The URL can be used to link to this page

20180242 Drainage Report OriginalLLli AU 11 U RLLYLLING DRAINAGE REPORT SEPTEMBER 2018 Engineering DESIGN -3 PERMIT � MANAGE Table of Contents an 1— Project Site Analysis and Data Part 2 — Site Development Layout Part 3 —Offsite Analysis Report Part 4—Applicable Minimum Requirements Part 5 —Permanent Stormwater Control Plan Part 6 —Source Control BMPs Part 7 —Construction SWPPP Part 8 — Special Resorts and Studies Part 9 —Other Permits Part 10 —Operational and Maintenance Plan Part 11—Bond Quantities and Financial Responsibility Part 12 — Grading and Drainage Plans APPENDIX 1—CALCULATIONS APPENDIX 2 —GEOTECHNICAL REPORT Project Engineer Prepared by: Contact: RBE Project: Prepared for: Reference: Project Engineers Certification RB Engineering, Inc. (RBE) PO Box 923 Chehalis, WA 98532 (360) 740-8919 Robertb6d RBEngineers.com Robert W. Balmelli PE 17041 NPR Holdings LLC Ubaida Mufrej 3655 E. Marginal Ways Seattle, Washington 98134 ubaid a(a)safariexports.com 2014 WSDOE Stormwater Manual "I hereby certify that this Drainage and Erosion Control Plan for Yelm Auto Recycling has been prepared by me or under my supervision and meets minimum standards the Stormwater Management Manual for Western Washington and normal standards of engineering practice. hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." Project Engine ,V y 18025 Drainage Report 1-1 PART 1 — PROJECT SITE ANALYSIS AND DATA Permit Requested: Other Permits Required: Agency Permit No.: Site Address: Section, Township, Range: Total Site Area: Zoning: Project Overall Description Site Plan Review Building Permit Grading/Earthwork ::PA Review Pending 939 Northern Pacific Rd elm, Washington 98597 Section 19 Township 17 Range 02E, W.M 13.93 Acres I - Industrial The project includes the development of an auto wrecking yard named, Yelm Auto Recycling, on lot 64300900200. Development will include 4 structures to be used for office space, storage and general shop/maintenance space. Construction will also include onsite customer parking, graveled and paved vehicle storage yards, water, sewer, and power service, stormwater facilities. Frontage improvements are proposed, but will be deferred until required by the City. Proposed Flow Control Improvements The flow control facilities consist of bioretention cells, infiltration trenches and infiltration cells. Test pits dug at the facility locations revealed infiltration rates more than 100 in/hr. For design purposes, stormwater facilities were modeled with 20 in/hr. The soils report can be found in Appendix #2 of this document. Proposed Water Quality Improvements The water quality facilities consist of bioretention cells. The bioretention cells are designed to treat 91 % of the runoff profile. The bioretention cells utilize a 12 in/hr design infiltration rate with a Ksat safety factor of 4. Proposed Conveyance System The proposed conveyance systems will consist of Type I catch basins and conveyance pipe in various sizes to distribute stormwater to the proposed stormwater facilities. Proposed Discharge Location The project site will infiltrate all runoff at the proposed infiltration trenches/cells. Downstream Condition The site contains a ridge running SE to NW. The ridge effectively splits the site with stormwater 18025 Drainage Report 1-2 naturally draining to the east/west boundaries. The proposed improvements will have no effect on the existing conditions as runoff will be contained on-site. Given the sites native well - draining soils it is likely that stormwater presently is infiltrated before leaving the site. Onsite Soils and Geology An on-site soils report was completed for this project site be Parnell Engineering, LLC. A copy of the report is included in Appendix 2 of this document. The report stated that infiltration on-site is feasible with calculated infiltration rates exceeding 100 in/hr. The report recommends a design infiltration of 20 in/hr be used. Based upon this information the storm design concept of infiltration was selected. 