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Home My WebLink AboutHamelin Village Sub - Drainage ReportRENNI5ONENGINEERING DRAINAGE REPORT PREPARED BY: BRYAN E. APPLEBY, PE FEBRUARY 24, 2015 IST � y Z ? T� 0 F �yqn E. A?V" 2/24/15 PROJECT HAMELIN VILLAGE SUBDIVISION 603 W. PINE AVENUE - MERIDIAN, IDAHO PO Box 1001 Eagle, Idaho 83616 1 208-938-2440 1 w .rennisonengineering.com February 24, 2015 Drainage Report Hamelin Village Subdivision, Meridian, Idaho Page 2 of 6 INDEX Page Project Description............................................................2 Methodology..................................................................... 2 Appendix (Drainage Map) ............................................ 3 Appendix B (Drainage Calculations)...............................4 Appendix C (Geotechnical Recommendations)............ 5 Appendix D (Civil Construction Plans)............................6 PROJECT DESCRIPTION "R Overview The proposed project consists of a new parking lot and two 4-plex multi -family residential buildings (2 -story) on a private property parcel approximately 0.408 acres in size. Stormwater runoff will be retained on-site. Existing Site Conditions Existing conditions of the project site include one residential structure, which will be removed. Nine trees of varying size sand conditions will be removed. The site is bordered by W. Pine Avenue to the north, W. Idaho Avenue to the south, and by multi -family residential development to the east and west. Existing Drainage Conditions Site topography is generally flat with no distinct drainage path or destination. Proposed Drainage System and system Description The proposed plan will retain on-site all stormwater runoff. The parking lot surface drainage will sheet flow to a sand and grease trap before discharging to an on-site lateral seepage bed. Other site runoff (sidewalks, landscaping, and building roof surfaces) will be collected and disposed of via landscape drains. METHODOLOGY Drainage calculations are based on City of Meridian design standards for storm drainage, which specifies using the Rational Method (Q=CIA) and the 100 -year storm event. Peak flow rates are based on a minimum time of concentration of 10 minutes. Utilizing the IDF curves for this region results in an intensity of 3.11 inches per hour. Stormwater volumes are calculated assuming an average uniform intensity of 1.00 inches per hour over a storm duration of one (1) hour (V=CIDA). The Geotechnical Recommendations prepared for this project recommends a design infiltration rate of 8 inches per hour. Seepage Beds: Seepage beds are designed to retain the 100 -year storm event runoff volume less that volume which will infiltrate during the first hour of the design storm. Seepage beds are constructed of clean drain rock with an assumed void ratio of 40% of the total drain rock volume. The seepage beds are designed to infiltrate 100` o of the design event volume within the first 24 hours following the design storm event. Due to the presence of shallow seasonal groundwater (four feet below ground surface), treatment of stormwater will be accomplished via lateral movement through a 36 -inch thick layer of filter sand. The bottom and side walls of the seepage bed will be lined with an impervious liner. Sand and Grease Traps: Sand and grease traps are designed to retain sediments and oils from passing