sand and oreanic matter (soft moist) (consoti) GP Brown 6ne to coarse gravel with sand, cobbles, boulders and trace _ ~ 0 o _ silt (dense) 0 - > o o o ~ o 0 0 ~ o 0 0 a o 0 o 0 ' - > - - 0 0 ~ o 0 0 0 0 ' ~ o ~ 5- o o 0 ' o o - - > o 0 0 ~ o 0 0 ' Test pit terminated at approximately 6 foot depth - - No groundwater seepage observed dunng excavahon - Moderate cavwg observed durwg excavation ' ' 10- - - ~ 1 0 - - _ c~ fV , s - W ~ a' 15 - - _ ' 0 ~ Ja Z ' spQ N ~ N Note: See Figure A-1 for explanadon of symbols ~ a ui, LOG OF TEST PIT TP-10 W Project: White Tail Ridge C7e0 En eers Project Location: Belle Terre Road m gin FiProject Number: 7820-001-01 9 1 heet or 1 n . , 'Date Excavated: 11/26/02 Logged by: JER ' E ui ment: Excavator q p Surface Elevation (ft)• 2063 m OTHER TESTS ' 16 L z' MATERIAL DESCRIPTION > ' m a n~ L aa ~ AND NOTES a~ E E a u ...a~ 0,~ m~g Q~ co o Z, d ; . 0 v> tn ~ C9 _J 0 tn ~ U O3: --1 ML ~ Brown silt with sand and oreanic matter (soft moist) (tonsoil) i- Sm Brown silry fine to coarse sand with silt, gravel and trace orgaz►ic matter (medium dense to dense, dry to mout) _ -2060 - • • - - _ ' ~ 1 • 5 25% passing U.S. No 200 sieve ) 0 00 GP Brown t"ine to coarse gravel with sand, cobbles, boulders and trace , ) o - silt (dense) - - 5- ) 0 o 0 0 0 3 o 0 0 - - ~ - ' o °o - - ~ o 0 0 ~ o - - o o > o 0 0 o - -2055 0 0 Test pit compieted at approximately 8 foot depth ' - - No groundwater seepage observed during excavation - - ' - Moderate caving observed during excavation 10- ' - - a 0 -20$0 ~ N ' W • ~ ' a' ~ - 15- - - - b , $ ' - - ~ ~ , g ~ -2045 ~ a ' 9 - - ~ - N Note: See Figure A-1 for explanation of symbols t a r- ui, ' k+ , LOG OF TEST PIT TP-11 W Q /~Project: White Tail Ridge ' Q Ge0\Engineers Project Location: Belle Terre Road Figure: A-12 " Project Number: 7820-001-01 Sheet 1 of t . . Date Excavated: 11/26/02 Logged by: JER ' EquiPment: Excavator Surface Elevation (ft)• 2059 c E o ~ OTHER TESTS ' ° z' MATERIAL DESCRIPTION AND NOTES ~ a~° ~ trn uw Ow E E U vi v~ 3 c~ ~ 0 <n ?i 0 O~ , ML Brown silt with sand and organic matter (soft, moist) (topsoil) Brown silt with sand, gavel and scattered cobbles (stiff to hard, - moist) ' o° o Op ~ Brown fine to coarse gravel with sand, cobbtes, bouldets aad trace 0 0 0 - siit (dense) ~ o 0 0 ~ o 0 0 0 0 > o 0 0 ~ o o -2055 ~ o o 1 ~ o 0 0 ' > o 5 0 0 ~ a 0 0 ~ o 0 0 , 3 o ' - o 0 a o 0 0 ~ o • - o o - > o 0 0 0 o Test pit completed at approximately 8 foot depth _ -2050 - - No groundwater seepage observed during excavation - Moderate caving observed during excavation ` 10- , N • ` _ . 0 • 1.~ fV , ~ -2045 - ' ~ c~ ~ ~ • 15- - f - ~ 1~ . ~ • -2040 N Note: See Figure A-1 for explanation of symbols 11- a ~ 1 ~ LOG OF TEST PIT TP-12 ~ Project: White Tail Ridge o GeoEngineers Project Location: Belle Terre Road Figure: A-13 m Project Number: 7820-001-01 Sheet 1 of 1, ~ Date Excavated: 11/26/02 Logged by: JER Equipment: Excavator Surface Elevation (ft)• 2082 . OTHER TESTS ' ° ? "Z6 MATERIAL DESCRIPTION _ ~ o ~ AND NOTES w~ ~ ami E E m n ~~E a; Lrn -J 0 cn 0 ~ C) 0 3 M- Brown silt unth sand and organqS matter (soft moist) (toosoil) hII. Brown silt with sand, gravel and scattered cobbles (snff W hard, moist) _ ' -2080 - o- Gp grown fine to coane gravel with sand (very dense, moist) , ° o ° (weathered gneiss) 0 0 Z o 0 o Test pit terQUnated on gneiss at agproximately 3 1/2 foot depth ' - No groundwater seepage observed during excavation _ 5_ Mmor cavwg observed dunng excavation ' -2075 ' - - 1 • 10- - - - ' - - ~ -2070 - - - - c~ N ~ 'a " 15- - - - R ~ ~ -2065 - - 1 s ~ s o„ ' a - - - - N Note: See Figure A-1 for explanation of symbols L ~ LOG OF TEST PIT TP-13 W " Project: White Tail Ridge N Geo Engineers Project Location: Belle TeRe Road Figure: A-14 A, Project Number: 7820-001-01 Sheet 1 of 1~ . Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator . Surface Elevation (ft)• 2079 ~ o ~ o ~ fV OTHER TESTS ' ~ y Z ~ MATERIAL DESCRIPTION . _ Arvo rvoTEs ~ ~ « a>i m ~ a> ° ,v a 3 a :m ? °3 D rn w a? g o~ d m m ~ ~ L o Z' rn cn 3 c~ ~ cD cn 0 NIL- Brown silt with sand and orgamc matter (soft, moist) (topsoil) ML Brown silt with sand, gravel and scattered cobbles (stiff to hard, - - - moist) - • ' :1 a GP Brown fine w coarse gravel with sand (very dense, mout) 0 0 o (weathered gneiss) ~ 0 0 ~ o 0 > o 0 0 ' ' o -2075 ' ° - ' Test pit terminated on gneiss at approximately 4 foot depth _ 5- - No groundwater seepage observed during excavation Minor cavwg observed during excavaRon 1 - - - - - ' - - - - - -2070 - - - - 1 • 10- - - - ' - - - - ~ N ' W -ZQ65 ~ a - 15 - - - ' ~ ' ~ - - - • ~ ~ 1 ~ - - - - ~ '0 -2060 N Note: See Figure A-1 for explanation of symbols t a N ~ ' LOG OF TEST PIT TP-14 W 4 A~~ Project: White Tail Ridge ' R Ge0 Engineers Project Location: Belle Terre Road Figure: A-15 A, Project Number: 7820-001-01 Sheet 1 of 1 , ' . . Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator Surface Elevation (ft)• 2081 1 • ~ c E t OTHER TESTS t ° z ~ MATERIAL DESCRIPTION .ANO NorEs a>i 16 m a 'a mn`m a a,?: 5trn W~ 0 ~ i i v~ ~ f° o Z' 0 • 0 3U o 3 ' :t± "VIL rBrown rown silt with sand and oreanic matter (soft, moist) (wnsoil) o ML silt v~nth sand, gavel ancl scattered cobbles (snff w hard, -2080 0 o GP mout) ' o° o Brown fine to coarse gravel with sand (very dense, moist) o o 0 - (weathered gneiss) . I > o 0 0 ~ o 0 0 > o Test pit terminated on gneiss at approximately 3 foot depth No groundwater seepage observed dunng excavation , Minor caving observed during excavaaon , - 5- - - • -2075 - - - - ' • - - . . ' - - - - ' • 10- - - - ' -2070 - N . ~ ' - . ~ ~ N ~ a' - 15 - - - - 0 -206$ ' - - - ~ z ~ 1 s - - - - - - - - ~ 3 N Note: See Figure A-1 for explanadon of symbols t a ~ . ' ~ . LOG OF TEST PIT TP-15 W Project: White Tail Ridge GeO~~Engineers Project Location: Belle Terre Road Figure: A-16 Project Number: 7820-001-01 Sheet 1 of 1 , Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator Surface Elevation (ft)• 2081 cu = o ~ n ' t z MATERIAL DESCRIPTION OTHER TESTS 15 AND NOTES - ~ ~ V C aia) a y m G° m n ~rn Ww ~w me 2 p Z+ID 0 cn cn c9 cn 3 U a ML ~ Brown silt with sand and orgazuc matter (soft, moist) (wpsoil) ml L Brown silt with sand, gravel and scattered cobbles (stiff to hard, -2080 - - - - ~ moist) Light brown silt wrth hace 5ne sand, clay and organic matter (medium stiff co stift; dry w moist) ' _ ~ t - - • ' - 5- o GP Brown fine to coazse gravel with sand (very dease, mout) -2075 - ~ ° o ° - (weathered gneiss) - - o 0 Test pit completed at appmumately 6.5 foot depth - No groundwater seepage observed during excavation Minor caving observed dunng excavation ' - - - - , - 10- - - - ' -2070 - - - - - - - - 1 0 - - - • ~ N ~ a' ~ - 15- - - • R -2065 - - - - ~ ~ 1 ~ - - - • F s N Note: See Figure H-1 for explanation of symbols t a W , ~ LOG OF TEST PIT TP-16 W Q ~Project: White Tail Ridge CTeO Project Location: Belle Terre Road En~eers Figure: A-17 ~ Project Number: 7820-001-01 Sheet 1 of 1 , ' Date Excavated: 11/26/02 Logged by: JER ' Equipment• Excavator SurFace Elevation (ft)• 2086 o E o ~ OTHER TESTS ' 1 ~ Z MATERIAL DESCRIPTION AND NOTES wa ~m E E La D ~ m io m ~ g HE co o Z. 0 - p co cn 3 c~ ~ 0 v) ' _11_L I M- I Brown silt with sand and organic matter (soft, moist) (topsoil) ' O Gp ~ Brown fine to coazse gravel with sand, cobbles, bouiders and trace -2085 - , ° o ° silt (deose) - - 0 0 o 0 0 ~ o 0 0 ~ o 0 0 ~ ' : - o o o - - - > o 0 0 ~ o 0 0 o 0 0 ~ o ' l $ o o ~ o 0 0 ~ o 0 0 -2080 - ' ° - - Test pit completed at appmximatety 6 foot depth _ No groundwater seepage obsrned during excavabon Moderate caving observed during excavation , - - - - ' • 10- - - - ' -2075 - - - - - - - - 1 a - - - - ~ N 1 ui a 15 - - - 0 ' co -2070 - - - - ~ ~ • - ~ ~ ' a - - - ' N Note: See Figure A-1 for enplanaaon of symbots ~ ~ y . i LOG OF TEST PIT TP-17 " Project: White Tail Ridge ' R GeO~ ~Engineers Project Location: Belle Terre Road Figure: A-18 A, Project Number: 7820-001-01 Sheet 1 of 1 , ~ . , Date Excavated: 11/26/02 Logged by: JER , Equipment: Excavator Surface Elevation (ft)• 2100 , • OTHER TESTS 2 Z MATERIAL DESCRIPTION AND NOTES 1 6 2 aia> am Q Q« s aM° mm D ci ~ Ww 02 E E ~ L°06 S' 2~ .3U o3 -2~00 o u~ ~ 3 45 ~ ow ~ Mi. ~ Brown silt wntb sand and organic matter (soR, moist) (topsoil) 12 Sm Brown silry fine to coarse sand with gravel and scattered cobbles . (medium dense to dense, moist) - ' 2 . 7 21% passiIIg U.S. No i oGP Brown fne to coazse gravel w►th sand (very dense, mout) 200 sieve ' o o _ o (weathered gneiss) _ r 0 o0 ~ 0 0 • . . L•~ , Test pit terminated on gneiss at approaumacely 3 foot depth ' - No groundwater seepage observed during excavation Minor caving observed during excavation ' -2095 5 - - ~ ` ' - - ' ' _ - ' -2090 10 - - ` ' • N ~ 1 a - . - c°) NN G ' ' _ f • ~ ' W q _208$ 15 - - ~ _ . ' - - $ ~ . g 61- - ~ ~ Z N Note: See Figute A-1 for explanation of symbols 1 a t a y ~ • LOG OF TEST PIT TP-18 g Pro}ect: White Tai4 Ridge ' Q l/ Ge0 Engineers Project Location: Belle Terre Road Figure: A-19 m Project Number: 7820-001-01 Sheet 1 of 1, • - ' ' . Date Excavated: 11/26/02 Logged by: JER , Equipment: Excavator Surface Elevation (ft)• 2117 o E o ~ OTHER TESTS , ~ Z MATERIAL DESCRIPTION AND NOTES mm 9 ~ a_~i a m a a a a; n Ww 0w m cEo Q~, ~o Z'd . 0 cn cn 3 c~ ~ 0 cn 3 c~ 0 3 ' M- ~ Brown silt with sand and or¢anic matter fsoft moutl ftoosoil) ~ ML Brown silt vhth trace fine W medium sand, clay and organic matter (stiff to hard, moist) . 1 ' > oy GP _ Brown fine W coarse gravel with sand (very dense, moist) ° ° (weathered gneiss) -2115 )000 2 Test pit terminated on gneiss at approzimately 2.5 foot depth No groundwater seepage observed during excavarion Moderate caving observed during excavation , • 5- ' -2110 - - - - ' - - - - - , - 10- - - ' • - - - - ~ -2105 - - - - ' a - - - - ~ ~ 1 tu- - - - - c~ " 15- - - - ~ = -2100 - - - - ~ ~ N Note: See Figure A-1 for explanation of symbols ' a ~ a t- ' ~ LOG OF TEST PIT TP-19 w 4 ~ Project: White Taii Ridge CieO Engineers Project Location: Belle Terre Road Figure: A-20 Project Number: 7820-001-01 Sheet 