18025 Drainage Report 1-3 PART 2 -SITE DEVELOPMENT LAYOUT Project Topography The site topography is nearly level to gently sloping. Elevations range from a high of 338 ft. at the south-central portion of the site to a low of 328 ft. at the NE corner of the site. Land Use and Ground Cover Site vegetation consists of sparsely located conifer trees along with Scotch Broom, indigenous brush and field grass. The subject site is bounded by rural residential property to the north, undeveloped property to the east, Northern Pacific Road NW to the south, and a private drive- way to the west. Natural or Man -Made Drainage Patterns The site contains a ridge running SE to NW. The ridge effectively splits the site with stormwater naturally draining to the east/west boundaries. The proposed improvements will have no effect on the existing conditions as runoff will be contained on-site. Given the sites native well - draining soils it is likely that stormwater presently is infiltrated before leaving the site. Tributary and Discharge Points of Flow There are no tributary points of flow. The centralized ridge on-site prevents off-site flows from entering the project. Historical Drainage Problems RBE is not aware of any historical drainage problems for this site. Existing Utilities (Storm, Sewer, Water) The existing utilities available to site include power, water, sewer, storm. Erosion Potential The site has a slight erosion potential. As part of the development plans a detailed Erosion Control Plan and Storm Water Pollution Prevention Plan will be prepared and submitted with the final drainage report for use during site construction to minimize erosion and mitigate sedimentation within and off the site. Critical Areas Onsite The site does not contain any critical areas Existing Fuel Storage Tanks Review of the onsite parcels resulted in no evidence of existing fuel storage tanks above or below ground for this property. Groundwater Wells The property does not include any onsite ground water wells. 18025 Drainage Report 2-1 Septic Systems There are no septic systems on-site. Aquifer Recharge Area The site is within the City of Yelm Aquifer Recharge Area, Wellhead Protection Area The site is not within any wellhead protection areas for public utilities. 18025 Drainage Report 2-2 PART 3 - OFFSITE ANALYSIS REPORT RBE staff visually inspected the site and offsite surrounding areas. With all runoff being infiltrated an offsite analysis was deemed unnecessary. 18025 Drainage Report 3-1 PART 4 - APPLICABLE MINIMUM REQUIREMENTS The minimum requirements for stormwater development are listed in Volume 1 of the 2012 SMMWW as amended in December 2014. Determination of applicable minimum requirements area determined in Section 2.4 of the Manual. Applicable Criteria Areas Existing Site Impervious Coverage 0.86 AC New Plus Replaced Impervious Surface 12.45 AC Vegetation Area Converted to Lawn or Landscaped Area 0.73 AC Land Disturbing Area 13,22 AC Start Here Does the site hate See Redevelopment 35"n or more of Yes 2v iminum existing impervious Requirements and coverage? Floc* Chart No Does the project convert (Figure 3.3) acres or more of Does the project vegetation to lawn or result in 5,000 landscaped areas, or square feet, or No convert 2.5 acres or more greater, of nen plus of native vegetation to replaced hard pasture? surface area? Dves the project Yes Yes No result in 2,000 square feet. or greater, of new plus replaced All Minimum hard surface area? Requirements apply to the nein and replaced hard stufaces and converted Yes No vegetation areas. :1 Minimum Requirements Does the project have .14 through 45 apply to land disturbing the new and replaced activities of 7,000 hard surfaces and the Yes square feet or greater? land disturbed_ No Minimum Requirement >r2 applies_ Figure 2.4.1 —Flow Chart for Determining Requirements for New Development 18025 Drainage Report 4-1 Based on the thresholds given in Figures 2.4.1, the project must address or comment on Minimum Requirements #1 through #9. These requirements as they apply to the project are discussed in more detail below. Minimum Requirement (MR) #1 —Stormwater Site Plans: This project meets requirement #1 by preparation of this Drainage Report and the Drainage Control Plans. MR #2 —Construction Storm Water Pollution Prevention Plan: This project is designed to meet the intent of Construction SWPPP Elements #1 through #13 as detailed in Section 2.5.2. A SWPPP will be created as a standalone document for this project and submitted with the final drainage report. MR #3 —Source Control of Pollution: All known, available and reasonable source control BMPs shall be applied to the project to limit pollutants coming in contact with stormwater. The BMPs for this project will be incorporated into the project's Final Operation and Maintenance Plan. MR #4 —Preservation of Natural