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Home My WebLink AboutStorm Drainage Report - PLN General - 9/30/2008 * a BUSH, ROED & HITCHINGS, INC. B� Civil Engineers and Land Surveyors TO BE KEPT IN THE STORM DRAINAGE REPORT PARCEL FILE For. Safeway#1571 September 30, 2008 Located at: 12361 NE State Route 3 Belfair, Washington Prepared for. Mulvanny G2 Architecture 601 SW Second Avenue, suite 1201 Portland, Or. 97204 By: xV was 311 6 q GlSxi'a •EJ 1.log Jay D. Decker, P.E. BRH Job No. 2000289 2009 Minor Avenue East,Seattle, Washington 98102- Phone 2061323-4144; Fax 206/323-7135 1-800-935-05M Internet: bfiinacom -1 Z Safeway#1571 City of Belfair September 30, 2008 TABLE OF CONTENTS 1. PROJECT OVERVIEW ------------''L II. CONDITIONS AND REQUIREMENTS SUMMARY------4 III. OFFSITE ANALYSIS IV. DETENTION SYSTEM ANALYSIS AND DESIGN & V. WATER QUALITY ANALYSIS AND DESIGN 7 VI. CONVEYANCE SYSTEM ANALYSIS AND DESIGN !3 VII. SPECIAL REPORTS AND STUDIES - Cl LIST OF FIGURES Figure I—Vicinity Map Figure 2— Expansion Areas Exhibit IZ i Safeway#1571 City of Belfair September 30, 2008 I. PROJECT OVERVIEW The 4.69 acre site is located at 12361 NE State Route 3 in Belfair, Washington. (see Figure 1.) Currently there is an existing Safeway store and parking lot on the site. The project proposes to expand the building on the east side of the site. From a stormwater perspective, this project will have a low impact on downstream systems due to the reduction in stormwater flow(by infiltration of the project area) and an improvement in water quality(be reducing the amount of impervious area subject to vehicular traffic.) For the proposed building expansion area, an infiltration system was sized using the 2005 Department of Ecology"Westem Washington Hydrology Model". The infiltration system will be constructed on the northeast comer of the existing building. A Location and Site Characteristics The project is located just west of State Route 3 and just north of Clifton Lane. See "Figure 1 —Vicinity Map" in the Appendix. The site is completely developed. Currently the proposed building expansion area is asphalt paved and drainage on the surface flows from east to west(toward the building.) At the.curb adjacent to the east side of the building, catch basins collect drainage and stormwater passes to the west side of the site to a regional detention pond. B. Technical Information: 1. Project Name—Belfair Safeway Tax Parcel#: 12329-41-00010 2. Type of Development: Commercial 3. Drains to Stream/Creek: Drains westerly to a regional detention pond followed by discharge into piped system. 4. Drainage Basin: Hood Canal 5. Wetlands: None 6. FEMA Floodplain Elevation: N.A., SeepstSprings: No. 7. High Seasonal Groundwater Table Elevation: N.A. 8. Protected Slopes: No. 9. Flow Control System: Infiltration system proposed on northeast corner of building. 10. Water Quality Features: No, only 4,773 square feet of new asphalt area(removed and replaced) is proposed. 11. Off-site drainage and/or Maintenance Access Easement Required?: No. L7 • Safeway#1571 City of Belfair September 30, 2008 12. Hydrologic Model (software) used in designing the stormwater detention, water quality and conveyance system: 2005 Department of Ecology'Western:Washington Hydrology Model" used to size the infiltration facilities. 