1 of 1 , Date Excavated: 11/26/02 Logged by: JER ' EquiPment: Excavator Surface Elevation (ft)- 2086 ' , . ~ o E . o ~ OTHER TESTS . ' - z MATERIAL DESCRIPTION 16 E arvD rvoTEs ~ ~ LLl E Eo, m w ~ CL' 0 M M ca 2 ~ o 0 cn v) 3 cD -J (D U) ' -J_L_, ML I Brown silt wuh sand and oreamc matter (soR moisd (tonsoil) SM ~ Brown silry fine to medium sand with gravel and cecasional -2085 - . • cobbles (medmm dense W dense, moist) GP _ Brown fine to coarse gravel with sand, cobbles and boulders 0 o 0 (dense) ~ 0 0 ~ o - ~ o 0 0 ~ o 1 000 0 Z o 0 ~ o ' o 0 . ~ ' o _ ` . . 5 ~ o 0 0 ~ o 0 0 ~ o ' -2080 - o o - - - ~ o 0 0 ~ o 0 0 > o - 0 0 > o ' o 0 ~a . Test pit completed at approximately 8 foot depth No groundwater seepage observed during excavation Moderate caving observed during excavation ' - 10- - - ' ' -2075 - - - - - - - - 1 0 - _ - - ' ~ N 1 LU a ~ 15- - - - co -2070 ' ~ - - - _ JQ Z ~ . 1 s- - - - 8 - - - ' ~ a o _ ~ ~ N Note: See Figure A-I for explanauon of symbols t= ' r- a LOG OF TEST PIT TP-20 W Q Project: White Tail Ridge ' o C7e010101 Engineers Project Location: Belle Terre Road Figure: A-21 Project Number: 7820-001-01 Sheet 1 of 1 , ' . . Date Excavated: 11/26/02 Logged by: JER ' EquiPment: Excavator Surface Elevation (ft)• 2075 , ~ ' o ~ ~ y a OTHER TESTS L Z MATERIAL DESCRIPTION AND NOTES a a$ j~ a> a~ y m a m m E E m ~ m 2075 ~0 c n c` n° 32 ~ ~ r n ~ U o~ ML Brown silt with sand and organic matter (soft, moLst) (topsoil) MI- Brown sandy silt with gravel (sdff, moist) - - i 0 W 0 r - 9 - o GP ~ Brown 6ne to coazse gravel with sand (very dense, moist) o (weathered gneiss) ~ Z )ooo ~ 0 0 ~ o , Test pit terminated on gnriss at approximately 3.5 foot depth • - - - No groundwater seepage observed during excavation • • • Minor caving observed during excavahon ' -2070 5 - - - ~ 1 . . _ _ . ' -2065 10 - - ~ - ' • - - - - N ' ~ ~ . • ' ~ • 0 • ~ N ~ a' -2060 15 - - - ` ; Jq Z ~ N Note: See Figure A-1 for explanation of symbols t a ~ LOG OF TEST PIT TP-21 1 ~4 r W Project: White Tail Ridge C7e0~Engineers Project Location: Belle Terre Road Figure: A-22 OPOOP Project Number: 7820-001-01 Sheetl of 1 , Date Excavated: 11/26/02 Logged by: JER Equipment: Excavator Surface Elevation (ft)• 2058 , , . a ~ E o ~ OTHER TESTS ' ~ ~ z MATERIAL DESCRIPTION AND rvoTEs m y U Q« ` O C C L W 124) ~ a°~i p E E~ o' E ~ ~D o, M M co g -j Q T ca ~ m 0 co o 3 c~ 0 3 ML Brown silt with sand and oreanic matter (soR moist) (toosoil) ML Brown sandy silt with gravel (stiff, moist) o Gp ~ Brown fine to coarse gravel with sand (very dense, moist) ° o ° I_ (weathered gneiss) - - 0 0 ~ o 0 0 D o ' -2055 - 000 - • - ~ 0 0 5 o - - a 0 • ' Tcst pit terminated on gneiss at approximately 4 foot depth _ 5- - No groundwater seepage observed during excavauon Moderate caving observed during excavatioa ' - - - . . ' -2050 - - - - ' • 10- - - 1 - _ - - (V . ~ . . ~ o -2045 c~ r ' - - - - ~ a . 15 - - - ' R 1 ~ - - - • ~ z ~S ' 1 n -2040 F ~ ' N Note: See Figure A-1 for explanadon of symbols a ~ ~ LOG OF TEST PIT TP-22 w 4 Project: White Tail Ridge Project Location: Belle Terre Road GeO~rEngineers Figure: A-23 Project Number: 7820-001-01 Sheet 1 of 1 , ' - . Date Excavated: 11/26/02 Logged by: JER ' Equipment: Excavator Surface Elevation (ft)• 2054 o E o a OTHER TESTS ' r z MATERIAL DESCRIPTION ANO NoTEs ~ ~ 9 - C a>i m m N n° a~ n ~aF d2 Ww Or? cEa m m~°g 2 0 S. ~p Z'd a . cn <n 3 cD ~ cn 3: , 1 t ML Brown silt with orgamc matter and trace fine sand (soR, mout) )o Oo GP ~ (toDSOilI F 0 Brown gavel with sand, silt and occasional conshuction debris > ° o' (medium dense, moist) (fill) o o > o 0 0 0 > o 0 o 1 0 o 0 7 • > 0 0 ~ o 0 0 -2050 - ~0 0 o - - - ~ o 0 0 o , ~ . 