Drainage Systems/Outfalls: Proposed stormwater will be infiltrated on-site. There will be no effect to the sites natural drainage. MR #5 — On -Site Stormwater Management: This requirement will be met by choosing any BMP and demonstrating compliance with the LID Performance Standard. Bioretention and infiltration treches/cells will be utilized to infiltrate 100% of the runoff onsite. Soil Amendments will be utilized for all pervious areas. MR #6 —Runoff Treatment: This project exceeds the criterion for this requirement. Bioretention cells will be used to provide treatment. An oil control catch basin will be installed on the eastern portion of the lot where vehicles will be initially stored and cleaned. MR #7 —Flow Control: This project exceeds the criterion for this requirement. Bioretention cells and infiltration trenches/cells will be used to provide flow control. The LID Performance Standard will be met by infiltrating 100% of the project. 18025 Drainage Report 4-2 MR #s — Wetlands Protection: There are no wetlands within the proposed project limits. Operation Maintenance: An Operation and Maintenance Manual has been created as a standalone document for the developer and property owners. 18025 Drainage Report 4-3 PART 5 - PERMANENT STORMWATER CONTROL PLAN Existing Site Hydrology Existing site hydrology is based on our site investigation, field topographic survey, aerial topographic mapping and completed soils review for the subject project. The site consists of the basins outlined below. Pre -developed Basins Current Land Use: Vacant Lot Basin ID Land Use Assumptions and Site Parameters Land Use Cover Slope Acres Hydrologic Group Comments P1 Forested Flat 0.34 A Sidewalks Flat 05 P2 Forested Flat 6.77 A A 0.34 P3 Forested Flat 5.53 A D2 Gravel Flat 5.66 P4 Forested Flat 0.59 A Total Sidewalk 13.23 0.03 Developed Site Hydrology A complete summary for each developed sub -basin is included in the chart below. Because of the existing topography, the site is considered a single basin for overall development purposes. Basin Summary Proposed Land Use: Commercial —Auto Recycling Basin ID Land Use Assumptions and Site Parameters Land Use Cover Slope Acres Hydrologic Group Comments D1 Paved Flat 0.15 Sidewalks Flat 05 Landscape Flat 0.14 A 0.34 D2 Gravel Flat 5.66 Asphalt Flat 0.82 Sidewalk Flat 0.03 Roof Flat 0.07 Landscape Flat 0.18 6.76 18025 Drainage Report 5-1 D3 Gravel Flat 4.28 A Asphalt Flat 1.15 vehicles over 25 Tons gross weight. (Trucks, Buses, Trains, Yes or No Roof Flat 0.08 more on main roadway and 15000 vehicles or more on Yes or No Landscape Flat 0.02 5.53 D4 Aspahlt Flat 0.14 Sidewalk Flat 0.05 Landscape Flat 0.40 A 0.59 Total 13.23 Flow Control Analysis The proposed storm water facilities were designed using the MGS Flood storm water model. This project provides 100% infiltration and meets both the LID Performance Standard and Stream Protection Duration. See Appendix #1 of this report for calculations. Water Quality Analysis The drainage basins delineated for this project will have openly exposed pollution generating impervious surfaces. These tributary areas will be treated using the following treatment technologies listed under the associated drainage basins. See Appendix #1 of this report to see that each of the 4 developed basins will infiltration at least 91 % of the runoff profile through a bioretention cell. Pollutants of Concern Oil Control Facility A portion of this project will be required to provide oil control facility based on the analysis below. An Oil Control catch basin will be installed in the area for initial intake and cleaning of the vehicles. This area is in the eastern portion of the lot in Basin #3. Oil Control Determination Chart ADT 100 Vehicles or Greater er 1000 SF Buildinti Area Yes or No Site Subject to Petroleum Storage or Transfer Greater than 1500 Yes or No Gallons per year, Site have Parking, Storage or maintenance of 25 or more vehicles over 25 Tons gross weight. (Trucks, Buses, Trains, Yes or No Heavy Equipment) Road Intersection with measured ADT of 25000 vehicles or more on main roadway and 15000 vehicles or more on Yes or No intersection roadway, 18025 Drainage Report 5-2 Phosphorus Control Required Oil Control Determination Chart Local Government Require Phosphorus control Yes or No Enhanced Treatment Required Oil Control Determination Chart Site discharge directly to fresh waters or conveyance systems tributary to fresh waters? Yes or No Site