through to the seepage bed. A velocity through the throat of the sand and grease trap of <0.5 feet per second is considered adequate for sediment fallout. PO Box 1001 Eagle, Idaho 83616 1 208-938-2440 1 www.mnnisonengineering.com February 24, 2015 Drainage Report Hamelin Village Subdivision, Meridian, Idaho Page 3 of 6 APPENDIX A DRAINAGE BASINS PO Box 1001 Eagle, Idaho 83616 1 208-938-2440 1 w .rennisonengineering.com l,l I � m — — - PA - —P • Pn-----Rn-- Rn } - - OQOQooOQQQO--,�j�, I I 1- O - f�- A 'z I a COVERED FEMA PATO qy ry 5 STORMWAIER LATERAL SEEPAGE DED \ •' I. / COVERED PaT4 11 // / Q QQQ i m z Z —PA \j ��s PAPAPn----Pn--- s-------------------- 1 J `' 0 - DRAINAGE MAP ® 22°'m 2°sH" PLAN SHEET SCALE: 1" _ ]tl 0 0 10 20 1]° c 1T PLAN SHEET SCALE: 1' = 2a ¢\aNu fH� LEGEND 12645 0 PAVEMENT. C = D.90 pPPb`c LANDSCAPE. C = 02D V f TH ROOF. C = 0.95 L W Lu DRAINAGE MAP ® 22°'m 2°sH" PLAN SHEET SCALE: 1" _ ]tl 0 0 10 20 1]° c 1T PLAN SHEET SCALE: 1' = 2a ¢\aNu fH� O6 EG\Sif/� O~9 12645 0 e�rf oP \mea 9Y4ryE pPPb`c 2/I2n4/15p V f TH Z m L W Lu Z_w d V Zb W n Zm i O 9— N_a z R8 O 'A V1 M W � y {� Q O A U a I z O m a Z DATE P.M. 2/zany JEH PN. CAD H1a0205 HEA SH NO. DR1.0 February 24, 2015 Drainage Report Hamelin Village Subdivision, Meridian, Idaho Page 4 of 6 APPENDIX B DRAINAGE CALCULATIONS PO Box 1001 Eagle, Idaho 83616 1 208-938-2440 1 w .rennisonengineering.com Lateral Seepage Bed Drainage Calculations Drainage Basin Areas and Weighted C Values Drainage Basin Pavement Roof Concrete I Landscape ITotal Area Weighted C Value Drainage Basin Peak Weighted C Value 1125 cf Area (sf) ICValue Area (sf) JCValue Area (sf) JCValue Area (sf) JCValue (sf) Area in Parking Lot 1 5346 1 0.90 1 0 1 0.95 1 0 1 0.95 1 0 1 0.20 1 5346 0.900 Sand and Grease Trap Calculations (Oldcastle Item #1240700) Drainage Basin Combined Weighted C Value Intensity (in/hr) Peak Trap 1125 cf Combined Tributary Area (sf) Area in Weighted C Value Intensity(in/hr) Flow Throat Throat Velocity 0.900 Acres 1.0 401.0 475 cf Time to infiltrate Tot Runoff Vol 18.4 hr cfs Area(sf)(ft/s) 5346 0.123 0.900 3.11 0.344 6.600 0.052 Runoff Volume Calculations Drainage Basin Combined Weighted C Value Intensity (in/hr) Duration (hr) Total Runoff Volume (cf) 1125 cf Tributary Area (sf) 0.4 Bed Storage Capacity Vol 450 cf Infiltration Area Parking Lot 5346 0.900 1.00 1.0 401.0 Seepage Bed Calculations Tot Runoff Volume +15% 461.1 cf Bed Dimensions (L x W x Depth) 30 15 2.5 ft Bed Volume 1125 cf Void Ratio 0.4 Bed Storage Capacity Vol 450 cf Infiltration Area 37.5 sf Infiltration Rate 0.667 ft/hr 1st Hour Infiltration Vol 25.00 cf Tot Storage + Infiltration Vol 475 cf Time to infiltrate Tot Runoff Vol 18.4 hr << 1/2 side wall area. = 30x2.5/2 ok ok Landscape Drain "A" Drainage Calculations Drainage Basin Areas and Weighted C Values Drainage Basin pavement Roof Concrete I LandscapeTotal Area Weighted C Value Intensity (in/hr) Area (sf) C Value Area (sf) JCValue jArea (sf) JCValue jArea (sf) C Value I (sf) Total Runoff Volume (cf) A 1 0 0.90 694 1 0.95 1 0 1 0.95 1 225 0.20 1 919 1 0.766 Runoff Volume Calculations Drainage Basin Combined Weighted C Value Intensity (in/hr) Duration (hr) Total Runoff Volume (cf) 118.4 cf Tributary Area (sf) 0.4 Bed Storage Capacity Vol 47.36 cf Infiltration Area A 919 0.766 1.00 1.0 58.7 Seepage Bed Calculations Tot Runoff Volume + 15% 67.5 cf Bed