41 Safeway#1571 City of Belfair September 30,2008 11. CONDITIONS AND REQUIREMENTS SUMMARY A. Conditions and Requirements Summary The design of the new stormwater facilities on the site complies with thel 2005 Stormwater Management Manual for the Puget Sound Basin. B. Frontage Improvements There are no improvements proposed to adjacent streets. C. Deviations From Standard Requirements None proposed. r L?l Safeway#1571 City of Belfair September 30, 2008 OFF-SITE ANALYSIS A. Downstream Analysis and Map: Since stormwater from the proposed building expansion is proposed to infilt� ate at the northeast comer of the building, a downstream analysis was not prepared. In fact the volume and rate of runoff from the existing drainage system that drains to the regional detention pond will be reduced as a result of this project. Therefore, no investigation of the downstream system was performed. B. Upstream Analysis: There is no upstream drainage tributary to the site. Safeway#1571 City of Belfair September 30, 2008 III. DETENTION/INFILTRATION SYSTEM ANALYSIS AND DESIGN The Western Washington Hydrology Model version 3.0 was used for analysis of the drainage system. The infiltration system was sized using a collected roof area of 11,550 square feet which exceeds the actual roof area of 7,493 square feet. See Figure 2. The infiltration rate recommended by the geotechnical engineering report is 9-8- inches per hour. The rate used in the model is 9-inches per hour. The analysis demonstrates that the site requires a 10foot wide by 48 foot long infiltration gallery which contains a 36-inch diameter perforated pipe for additional storage. Safeway#1571 City of Belfair September 30, 2008 IV. WATER QUALITY ANALYSIS AND DESIGN Water Quality treatment is required for new or replaced asphalt surfaces that exceed 5,000 square feet. Since there is only 4,774 square feet of new asphalt area(removed and replaced asphalt), water quality treatment has not been provided. See Figure 2. Note, additional water quality improvement will be realized due to the fact that appro dmately 8,000 square feet of asphalt will be removed by expansion of the building and construction of perimeter sidewalks. �?s • Safeway#1571 City of Belfair September 30, 2008 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN On-Site Drainage Systems: Pipes on the site are sized for the 100 year storm using the rational method. /4MPR&W� Safeway#1571 City of Belfair September 30, 2008 VI. SPECIAL REPORTS AND STUDIES N.A. � L3 Safeway#1571 City of Belfair September 30, 2008 APPENDIX i� N� 9� �0 G� z m W rn N J OLD BELFAIR HWY. z Z / O 0 CA < 0 O 1 - I D O v D 9� v D 67 r*1 O IGt3RE l — VICINITY MAP BUSH RM & HITCHRMe INC _ § SAFEWAY, INC. CIVIL ENGINEERS & LAND SURVEYORS j :4 � 2009 MINOR AVE. EAST. SEATRE. WA 98102 SAFEWAY BELFAIR (206) 323-4144 FAX (206) 323-7135 $ MASON COUNTY WASHM07ON 1 1-800-935-0508 E—MAIL INFOOBRHINC.COM D yg W x \ \ � Wnin Ncd 777 $�W x \ NEW ASPHALT AREA: 4773.5sq.ft. • / db lZ NO SCALE / � O O04 D I I (V \ \ E�`� N► 3 1.1J A- m U O o Q U • / 5y� :Q/fw'��/ �/• x �// s FIGURE 2 EXPANSION AREAS EXHIBIT BUSH, ROED & HITCHINGS, INC Z § SAFEWAY, INC. CIVIL ENGINEERS & LAND SURVEYORS o a = N 2009 MINOR AVE. EAST, SEATTLE, WA 98102 °° $ MASON COUNTY SAFEWAY BELFAIR WAiNcroN (206) 323-4144 FAX (206) 323-7135 1-800-935-0508 E-MAIL- INFOOSRHINC.COM BUSH,RGED&HrFCHNGS,INC. Joe ;,4.41 i CIVIL ENGINEERS&LAND SURVEYORS SHEET NO. OF 2009 Minor Avenue East Seattle,WA 98102 CALCULATED DATE (206)3234144 FAX(206)323-7135 ECKM BY DATE B R H 1-800-935-0508 CH SCALE .......... ............. .............. ........ .............. ......... .. ... ... ... ... ...* -t� W..... w.........+. �� ..o................................................ 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r Belfair Safeway i Building Expansion Infiltration Area Calculation Instructions: Enter all numbers in Red. Bottom El= 103 Top El.