5_ o o 0 ~ 0 0 > o 0 0 o GP _ Brown fine to coarse gravel with sand, cobbles, boulders and trace > ° o ° silt (dense) 0 0 ~ o ~ 2 0 0 3 > o Test pit completed at approxunately 8 foot depth No groundwater seepage observed during ezcavation -2045 Minor caving observed during ezcavation , • 10- - - - ' • - - - • ~ ~ N ' w -2040 ~ 'a 15 - - - ' , ~ - - - ' ~ ~ t s- - - - ' - - - ' K -0-2035 N Note: See Figure A-1 for ezplanation of symbols t a ~ LOG OF TEST PIT TP-23 W " Project: White Tail Ridge R Geo~ ~Engineers Project Location: Belle Terre Road Figure: A-24 Project Number: 7820-001-01 Sheet 1 of 1 , Date Excavated. 11126102 Logged by: JER ~ Eq~aiPment: Excavatnr SurFace EEeWation (ft): ~Q58 ' J . ~ ~ 'v 3 UTHER TES7S z MATERIAL DESCRIPTIC]N ,a,ND NaTES r3 G7 y 0~ a a m a ~~N, ~ a~ W m ~ ~ ~ ~ C6 ~ ~ ~ .~r, LO Co Q7 - L]-~' U' ~ ~La~ c7cn ~rJ ' 0 al ML Brown silc ►vith sand and organie marter (safT, mout) {topsail) 1 3 a GP Brown fns tv coatse ~-avel witk siIt, sand and occasivnal • - ~ ° o ° - construchan debns (medium, deme, moist) {Fill) 6 O iC O ] O 0 0 ~ a 0 0 ~ -2165 ~ 'a ~ o 0 o o Gg ~ Browsi fine ta caarse gravel wath sand, ca6hles, bautdcrs and trave - - ~ silt (dense, ma'sst) ~ a 0 0 O Q 5- ) O 0 0 7 9 a o ) a ~ • 3 )a0a . . 6 G Cl Y O o o _ > ❑ a o ~ o 1 -2060 - ~ o 0 0 - - f 0 0 Test ptit camplated at spproximacely 8.5 faat depth - • - Na graundwater scepage absen+ad dunng excavaavn - ` Maderate caving ohserved dursng excaVarion - - 10- ~ . ~ _ . - - a -2055 ~ N ~ w Q. m 1 ~ • - ° . a ~ - - - - ~ -zvsa - - - - ~ ~ ~ Note 5ce Figure A-1 for explanas.an af sym4sols t a ~ u~i~.. ' LOC OF TEST PIT TP-24 w " Pr❑ject: White Tail Ridge a G~o En~inee~s Praject Location: Belle Terre Road Figure: q_25 , A Project Number: 7824-001-01 sneec I ❑r 1 ' . . Date Excavated: 12/05/02 Logged by: CAS ' EquiPment: Excavator Surface Elevation (ft)• Not Determined ~ o ~ o a ' ~ ~ ~ MATERIAL DESCRIPTION OTHER TESTS . _ ANO NoTEs ~ 0) a~i ~ z i n W ~ E :2 cn a~ o ~a 0 v~ E c E 1°n ~ 0 3 U o?i Dazk brown silt wuh trace sand and organic mauer (soR, moist) (topsoi]) Brown silt with trace sand (snff, dry) ' 2 _ 3 ' GPGM Brown fine to coarse gravel with silt, sand and acas►onal cobbles o ° c (dense, drY) o c ~ 4 0 - - ' o 5 Test pit tecminated on gneiss at approxamately 5 foot depth ' - - No groundwater seepage observed during excavation - _ No caving observed during excavation - , - ' - - ' 10- - - 1 - - - ~ - - - , o - - - c~ N Q. ~ 15- ~ J Q ~ ~ ~ N Note: See Figure A-1 for explanadon of symbols ~ a ~ LOG OF TEST PIT TP-25 W " Project: White Tail Ridge ' Q Ge0 En eers Project Location: Belle Terre Road Fi ure: A-26 p gin $ MM Project Number: 7820-001-01 Sheet t of t , ~ 1` . . Date Excavated: 12/05/02 Logged by: CAS ' Equipment: Excavator Surface Elevation (ft)• Not Determined ~ o E ~ a 16 ' L Z MATERIAL DESCRIPTION OTHER TESTS . ~ AND NOTES m ~ N ~ N a y n d U G 7a W.