uses infiltration strictly for flow control and the discharge is within 1.4 mile of fresh water designate foraquatic life? Yes or No Site an industrial project site? Yes or No Site a commercial project site? Yes or No Site a multi -family residential project site Yes or No UGA — Fully controlled and partially controlled limited access highways with AADT 15000 or greater No UGA - All other roads with and AADT of 7500 or greater. No Outside UGA - Roads with and AADT of 15,000 or greater unless discharging to a Strahler order Stream or large No Outside UGA - Road with an AADT of 30,000 or greater if discharging to a 41h Strahler order stream or larger. No Selected BMP's: (See Appendix #1 for sizing) Basin D1 Water Quality Facility: BMP T7.30 — Bioretention Cell (39' L x 3' W) Flow Control Facility: BMP —Infiltration Trench (28' L x 4' W x 3' D) Basin D2 Water Quality Facility: BMP T7.30 —Bioretention Cell (520' L x 8' W) Flow Control Facility: BMP —Infiltration Cell (532' L x 4.6' W) Basin D3 Water Quality Facility: BMP T7.30 —Bioretention Cell (543' L x 6.5' W) Flow Control Facility: BMP —Infiltration Cell (500' L x 3.9' W) Basin D4 Water Quality Facility: BMP T7.30 —Bioretention Cell (27' L x 4' W) Flow Control Facility: BMP —Infiltration Trench (26' L x 4'W x 3' D) 18025 Drainage Report 5-3 PART 6 _ S®URCE C®NTR®L UMP The following permanent source control BMPs will be utilized for this project and will be included in the final Operation and Maintenance Manual submitted prior to final project acceptance by the County. Landscape and Lawn Vegetation Management 18025 Drainage Report 6-1 PART 7 -CONSTRUCTION SWPPP A stand-alone SWPPP will be prepared for this project and submitted with the final drainage report. 18025 Drainage Report 7-1 PART 8 - SPECIAL REPORTS AND STUDIES 1. Soils Report — Parnell Engineering, LLC —See Appendix 2 of this document. 18025 Drainage Report 8-1 PART 9 - OTHER PERMITS The following is a list of regulatory permits needed for this project and copies are attached if available. SEPA Review —Pending Determination Grading and Drainage —Pending Final Drainage and Grading Plans Building Permits —Pending Design and Permitting 18025 Drainage Report 9-1 t A final Operation and Maintenance Manual has been prepared as a separate document. 18025 Drainage Report 10-1 Facy agreements Cl"d financial guarantees when required will be reviewed by the applicant and executed at the appropriate time determined by the reviewing agency. 18025 Drainage Report 11-1 PART 12 - GRADING AND DRAINAGE PLANS The half size drawing of the site civil grading and drainage plans are included on the following pages. 18025 Drainage Report 12-1 � � I'f ' ;o I I®I �• ' ( ''% � SEE SHEET C3.2 ` � �� '� -� \ � � 1 % :. 1( I T � ��.� I::.. -.-r.: - o � � IIII J .:'. :�. � -1 I 1 5 � II � I � � . {.: �. . I 3 rl � j ! . I r �. rt�o i !Ifs; I j j i ..:_ + � � \� Cp�, r ', - t 1 j �i DRAINAGE 'V' DITCH � � t � 1 � III % �3:1 SIDE SLOPES (TYP.): - � �% - � j, � I E t 'r .. N � .f I M 't ! - moo\ ( � (! �� : � �_. �: i l .. Structure Table Structure Table .`� Structure Name I Detcils Structure Name I Details RIM = 337.22 RIM = 338.94 CB �1 N:7321.92 N:7630.38 TYPE 1 E:25425.74 CB �(8 E: 25748.57 �- K INV OUT (N) = 335.40 TWE 1 INV IN (S)= 335.83. 3 INV OUT (NE) = 335.83 � II RIM = 337.53 - �' N:7377.60 m' RIM 336.37 CB �2 E:25419.44 N:7677.62 TYPE 1 INV IN (S)= 335.12 CB #g E: 25810.07 INV IN (NE)= 335.70 -rypE 1 INV IN (SW)= 334.56 INV OUT (W) = 333.92 INV IN (SE)= 334.56 K INV OUT (NE) = 334:56 U � RIM = 339.15 S < N:7409.92 U RIM = 336.75 CB �3 E: 25480.80 CB #10 N: 7616.49 TYPE 1 INV IN (NE)= 336.60 TYpE 1 _ E: 25668.26 � _ INV IN (SE)= 336.60 INV OUT (NW) = 334.98 INV OUT (SW) = 336.60 3 RIM = 334.17 . . RIM = 339.25 N:7748.76 CB /f4 N:7370.63 C8 #11 E: 25883.11 TYPE 1 E: 25509.00 TWE 7 INV IN (SW)= 332.30 ' INV OUT (NW) = 337.13 INV OUT (N W) = 331 97 RIM = 339.60 RIM = 332.96 � N:7842.47 CB j/5 E: 5599 27 CB {{12 E: 25757.71 TYPE 1 INV IN (S)= 337.27 SPILL CONTROL M.H. INV IN (SE)= 330.80' INV OUT (SW) = 337.27 INV OUT (W) = 330.80 RIM = 339.53 RIM = 336.20 CB �6 N: 7387.45 CB y13 N:7281.22 TYPE 1 E: 25617.40 TYPE 2 BEEHIVE OVERFLOW GRATE E: 25439.65 INV OUT (N) = 337.70 INV OUT (NW) = 333:70 RIM = 338.23 RIM = 333.50 CB /j7 N:7556.84 CB X14 N: 7664.56 TYPE 1 E: 25760.50 TWE 2 BEEHIVE OVERFLOW GRATE E:25928.31 INV OUT (N) = 336.20 INV OUT (NW) = 33 00 � � , ' IE 3$,50 � \ `\ � \ � � { DRAINAGE 'V" DITCH �' e � % � I :1 SIDE SLOPES (TW.) I �Y SCALE: 1'=30 FEET I � \' / ` FG 333.37\/ 12�' 12'0 HDPE ®1.01%�' 0 15 30 60 .