= 107 Pond Depth 4 Bottom Dimensions Top Dimensions L= 48 W= 10 L= 48 W= 10 Side Slope= 0 Atop(SF) Abot(SF) Depth(Ft) Volume(CF) 480 430 4 P910.010 0.0,1101928 0.01-1 01 928t4 "acres" "acres" Blue values are ca€cula#&:: by spreadsheet from inputs 0.3 void ratio Flow Stage Area(Acres) VOL(Acre-Ft.) (CFS) Infiltration Infiltration Rate: 9 in/hr 103 0.011019284 0 0 0.1000 0.000208 ft/sec 103.5 0.011019284 0.002626584 0 0.1000 Length of pipe: 48, 104 0.011019284 0.005253168 0 0.1000 Volume in pipe: 339.312 CIF 104.5 0.011019284 0.007879752 0 0.1000 0.00779 Acre-ft 105 0.011019284 0.0105063W 0 0.1000 0.000974 at each 0.5 105.5 0.011019284 0.01313292 0 0.1000 106 0.011019284 0.015759504 0 0.1000 106.5 0.011019284 0.018388088 0 0.1000 107 0.011019284 0.02101267 0 0.1 �-(0,0002,0 t3 10 D.�tl�4G�e Vet vfte OF v110s X Vofo US/NC L �a, -t- VOLVMC 57;46F. PROJECT REPORT ! L� Project Name: default Site Address: City - Report Date 8/27/2008 Gage Quilcene Data Start 1955/10/01 Data End 1999/09/30 Precip Scale: 1.22 PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Aore* �i�" f 55V / 1/A"{••'' Ex pA�✓si i7/`� �]' � ROOF TOPS FLAT 0.265 r7l Element Flows To: Surface Interflow Groundwater SSD Table 1, SSD Table 1, Name SSD Table 1 Depth: 107ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage(ft) Area(aar) yolvas(aar-ft) Dschrg(cfs) Iafilt(afs) 103.0 0.011 0.000 0.000 0.100 103.5 0.011 0.003 0.000 0.100 104.5 0.011 0.008 0.000 0.100 � ' ' L.E WI 105.0 0.011 0.011 0.000 0.100 i r- 105.5 0.011 0.013 0.000 0.100 ..op^ ZjkD 51A ' 106.0 0..011 0.016 0.000 0.100 s 106.5 0.011 0.018 0.000 0.100 107.0 0.011 0.021 0.000 0.100 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 R�.fh�rn Pori eui F7 esv(e•tffel 25 year 0 r ''L 50 year 0 100 year 0 Flow'Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0. 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 .0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass L 0.0000 0 0 0 Pass 0.0040 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass Water Quality 3W Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 efs. Off-line facility target flow: 0 ofs. Adjusted for 15 min: 0 ofs. ;-414 g c > � � IM C) � 6mK6 �m Lu, 3E CD a w E l m m � coco � � n f. o — t m rn m wLL zt7a V NeM Q LOCO 0 r � m - a �oE th 0 0 U ,n to co �[ N (V O O CD to r ` 0 cotto0N ch M OO V- T- tAN 000to 0 01��, 0 t m 0 m.co T- V N e— NO mP- 000tACtA rr V C 1. tA0 tG 11 I V I�1� 1�1� II 11 11 i��11� IC CAll FL it N N 11 H p v Q W �� t t v— o W m c c c TOc 3 .� — C C :� IL leg " HV ¢ -� U. E Q > � 0 U °` > Q LL WR Cp L i7 G to r •� O ~ lh � tO 1� 1A CO cQ r 0 0 Qj y� th 00 V GprCfr � � V-w—OD 7cVeM0 s- s (DCl m c;c; CN H 4� U im ItN It n If It N Ir Q W a E Q c c co c Fv- W gn w c m -�a U_ U- E w � c to `Y = C _ 0 J i4 Q> 0 p Q 3 3 Q H C 0 Q S o oC E tR o E t PC f CAu,,ULA-nvw4, a L ''C^L VI N 5 a W a c 0 a U Y 0 0 0 0 0 s c a o V- o cor u� 0) coCj � a°Sw � ~ IpOOO1AOch a- qr- T.- CO N 11 1 II II H 11 1�1,� 11 I II 11 II 11 H H �1 c c os o 'i E Li 0 2 ++ {U lQ tll C c c �Zp l3L Ea ..1 (� > a) > t 0 c �r•�f J V�11�� `,�` � �! fir",�" ��, i •� �'��,.��'� IF ,M.41 �Ca ik�j*Nkllf 4 ut IFASdQ rAli Aim fr FINK f��fA% _ ter► S4bsyr foci Egiornpon, Geologic Hazard and i Beepr Safeway{#IS71)Addition ! G eclu�tcal E+e8irueri►'8 n r n.rn..d,.�ry Design RtconmRardad Mason Corauy, Waelrfngton r not discharge into the footing drain system, but should be handled by a separate, rigid, ti&fte drain. Exterior grades adjacent to walls should be sloped downward away from the structures to achieve surface drainage. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building areas. It is recommended that a gradient o f at least 3 percent for a minimum distance of 10 feet from the building perimeters be Provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the stmetures. Additionally, pavement subgrades should be downed to provide drainage toward catch basins and pavement edges. Any crawl-space areas should be provided with drains at low points to prevent water from accumulating. 