Dimensions (Lx W x Depth) 8 4 3.7 ft Bed Volume 118.4 cf Void Ratio 0.4 Bed Storage Capacity Vol 47.36 cf Infiltration Area 32 sf Infiltration Rate 0.667 ft/hr 1st Hour Infiltration Vol 21.33 cf Tot Storage + Infiltration Vol 68.7 cf Time to infiltrate Tot Runoff Vol 3.2 hr ok ok Landscape Drain "B" Drainage Calculations Drainage Basin Areas and Weighted C Values Drainage Basin pavement Roof Concrete Landscape Total Area Weighted C Value Drainage Basin Duration (hr) Weighted C Value 45.9 cf Area (sf) JCValue Area (sf) JCValue Area (sf) JCValue Area (sf) JCValue (sf) 5.5 4 3.7 ft B 1 0 1 0.90 1 1469 1 0.95 0 1 0.95 1 2563 1 0.20 4032 0.473 Runoff Volume Calculations Drainage Basin Combined Weighted C Value Intensity (in/hr) Duration (hr) Total Runoff Volume (cf) 45.9 cf Tributary Area (sf) 5.5 4 3.7 ft Bed Volume 81.4 cf Void Ratio B 4032 0.473 1 1.00 1 1.0 159.0 Seepage Bed Calculations Tot Runoff Volume + 15% 182.9 cf Landscape Storage Volume 136.9 cf Required Bed Storage Volume 45.9 cf Bed Dimensions (Lx W x Depth) 5.5 4 3.7 ft Bed Volume 81.4 cf Void Ratio 0.4 Bed Storage Capacity Vol 32.56 cf Infiltration Area 22 sf Infiltration Rate 0.667 ft/hr 1st Hour Infiltration Vol 14.67 cf Tot Storage+ Infiltration Vol 47.2 cf Time to infiltrate Tot Runoff Vol 12.5 hr << Within central courtyard circle ok ok Z SITE NSULTING, LLC Mr. Bryan Appleby, PE January 30, 2015 Rennison Engineering, PLLC Page 1of6 Post Office Box 1001 File 515037A Eagle, Idaho 83616 Re: Geotechnical Recommendations Apartment Complex 603 West Pine Avenue Meridian, Idaho Bryan: As per your request, SITE has reviewed our historical reports for projects in the vicinity of the referenced project and observed the excavation of a single test pit in the location selected and staked by Rennison Engineering. The soil profile includes a dark brown, moist to wet, sandy, silt layer that extends to approximately two feet deep. Next and brown, moist, weakly cemented silt with sand was encountered that extends to gravel contact at four feet below the existing surface. Once contacted the gravels grade cleaner (less silt) with increased depth and appear to be free draining at six feet deep. Groundwater was observed entering the test pit at 6.5 feet deep. Staining of the gravel indicates that groundwater may rise to the top of the gravel layer at four feet deep during the irrigation season. The attached well log includes the result of all laboratory tests performed on the gathered soil samples. In 2007 this consultant provided geotechnical services for Rushmore Subdivision which is located one block west and one block south of the subject property. Subsurface conditions are very similar on this property and the Rushmore property. Observed groundwater was slightly deeper on the Rushmore property, most likely due to the presence of Nine Mile Creek (Drain) passing through the parcel. Nine Mile Creek is located approximately one block south of the subject property. Well logs from the IDWR were also reviewed for sec 12, 3N, 1W where the subject property is located. Well logs for properties on 7th Street, just NW of the subject property, and on Stn Street, one block north of the subject property, are included in this report. These logs also indicate groundwater elevations at 4-5 feet below the existing ground surface. 