\ . � � � . � ` t ` ly 1 � - \ � ��\\ FG 335.98 � � 1 . \ � -.� i � .\ \ -I � � SFT I .�\ - ..� . �\\ I \\ �., � yGA r - � \ \ ` rr % � .. �. � ti\\\ t , �\ 1 ' `. _ �. � (I I _ t � � _ � � �� .�. �. .. �� .�- � \ \ ' �I�� FG 334.42 iI ? � I � t 1 1 � ' 1 . � .i - ' \ FG 336.22k t e. ; "'=rte Ih�'y C3.4 n � . '� ,m � � � a ~y - � - �� ;t _ \ ' � � s , _ � �a' w [ � � � n � oMATCH EX. i � I E 333:82 � � - - 1 .• .. n a � .tom @ .+ A4 � w �ro'�,. \ ` 1 ( I d 20' 12"9 HDPE @ 0.50% . � � - �� . / � � ... . � � i �/ ' � � � \ � - . ` �� .` � t r III � • ... \ J _ /. � - � - 78'. 8"@ HDPE. ® 1.64%� _ � ' t ,'. S< 69''B••A HDPE Pipe ®1.30% j �`'. � - - { _ G { f � � . . I CB ',<2 - - �' - - - - - � } - 134' 8"0 .HDPE ®0_50% - - - - - - - - - - - - - - � FG 34120_ - CB �8 1 �. ; . \ '. C8 f/9 . � , 8..� HDPE ®2.22% � 1 ----� � � I.It � ,_ �• - --------- --- - - - -- 107. gq � CB#11� { j FG 337.6 r � � � � _ � � \; - 3 ! I � . I �I I � OS C � i�3 ( I G 340.87 I _ , � , , t 1 r `56' 8"0 HDPE ®0.50% i FG� 337.88 ! FG 339.67 � 74' 8"0 HDPE ®O.SD% FG 336.27 � r e FG 338.91 'I { { � e FG 339.26 OC FG 340.30 I FG 338.56 FG 337.88 � { C8 a °' \ \ � FG`\\, 07 � I ' .. ... •I' :: 0B e `� /`/�\\ e 1 � e? FG 335.36 I a I I ' :{ - I � � % 48' 8"0 HDPE Pipe ®1.10% e � I � _. „' \ I � FFG 338.87 • s � ` d� ` / i - � I � I •' ':: FG 339.50 { - ... ;. ^� �v` � e w :.......• N \\\ chi •� � • •_ • ;C6 �`�, : e f e{� I -(_ ' � ' I o .y'h�' •:: (; .., ; ::�:: � v ! FG 335.78 �' � � 26' LONG x 4' WIDE x 3' DEEP 4 f FG 339.92 I 4 ` � M nCH +EX.'j j � � � ` � ` / ' e ' a: • ' • "' :: � m • � INFILTRATION TRENCH C3.4 f -i FG 340.15 ® w{ � � ; : `��r 1 _ FG 338.54 OFFICE , gI a { � IZ 28' LONG x 4' NIDE x 3' DEEP � ' • J - I I F.F. 339.5 \ \ FG 341.58 � I � ' o -i : ,, FG 336.76 �� I �'4 INFILTRATION ENCH G 337.22 OFFlCE e I � o ' ' DO NOT ... ... 7{t :� ' • � 1 F.F. 340.5 , rr >a { �r ! {I {I � .. : ;' j I I > y i I FG 335.68 CONSTRUCT DEFERRfD� 10' 6"0 PVC ®0.00% ' ' � • • ' � "`�. � ::�--�BT 8"A HDPE Pipe ®0.50% ; ; :: � C STORAGE I 'tt--�� DO NOT I � J � � : � � .: ` � i CB �4 .f .�• ..-.._.-_ .:._e e e e e e e e o e ''.F ..' .. B N7 F.F. 339.0 ` I� SHOP 1 14' 6"0 PVC ®0.00% \ � !�!O l M ele t � ' -y� rQ 4• COP�ISTRUCT � � ro � �� FG 341;51 FG 341.73 t F.F. 337.0 � •CB j/74 O 6., � - �' FG 340.04 1 �• FG 340.40 CB 10 �'" " 11 CB 1!#1 r o I ° ,_. � ; ; FG 340.75 FG 341.51 ' ; %. � ` N/ � � � � ` S "��-^ II ( 1 � I % I r`ti/ � �l � �� ••%'::::\....• :�:. I � � ` O�;>ry /d% , 1 0 �` FG 340.43 o n FG 347.65_ .•✓ � ;�; ::: _ _ C FG 337.45 �� f.` t � ! �"�, I FG 340.35 r;;, .': FG 340.45 FG 340.06 FG 341.21 • • :.i,', • : ; - • • t� ! 3 i CB j/6 / FG 347.85. ::�-� � �::':• ;•:F.::.: - :1• • • ; :::.: .I .. ;r• ; : ,ems•' � w < I V _ _ _ _ _ __ -� _ ��' _ _ _ z .s � .a=- _ ..L __ _ �_ :��_ _ _ _ _ _ _ _ ,F- ;1: •)•' ,� t ! it � T:,�: - - =�. - - �€ - - � -,-- - '4. _ �; w: �� :�• f 'FG 340.7 •� -'�;r; �;: 2• �G� I •F 340.9• - 1 •FFG 337 � 5 t '�: '�' .4 �;1-, �� _ .w•r i � : �� - .��_•,: :� � .�� -� �,� � _ •z: - - - - '=tir `A- �' �'•c- Y - �: F _ :': JM}., .f)0 '.40.08 PLA _ _ j �•� '•.f'- L Z. T :5' ��; E.E.. • � • �J^ �,'' ' • C+? u;r Tom- r�-r--� ? �-•-,---" �. •0.+.'- - r ��- � .: - •� _•�' � �> '_ P KCP • _ •C -t • . � • G-�., •4�3 •-•--- " �e�--cam '�= � -?a=- c caw ° .a_ ---are �- A% � CA r - .}} •K - .3 . .x R. �-- - ..x. • iY. • N K ..9} k . x' - :N. - •j• LL,,..,, ` � ..� ti • W•' •mow•` `W •• • , .'=r �}` �..•;W::-�._ H. • W (N K 1E+� RT-� _ a ,- w "... �....`TM � w � � s N ....�. , .. • - x w m _MATCH 'EX: ��-N -�i • • . , w � - ::� .. a ..� � N'� x ...::K � �: .. , x w �N N N � :v w - --cT-----------.�---------� � -MATCH EX. -------- __---��-.`�-'- �-----�-----MATCH EX. -'=- MATCH EX.%- --5s'?g s s s ss 3m9� mss= r � ss i _ss 390 ss � SS 55 �' s - ss � � � - - - - - - - c„ NORTHERN PACIFIC RD NW347-T -}41- --� n ,SyO ss __ },yg2s ss 338, _ - � s �i \� =_s ss �s ss - � - � ` i � � � _ _ � ` a 52 27'38" E 2531. t C7 z J U r U W 0.' z aZ J W C7 Q Z Z Q U Z W y_CC Q F 7{ e� z �. Q Gl � � ~ Zai e� C' a W } � zm .. c� � m� e Q as JOB NUAiBER 18025 ORANING NAME 18025 3.1 GDPL C3.1 6 OF 15 J O m _ o N N) K K d' � II �' m' m m v m � � K U � S < � U D Vl 3 C7 z J U r U W 0.' z aZ J W C7 Q Z Z Q U Z W y_CC Q F 7{ e� z �. Q Gl � � ~ Zai e� C' a W } � zm .. c� � m� e Q as JOB NUAiBER 18025 ORANING NAME 18025 3.1 GDPL C3.1 6 OF 15 J O SCALE: 1"=30 FEET 0 15 30 60 � f+` r F, / Q45 DQ'�l 0 `�` � / VP < � P��°� �. �Q-�Pc �P Q VJQO Q�cv� P�'�� C /' ��p� / -�" � / f /� �/ X21 ' '�� /,, � i .3a' /' l i 3�' � i i � � .352 i � ,• / � i 7 ,� «—`' _M�� ' i — � i ;,t' /� �j �� i / �/// 500' LONG x 3.9' WIDE INFlLTRATION CELL BOTTOM ELEV. = 327.5 i i i� , � ,ice �-� -��_ / - i � jai � // �� - _-�;. / i �'. �� {� i � —� / %i OVERFLOW w � � i i / i �� .. s' �• .. '. �.