~ Ow m m m°S' ~00 Z`m ~ tn cn ~ C9 cn ML Brown silt with very fine sand and organic matter (soft, dry W mi -N moust) (toosoil) _ _ Light brown silt with trace fine sand (stiff, dry) _ ' - - Z - - 1 ' S- - - 1 Sm Brown silry fine to medium sand (very dcnse W dense, dry w moist) _ 3 ' 10- - - 1 • - - ~ - : . . - - Sp _ Brown fine to coarse sand with gravel and trace silt (mechum _ o dense W dense, moist) c~ N ~ ~ - - C7 151 4 . . , _ $ m ~ Z ~ ' s- >o GP W~~ered gneiss ~+nth fine to coa~e gravel, sand and cobbles ~ o° (dense, dry w moist) (weathered gneiss) ~ o 0 ~ Test pit temuaated at approzimately 18 foot depth No groundwater seepage observed during excavaaon - o No/minor caving observed durwg exavation N a Note: See Figure A-1 for explanaaon of symbols r ~ ~ LOG OF TEST PIT TP-26 W 4 Project: White Tail Ridge Ge0 ~~Eng,i.neers Project location: Belle TeRe Road Figure: A-27 Project Number: 7820-001-01 Sheet 1 of 2 , ~ , . . . . . . . . . m ~ ~ t . . • . , ' ~ . . . . . • ~ Z ' ' . , ~ • , W ~ ' ' • ' ~ . . , • ~ . ~ , . V . . , r - , ' . , , • ' . . . . - , Q - ~ • ' , ' ' ATTACHMENT B ' REPORT LIMITATIONS AND GUIDELINES FOR USE' This attachment provides information to help you manage your risks with respect to the use ' of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, , PERSONS AND PROJECTS This report has been prepazed for use by Johnny Humphreys and Adams & Clark, Inc. This report may be made available in its entirety to contractors for information only. This report is not , intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, ' a geotechnical or geologic study conducted for a civil engineer or azchitect may not fulfill the needs of a construction contractor or even another civil engineer or azchitect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical ' engineering or geologic report is unique, prepared solely for the specific client and project site. No one except Johnny Humphreys and Adams & Clark, Inc should rely on this report without , first conferring with GeoEngineers. This report should not be applied for any purpose or project except the one originally contemplated. , A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS T'his report has been prepared for the proposed Whitetail Ridge subdivision in Spokane , County, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers ' specifically indicates otherwise, do not rely on this report if it was: • not prepazed for you, • not prepared for your project, , • not prepared for the specific site explored, or •completed before important project changes were made. ' For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; , • elevation, configurarion, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. ' If important changes are made after the date of this report, GeoEngineers should be given the ' opportunity to review our interpretations and recommendations and provide written modifications or confumation, as appropnate. ' 1 Developed based on material provided by ASFE, Professional Firms Pracricing in the Geosciences; www asfe org. ' G e o E n g i n e e r s B-1 File No. 7820-001-0I ~ ~ 1 i ~ ~ I 1 SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that eacisted at the time the study ' was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events ~ such as construction on or adj acent to the site, or by natural events such ' as floods, earthquakes,; slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. ~ ' MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS ~ Our interpretations of subsurface conditions aze based on field observations from widely ' spaced sampling locarioris at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed ' field and laboratory data;and then applied our professional judgment to render an opinion about subsurface conditions ttu•oughout the site. Actual subsurface conditions may differ, sometimes ' significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. ~ ' GEOTECHNICAL EN'GINEERING REPORT RECOMMENDATIONS ARE NOT FINAL ~ Do not over-rely on; the preliminary construction recommendations included in this report. ' These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be ' finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform constructionli observation. ' Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the condirions encountered are consistent with those indicated by the explorations, to provide recommendarions for design changes should the conditions revealed ' during the work differ 4 om those anticipated, and to evaluate whether or not earthwork activities are completed in accbrdance with our recommendarions. Retaining GeoEngineers for ' construction observahon for this project is the most effective method of managing the risks associated with unanticipated conditions. ~ ' A GEOTECHNICAL ENGtNEERiNG OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinteipretation of this report by other design team members can result in costly problems. , You could lower that nsk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements ' of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic' report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construcrion observation. ~ ~ ' I G e o E n g i n e e r s ~ B-2 . File No. 7820-001-01 11 DO NOT REDRAW THE EXPLORATION LOGS ' Geotechnical engineers and geologists prepaze final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in ' architectural or other design drawings. Only photographic or electronic reproducrion is acceptable, but recognize that separating logs from the report can elevate risk. ' GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for ' unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic ' report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain ' the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least ' share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. I CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS ' Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job ' site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. ' READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and ' natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory ' "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are uncleaz how these "Report Lunitations and Guidelines for Use" apply to your project or site. ' GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED ' The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that , reason, a geotechnical engineering or geologic report does not usually relate any environmental ' G e o E n g i n e e r s B-3 File No. 7820-00 1-01 1 findings, conclusions or recommendations; e.g., about the likelihood of encountering ' underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concems regarding a specific project. 1 ' ' , ' 1 1 1 , ' 1 1 1 ' ' ' G e o E n g i n c e r s B-4 File No. 7820-001-0I