208-440-6276 * bjarnoldpe@msn.com (1) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, LLC Based upon observed conditions the following recommendations are provided. A surface swale or shallow basin is recommended for stormwater disposal. The facility should extend to the free draining pitrun type sand and gravels encountered in the test pit. An over excavation required to extend to free draining materials can be backfilled with imported pitrun. The standard percolation rate of P=8 inches/hour for free draining materials is recommended. Pavement section for driveways and entrances onto the subject property should be designed as is required for residential streets within ACHD's jurisdiction assuming a R -Value of R= 0 and a Traffic Index of TI=5.5. This generates pavements section of 2.5" ACP / 4.0" base / 12.0" Subbase. The subbase can be reduced to 8.0" in parking areas only accessible to personal cars and small trucks. Foundations can be designed based upon bearing pressures of up to 1500 psf if extended to the weakly cemented silt soil below the upper elastic silt layer. Foundation support soils are to be confirmed firm and stable prior to the placement of concrete or any required structural fill. Structural fill required to backfill excavations left after the demolitions of the onsite building is to be filled with imported granular fill compacted to 95% of the maximum dry density as determined by ASTM D-698, "Standard Proctor". Compaction testing and inspection of fill is required. We appreciate this opportunity to be of service and we look forward to working with you during the design and construction of this project. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted,- Bob ubmitted;Bob J. Arnold, PE SITE Consulting, LLC NAI FN QQp Q�G%S c �j9TE OF VID °e ✓. ASND`° 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC AERIAL PHOTO With approximate test pit location 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719 Project: Client: Project: Location: SITE ONSULTING, LLC Test Pit Log 603 West Pine Avenue Rennison Engineering 603 West Pine Street South end, Middle File #: 15037A Date: 01/24/15 Logged by: B Arnold Excavated by: Ross Excavation 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 Sam. Class # # # # SOILS DESCRIPTION Type 4 30 40 200 M PI LL Dark brown, Moist to Wet, Firm, Bag ML 98 92 68 53.9 18.1 7.5 34.5 0.0 Sandy, Silt 1.0 1.1 Root zone to +0.5 feet 1.1 Light brown, Moist, Firm, Silt Bag ML 71 62 31 20.3 8.7 NP NP - (cemented pieces present) 3.0 4.0 4.0 Gravel Contact 4.0 Pitrun type sand and gravel - mixture 7.5 Silty and clayey in upper 1.0' Free draining at 5.0' 6.5 Groundwater Entering Test Pit Bottom of Excavation 7.5 due to sloughing soils 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, LLC Well Logs (2) r.. CEIVED m IDAHO DEPARTMENT OF WATER RESOURCES I olTwuwo* AN 2 7 WELL DRILLER'S REPORT 05398 1. WELLT 49 nD 1/t_7�N �W uRunLw I G - 0 I I �a 11. WELL TESTS: I I Drr moron w = P.R. C x.ixr ] Air ❑ FRRR.. A . AM.all_ U �'71 7. LOCATION OF WELL by ftW dm4lpn: SMtO W 1. M YPYF R"h .YM1n bGF.rt • Txp.- xoxnj>� a S..In ❑ flp.. E.(1 C fdjw Ulla SIN Iy�1N Gw'1 Lot Coi^iY A07i wr sx. SA...� u a ae x.r 1. USE: - AD... vic SEAD....pc 3U.niclp.l-R.nlxr oxry.D.. 7 TARnU F Igrtlien 7 Dlnn S. TYPE OF WORK rn.4 .x n.l AM pwo w Ml 'a x.Yww D MY 11' C AF.10M. ❑ Lbr_— L ORNl METHOD Pm Rm' 7C CINE ROW ❑w 7. SEALING PROCEDURES W/l9 nl0 .YWn YFrxVY YWwI rti w. a.. rM IM! � ❑ x es De.NN i. MEW z b ❑ >L— no C ❑ ❑ o ❑ c � o C n l.M • F.YEb. L.ryw b Tilpip S. FBFORATIONS/SCRFEIIS T' vb 1Y� rolrolq 4 s a^wc DsaxYwrrDm.. MEMO _ m-_ E I♦ MM1lIMm MIMMIMEPam, I 1 ❑ 0 13. ORILLEWS CERTIFICATION ❑ O M Y.