� — �=330.5 i� � ii / ,. '_ ..�33'� / - � � � i� .. � i � � 330_ 331 3 2 ?33 � - � _ � � � - -�5.% j �' - � 1 - 0.331 g32 33�_ 330 � � � � � .. - 543' LONG x 6.5' WIDE _ - " . 3 � -- � �. � � ' -- - 9 / i i � '-• �BIORETENTION CELL 5 ` - :�� / �. i =-"' -� 330 2 32$ / 3i i r � � / � � � �. .% — — J BOTTOM ELEV. = 329.5 C3.3 "- � l �' � .. /-� � �/ - i � / � / / i i �- - _ . i ''•� ./ . • - .--ELEVATION IN 330A5 SPILLWAY C3.4/ - � . /,' - , . — /.' .. � � � . / / .: / '_ / � / rr- � � � - - -- � _ _ �. �/ � 1. f - j �% - �, �--- -^ �� . � i � � :� '. _' \ .:- �. / f � .. : /. . �, . - /. .. _—_ �/ ` / - � � %' ' / / / DRAINAGE "V" DITCH r � - / � / , :• . � �. j ��. -' � ` - -. �-1 : .. - ;, r r - _ 3:1 SIDE SLOPES (TYP.)' � _ _ .. f � ... - - -.� f — 31 �_ ='•� �_ -' �y � ... � \ � � � ' �m � - � � . - _ .. -- m 1 � \ / ' r r_ 1 j .�' �� J - �'�'. ,. . �l�.� .GRAVF�. YARD STOR,4GE AREA -.. � � .- _ �'� . '` . / �� A r.: i � ��_< 3-=-- �j - ' - � - � - - �STRrP'T�jP 4"=50D AND FINE•. � I . .- '� � � .� . � � / ry�y"'. �1�'�/r - � �_�� .: . � .. � GRADE. ADD.C5BC.AS NEEDED. " _ � .. � • � �• � \ .. � _ \mss �' / : � �.' � . - � ' � .� - . �' �- 1 �� '' ' �� " .\ �-i • -. -� . .. - \ .._ _ f /:. � . ' . _ - - .. � \. _ \ .. ate, _\ .. t - - - _ � / - - � \ it ^' _ i'� � � _ '� / -` j _ - - � � .- �. 333 � .. - � _ �._ / .. - � - _ _ / _ 532' LONG x 4.8' W1DE - \ - � . - `'� ' - �- � � � � -. __ 332. _. � � _ .520' LONG x 8' WIDE 5'.. �. - -~ �_ _ .. .� ... �. - �-------___ _ � -INFILTRATION CELL _ �BRIORETENTION CEL c3.3 l ' � /- � '� � w `9'- "BOTTOM ELEV. 327.0 21 'WIDE INTERNAL SPILLWAY' -1- BOTTOM ELEV. `329.0_ — — — ` � --_ RAINAGE "V' DITCH - - , � .-. � � - - - _ - _ _ �_ '\ 3:1 SIDE SLOPES (TYP.) — � '�- — _ / :. N _ .. _ _- .. - � - ' EIEVATlO- -330 0 - - - - C3.4� - - �- - ' � � �-�-------=---='---331- -- - _ .. � - - -- - � '.� -_ �.' __ L^ — :� ' � 329 330 ��331 331 — — — - - - - - - �. _ � .-• �-.;:,;- ' 330 -. '•" �_--- _.. r� �J' 329 331-330- —... _ ! _ �-_ E a.3a�-=- _ � � z,.. —. .. - �_� — —� — — _, \ _ - � 3?3? C Q�1 � � _ - _- `�t f� � __ A - �lJ i , _ ' l/11 -33�— y � �, =—'333' — _Z3; 33�. — 0 N w 0 z mm to m m_ o of 3I o n � � N � II m m m m w o �5 � v � '�� o < v o ti 3 c� z J U } U a z L� 0 U Z J �a z ow �� a U Q 0 �� Z a �� m��- m Cf C � � �� ¢ 'i a � � W 1- a �� +7/ `� 4 •• � � � W m� oao d ' wvxwn,n6Nmw ' DauBnnetare,w, JOB NUMBER 18025 ORAINNG NAME 18025_3.2_GDPL C3.2 7 OF 15 OVERFLOW RISER N1TH SEDIMENT CONTROL STRUCTURE PER DETAIL THIS SHEET BOTTOM INFILTRATION FG = 331.45 4' WIDE x 3' DEEP x 28' LONG INFILTRATION TRENCH PER DETAIL 4 ON SHEET C3.4 BIORETENTION W/ INFILTRATION TRENCH SECTION OVERFLOW RISER WITH SEDIMENT CONTROL STRUCTURE PER DETAIL THIS SHEET BOTTOM INFlLTRATION FG = 329.75 GRAVEL YARD N. T S 4' NIDE x 3' DEEP x 26' LONG INFILTRATION TRENCH PER DETAIL 4 ON SHEET C3.4 39' LONG x 3' N1DE BIORETENTION CELL PER DETAIL THIS SHEET i I_ BOTTOM ELEVATION PER PLAN I. • �EG �. �. .. BIORETENTION SOIL RIORFTFNTION FG = 339.E 27' LONG x 4' WIDE BIORETENTION CELL PER DETAIL THIS SHEET BIORETENTION W/ INFILTRATION TRENCH SECTION 520' LONG x 8' WIDE BIORETEN710N CELL PER DETAIL THIS SHEET N.T.S — e�— _EG _ .� —' — WQ ELEV. ..�j(,% = 330.0 � 100 YR ELEV. = 330.0 ELEV. = 327.0 532' LONG x 4.6' MADE INFILTRATION CELL BIORETENTION W/ INFILTRATION CELL SECTION N. T S 500' LONG x 3.9' WIDE INFlLTRATION CELL 3' WIDE BERMS ELEV. = 331.0 _ � �� YR ELEV. _ WQ ELEV. = 330.5 ELEV. = 327.5 �/ 3.9'�21.1'�6.5'� .c GRAVEL YARD 543' LONG x 6.5' WIDE BIORETENTION CELL PER DETAIL THIS SHEET BIORETENTION W/ INFILTRATION CELL SECTION N. T S 3• COARSE COMPOST IN PONDING AREA '�.9�:79�:1d -_ g1+ECig2 OF .f'. YAftKS N w _�� a 0 0 z N m � � N Vl m F= m m z °f o m � � � `� i� s i � v U N d 3 (.� Z J U } U W � J � L� O U J_ Q F- W Z Q W F O Z W a Z Q � ' m�� K � rox�,�ww C a �� ,L a � �_ f .