14.0 INFILTRATION TESTING We completed our infiltration tests at the locations shown on Figure 2 to provide infiltration rate data to the project team. The area and depth targeted for infiltration testing were selected by Bush,Rood, and Hitchings, Inc. Both test locations were within the existing paved parking area. Therefore, to reduce the impact to the existing pavement, we modified the Washington State Department of Ecology Pilot Infiltration Test(PIT)by drilling a 15-mch diameter boring to the target depth with a truck-mounted drill rig. This modification reduced the disturbance to the existing pavement and resulted in a reduction in the scale of the test. The boring was then filled with clean pea gravel of a significantly larger grain-size distribution than the sand to be tested. Each gravel-filled boring was outfitted with a flinch-diameter perforated fill pipe and.a 2-inch-diameter observation port. The test results from each location yielded the uncorrected or short-term field infiltration rates shown in Table 1. Table 1 h ltratiion Rate Summary Re�.�enaea Calculated Field Allowable Test Depth Infiltration Rate In6Nradon Rate EU!Mfl=No. [eet) (fir INF 1 6 99 11 INF 2 6 88 9.8 in/hr— ind m per hour Sq"nber 5,ZOOS -- ASSOCUM FAM SCl6M(".G.INC. �rtwe- -r�«+,uooea�o�urs„vP Page 14 Zv • Subsu face E910radon, Geologic Hztard.and �! Safeway(Y1571)dd Be fair dtt m �, Prdtminary Geotechnical Enginee>ut�g R Meson . Woslangwn Prey Design Reeaoendadm �`- Since the scale of the infiltration testing was reduced, a correction factor must be applied to the short-term field 'infiltration rate. The King County Land Use Inspection Section has Presented calibration factors to be used for various types of small-scale tests. Based on these factors, we recommend that a calibration factor of at least 9 be applied to the uncorrected or short-term. infiltration rates listed in Table 1. Based on our testing and field conditions observed in our infiltration tests and geotechnical exploration borings performed on this site, it is our opinion that infiltration systems that are designed to be 6 feet deep or less should be designed using an allowable infiltration rate of - a hour. It is our opinion that this design rate has a suitable factor of safety, and the actual rate at which the water will infiltrate from the facility will likely be between the recommended allowable rate and the measured field rates. The infiltration gallery aggregate should be covered by a geotextile filter fabric (Mirafi 180N or equivalent)to separate the aggregate from the pavement base materials. The contractor must protect the system from untreated/turbid water to prevent plugging or blinding of the infiltratioh surfaces by suspended fines. AESI should be allowed to review the design and observe construction of the infiltration system to verify that subsurface conditions are as anticipated and that the construction conforms to AESI's recommendations. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING The recommendations in this report are preliminary because grading plans and construction details were not finalized at the time of this report. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. If significant changes in grading are made, we recommend. that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geoteclinical engineering and monitoring services during construction. The integrity of the foundations depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a proposal. Seppmber 5,2M ASSIOM7W F.AM SC W=INC 1 -�- Page 15 i st lap lip d :4 a i. r � 1 i �J✓ i ! 1 g ..Ma��w....v�•os.w�mw