* W a iwee.. Yxandrc inrWNs wY nnVK aYl x F.b rti.s n.Ww. Cs^T Eyv /•S Fw x13,.)_ 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: Y--_ R. Delo. TY mm. pf".6 b_ iix ORexl px ' D"m fl. D.wm..u+o pmt a, EW mmrol avius. Dry qyk/s/Y+ e.A..ar.N.rl FORWARD WNRE COPY TO WATER RESOURCES 208-440-6276 * blarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, LLC STATE OF IDAHO DEPARTMENT OF WATER REHOORCEH WELL DRILLER'S REPORT EM Iq gYmmwYb AslbIYr I--ft..'D--. mof R. rua�xmr..iraaglw..vr.ra��.nwu..r. 1. W "MINTER N. A°brt D. RMIO. ME 7. WATER I L Ev1e.s l nl 5 M blw Il als Flwlgi OY. EYHp G.P.M.Ns Twl�pMwun_pF, bVM M tlwtCi,v�W pal. mgwME b: D vrw o cn D P•M AEMa 1121 W. Fifth- IMridfAe. SEW° G.,rY M1.eNMd 2 MATURE OF WOIIK �1 xw. ,.Mi Lt OFw.I O Rmlvea O M.dvyE barbFmRlvC pl MlvlY\I t WELLT6T DATA ❑ Rwv D &Ib U00. O^WW . p0 P.v.. rYwP1/ 04 I1 15 2 i PROMSED ME OOwnwXc iY lrryim 0T. OWe Mtlh T/W O Mv4[¢I O I W D LNb D Wmb DEpal v N¢WYe. 4LIIRDLD131C JL04 INN p.W 1y. . WE DIALLED ' (Iiit,lIe O Rost O Dq O ow. 6 G 2 TmI 2 HT°.m eAn c 5 24 C•ADt•E M.1 2 Gt...I E HELL ODNRRUC11D11 DN.w.wlmN�bYe Tes VWMI 40 ,^R ralq.Y,ltluI1: 9l�yY�O. resew. .zSD'�E,E,. e Ude . Pi'a M 4o M bA. Mr M M — Ytlr � ide �M M —Nde—YM,w —M—M --Fwe—ENIm WwayM ErlwMeir BY. Oft Nw.pwkwsruld7 DY. SMn gryrwwlr O Y. 6 W Mw sYvptl) O Frey O NNR 01a srm a •.+p,m, _ Ed,.b— Imp. NeE. Na T. pw•YwI.N M M pFilwFED M hw WMI ee� YwwYr O Yw O Np McEwAp�lle. 40 CL Wttm An 1 Tye Mofw Ne. DEblws_fw M1vm Mm M O._—HMFb_6n G,"p ? ❑Y. 12114p 9gellal M10 M1vm M m M - -k W Surla.Y EmYI25 MW W W �eE W al: ❑ D.,�"wmI ❑NWIMW nty�l wwEP s.wN>Q.yi,. ems: o wm eR ❑ raa.y mita a a..e...rEgW E LO TION OF WELL i sE.�a e,m MUlM nw �,EM.r11e�IetwLln. `J MVa N.i. 4 =211 wL._L1Je „21 V '.1 N.ri Ei.n �, Iw Mp._ Elpb Np. �Tt AE. 16 wRE w..e Anna IE••Ir 4/,DAB 11. DRILLERECERNFMDITIDM FFn N•e L.A.eYnpsrAr V•11 AWA NN192 ,vFM 6D65 ora•m W. Deis• Dm 4/12/78 SEIw2 Er IFFn M �- SE Y to V Sw.Iz r. jl N/S. R. tY Em ME AI)C)MMAL MIEETE IF RECEYYRY-FORMARD TRE WHITE CDFYW TRE DEPM IRREW Nothing Follows 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719 February 24, 2015 Drainage Report Hamelin Village Subdivision, Meridian, Idaho Page 6 of 6 APPENDIX D CIVIL CONSTRUCTION PLANS PO Box 1001 Eagle, Idaho 83616 1 208-938-2440 1 www.rennisonengineering.com 6U 13aHB HanOJ mowwO 30r'1'IN NI18Wtl11 9Nr'ad NOLLOfI8L6NdJ �e 1'mevasmrm�l anNanr awa'm ® w anNanv AV omm'm P� a 3'a P 4 E 3U ve��t �6g33 e58�F 0 � � d � a 4� E 5�auq 6�6' � �• Y� 4 ah �is�wn C e �s:moi yg NEI�oo:v�s �j� Gem F:tae$ e3ti k===E= 1'mevasmrm�l anNanr awa'm ® w anNanv AV omm'm P� a 3'a P 4 E 3U ve��t 6y:u4� �is�wn �s:moi �j� e3ti 1'mevasmrm�l anNanr awa'm ® w anNanv AV omm'm P� a 3'a P 4 E 3U „ „ Ynzeuro[r +no wM a09 �m�>a➢w 9NIU33 N19N3NO5INN321 Sa NXOI nN19N07'nAI'.! � q@� NDI9W09f1930F^f'IIA NI'19WVH + 9 � � azvya 9N0191AeH � ox J 9Ntl'id NOLL>nHJ.BNO'J ij � p �q z �� E g 5Y& - 4 ➢� h 9 _ � `b i; � „� E� 4 � p � � L 3ry yL� £yg�£ dy' g Sg d4i y 3$ F x e� .d 6 £ $ g `c q d Ell pg� 11 m .kk” 4 area R.�."�€ Etgb AF is g�g' ((Y°kK + e3 v €Pg" §$BPczsa§'33eBge!'��c's-�Is . 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