� ■ � d C W a W 4 � Z •� � rn3 � m� � W a :_ BOTTOM INFlLTRATION FG = 329.75 GRAVEL YARD N. T S 4' NIDE x 3' DEEP x 26' LONG INFILTRATION TRENCH PER DETAIL 4 ON SHEET C3.4 39' LONG x 3' N1DE BIORETENTION CELL PER DETAIL THIS SHEET i I_ BOTTOM ELEVATION PER PLAN I. • �EG �. �. .. BIORETENTION SOIL RIORFTFNTION FG = 339.E 27' LONG x 4' WIDE BIORETENTION CELL PER DETAIL THIS SHEET BIORETENTION W/ INFILTRATION TRENCH SECTION 520' LONG x 8' WIDE BIORETEN710N CELL PER DETAIL THIS SHEET N.T.S — e�— _EG _ .� —' — WQ ELEV. ..�j(,% = 330.0 � 100 YR ELEV. = 330.0 ELEV. = 327.0 532' LONG x 4.6' MADE INFILTRATION CELL BIORETENTION W/ INFILTRATION CELL SECTION N. T S 500' LONG x 3.9' WIDE INFlLTRATION CELL 3' WIDE BERMS ELEV. = 331.0 _ � �� YR ELEV. _ WQ ELEV. = 330.5 ELEV. = 327.5 �/ 3.9'�21.1'�6.5'� .c GRAVEL YARD 543' LONG x 6.5' WIDE BIORETENTION CELL PER DETAIL THIS SHEET BIORETENTION W/ INFILTRATION CELL SECTION N. T S 3• COARSE COMPOST IN PONDING AREA '�.9�:79�:1d T'��i NATIVE SUBGRADE, DO NOT COMPACT NATIVE MATERIAL UNDER 810 -RETENTION CELL. BIORETENTION PLANTING NOTES BIORETENTION SOIL MIX NOTES: 1.810RETENTION MIX SHALL MEET THE DEFAULT BIORETENTION SOIL MIX AS DETERMINED IN THE D.O.E STORMWATER MANAGEMENT MANUAL UNDER VOLUME 5 PG. 7-18. ALTERNATIVE: CUSTOM BIORETENiION MIX MAY BE ACCEPTED IF TESTED TO MEET REQUIREMENTS IN THE D.O.E. STORMWATER MANAGEMENT MANUAL AND APPROVED BY THE CITY OF YELM. ALL BIORETENTION AREAS SHALL BE SEEDED BY AN APPROVED HYDROSEEDER WHICH UTILIZES WATER AS THE CARRYING AGENT, AND MAINTAINS CONTINUOUS AGITATION THROUGH PADDLE BLADES. IT SHALL HAVE AN OPERATING CAPACITY SUFFICIENT TO AGITATE, SUSPEND, AND MIX INTO A HOMOGENEOUS SLURRY THE SPECIFIED AMOUNT OF SEED, WATER, FERTILIZER AND MULCH. GRASS SEED ALL GRASS MIXTURES SHALL CONTAIN FRESH, CLEAN, NEW CROP SEED. SEED IS TO BE MIXED MECHANICALLY ON THE SITE, OR MAV BE MIXED BY THE DEALER. IF SEED IS MIXED ON-SITE, EACH VARIETY SHALL BE DELIVERED IN THE ORIGINAL CONTAINERS BEARING THE DEALER'S GUARANTEED ANALYSIS. IF SEED IS MIXED BY THE DEALER, THE CONTRACTOR SHALL FURNISH TO THE LANDSCAPE ARCHRECT THE DEALER'S GUARANTEED STATEMENT OF THE COMPOSITION OF THE MIXTURE AND THE PERCENTAGE OF PURITY AND GERMINATION OF EACH VARIETY. GRASS SEED SHALL BE PURCHASED FROM A RECOGNIZED DISTRIBUTOR AND SHALL BE COMPOSED OF THE FOLLOWING VARIETIES MIXED IN THE PROPORTIONS INDICATED. SEED SHALL MEET THE MINIMUM PERCENTAGES OF PURITY AND GERMINATION SPECIFIED. SEED •A• THROUGH •H' SHALL BE APPLIED AT THE RATE OF 240 POUNDS PER ACRE, UNLESS OTHERWISE SPECIFIED BELOW ON THEAPPROVED PROJECT PLANS. WATER THE CONTRACTOR IS RESPONSIBLE FOR ENSURING AWELL-ESTABLISHED STAND OF GRASS. WATERING IS SUGGESTED AT LEAST TWICE A WEEK DURING THE GROWING SEASON AND AS NEEDED AFTERWARDS. WHEN GRASS IS REQUIRED AS A BEST MANAGEMENT PRACTICE ON STEEP SLOPES, NON -GERMINATED SEEDS SHALL BE KEPT MOIST, AND ROOTED GRASS SHALL HAVE AT LEAST 1 INCH OF WATER PERMONTH DURING THE PERIOD FROM MAY 15 THROUGH SEPTEMBER 15. FERTILIZER FERTILIZER SHALL BE A COMMERCIAL MIX WITH A 16-14-8 FORMULA, INCLUDING 50 PERCENT SLOW RELEASE NITROGEN, OR THAT MIXAS RECOMMENDED BY THE SEED SUPPLIER AND APPROVED FOR USE BY THE LANDSCAPE ARCHITECT. GRASS MIXES USED SHALL MEEF THE FOLLOWING SPECIFICATIONS: % BY WEIGHT FESTUCA ARUNDINACEA/TALL FESCUE 33% HYDROSEED FESTUCA RUBRA/RED FESCUE 33%HYDROSEED COLLUM PERENNE /PERENNIAL RYEGRASS 33% HYDROSEED 5 BIORETENTION CELL N. T. S APPROVED FOR CONSTRUCTION or: -_ g1+ECig2 OF .f'. YAftKS N w a 0 T'��i NATIVE SUBGRADE, DO NOT COMPACT NATIVE MATERIAL UNDER 810 -RETENTION CELL. BIORETENTION PLANTING NOTES BIORETENTION SOIL MIX NOTES: 1.810RETENTION MIX SHALL MEET THE DEFAULT BIORETENTION SOIL MIX AS DETERMINED IN THE D.O.E STORMWATER MANAGEMENT MANUAL UNDER VOLUME 5 PG. 7-18. ALTERNATIVE: CUSTOM BIORETENiION MIX MAY BE ACCEPTED IF TESTED TO MEET REQUIREMENTS IN THE D.O.E. STORMWATER MANAGEMENT MANUAL AND APPROVED BY THE CITY OF YELM. ALL BIORETENTION AREAS SHALL BE SEEDED BY AN APPROVED HYDROSEEDER WHICH UTILIZES WATER AS THE CARRYING AGENT, AND MAINTAINS CONTINUOUS AGITATION THROUGH PADDLE BLADES. IT SHALL HAVE AN OPERATING CAPACITY SUFFICIENT TO AGITATE, SUSPEND, AND MIX INTO A HOMOGENEOUS SLURRY THE SPECIFIED AMOUNT OF SEED, WATER, FERTILIZER AND MULCH. GRASS SEED ALL GRASS MIXTURES SHALL CONTAIN FRESH, CLEAN, NEW CROP SEED. SEED IS TO BE MIXED MECHANICALLY ON THE SITE, OR MAV BE MIXED BY THE DEALER. IF SEED IS MIXED ON-SITE, EACH VARIETY SHALL BE DELIVERED IN THE ORIGINAL CONTAINERS BEARING THE DEALER'S GUARANTEED ANALYSIS. IF SEED IS MIXED BY THE DEALER, THE CONTRACTOR SHALL FURNISH TO THE LANDSCAPE ARCHRECT THE DEALER'S GUARANTEED STATEMENT OF THE COMPOSITION OF THE MIXTURE AND THE PERCENTAGE OF PURITY AND GERMINATION OF EACH VARIETY. GRASS SEED SHALL BE PURCHASED FROM A RECOGNIZED DISTRIBUTOR AND SHALL BE COMPOSED OF THE FOLLOWING VARIETIES MIXED IN THE PROPORTIONS INDICATED. SEED SHALL MEET THE MINIMUM PERCENTAGES OF PURITY AND GERMINATION SPECIFIED. SEED •A• THROUGH •H' SHALL BE APPLIED AT THE RATE OF 240 POUNDS PER ACRE, UNLESS OTHERWISE SPECIFIED BELOW ON THEAPPROVED PROJECT PLANS. WATER THE CONTRACTOR IS RESPONSIBLE FOR ENSURING AWELL-ESTABLISHED STAND OF GRASS. WATERING IS SUGGESTED AT LEAST TWICE A WEEK DURING THE GROWING SEASON AND AS NEEDED AFTERWARDS. WHEN GRASS IS REQUIRED AS A BEST MANAGEMENT PRACTICE ON STEEP SLOPES, NON -GERMINATED SEEDS SHALL BE KEPT MOIST, AND ROOTED GRASS SHALL HAVE AT LEAST 1 INCH OF WATER PERMONTH DURING THE PERIOD FROM MAY 15 THROUGH SEPTEMBER 15. FERTILIZER FERTILIZER SHALL BE A COMMERCIAL MIX WITH A 16-14-8 FORMULA, INCLUDING 50 PERCENT SLOW RELEASE NITROGEN, OR THAT MIXAS RECOMMENDED BY THE SEED SUPPLIER AND APPROVED FOR USE BY THE LANDSCAPE ARCHITECT. GRASS MIXES USED SHALL MEEF THE FOLLOWING SPECIFICATIONS: % BY WEIGHT FESTUCA ARUNDINACEA/TALL FESCUE 33% HYDROSEED FESTUCA RUBRA/RED FESCUE 33%HYDROSEED COLLUM PERENNE /PERENNIAL RYEGRASS 33% HYDROSEED 5 BIORETENTION CELL N. T. S APPROVED FOR CONSTRUCTION or: Dare: g1+ECig2 OF PUR1C YAftKS APPft0VA1 2 N w a 0 0 z N m � � N Vl m F= m m z °f o m � � � `� i� s i � v U N d 3 (.� Z J U } U W � J � L� O U J_ Q F- W Z Q W F O Z W a Z Q � ' m�� K � rox�,�ww C a �� ,L a � �_ f .� ■ � d C W a W 4 � Z •� � rn3 � m� � W a :_ � wnxwam6dwt ' � Dauenl,�,m JOB NUMBD2 15025 DRAYANG NAME 18025 C3.3 GDND C3.3 8 OF 15 I: L•Z•11 �: T 7 l xi 1 G7 : l INTERNAL SPILLWAY NUI IU JUALt 6" x 18" DEEP CONCRETE ANTI -SEEP COLLAR DESIGN WATER BOTTOM OF SURFACE BIO -RETENTION POND ELEV: 329.0 NOTE: PROVIDE QUARRY SPALLS FOR ROCK PROTECTION WSDOT SPEC 9-13.1. REASONABLY WELL GRADED, MAX. STONE SRE 12', MEDIAN STONE 512E 8'. MIN. STONE SIZE 2' ROCK PROTECTION INTERNAL SPILLWAY NUI 7V SCALE '7F7:�i"971�S1A\'1 1 r-1' ROCK PROTECTION 6' x 18"DEEP CONCRETE ANTI -SEEP COLLAR IATER BOTTOM OF BIO -RETENTION POND ELEV: 329.5 NOTE: PROVIDE QUARRY SPALLS FOR ROCK PROTECTION WSDOT SPEC 9-13.1. REASONABLY WELL GRADED, MAX. STONE SIZE 12', MEDIAN STONE SIZE 8', MIN. STONE SIZE 2• ._. � � ... N V I I U JUALt ROCK PROTECTION D 5' NRTIVF FJC�cFILL O� IUV -01L INFILTRATION TRENCH NUI I U JI:ALt 9't AT SPILLWAY \//�//�Q�/j`ii i\�j\\j\\j\�j\\j\\j\�j��\\y Yr• • • • DESIGN MAXIMUM WATER SURFACE 6' x 18"DEEP ELEV: 330.5 CONCRETE ANTI -SEEP COLLAR Ln'J BOTTOM OF INFILTRATION POND ELEV: 327.5 NOTE: PROVIDE QUARRY SPALLS FOR ROCK PROTECTION WSDOT SPEC 9-13.1. REASONABLY WELL GRADED, MAX. STONE SIZE 12", MEDIAN STONE SIZE 8•. MIN. STONE SIZE 2" (! SECTION AA ROCK PROTECTION JJJJJJ�� EXISTING GRADE OND 330.4 SEPARATION GEOTEXTILE FABRIC 12' •�� tL• � �� • • • • • U • • � � � � � � � � � � � 1 � � � � � � � � 1 � � � � � � � � • • • • • • • • PLAN 1'ABOVE CROWN EXISTING AND/OR l.L-p1P PROPOSED GROUND pUTFA O Ono np� � 1N(E7-1pE� RIPRAP 24" MIN. NON -WOVEN GEOTEXTILE FABRIC RIPRAP NOTE: MIRAFI 140N OR APPROVED EQUIVALENT MAXIMUM STONE SIZE: 24 INCHES (NOMINAL DIAMETER) MEDIAN STONE SIZE: 161NCHES SECTION MINIMUM STONE SIZE:4INCHES OUTFALL PROTECTION NUI I U SUALt 2B�'-M—A11X. � � Fl. I�� . , s• 48", 54" OR 60" s7EPs art 12" LADDER rSAND COLLARS (PVC PIPE ONLY) R/NC ANO COYER EL=34298 RISER OR ADJUSTMENT sEGnoN FLAT SLAB COSER x .-; MORTAR NOTES: 1. Nandho/ds in riser section or ad�usl— ment section shall have 3• min. cleor— once. Steps in catch basin sha8 haw 6" min. clearance. No steps are required L1=330.80 when E" Is 4' or less. 2 Precast bases shot/ how cutouts or knockouts with a wall thickness of 2- ".. Nola sizes sho!l be equal to pipe outer diameter plus catch basin wal! thickness Connections to cutch basin to be mode with Bond collar a equiwlent. Maximum ha/e s/ze is 38" fora 48" rotch basin, 42• fore 54� cafch bosh, and 4B" for o 60" catch basin. Minimum distance between ho/es is 8� S Al/ base reinfacing steel shelf be JY rebar on 8• center spocmg, p/aced in the tap hall of the base, 1" min. clearance, 2 1/2" max. clearance. 4. The bottom of the precast cutch basin may be rounded. 5. Frame and grate may be installed with eange dawn or cast into riser MORTAR W MOIE' FlLLET �--rr •-.-• 1" ,1 tV'�2 GROUND FIEF?- RFL` FD I- R -.F I.NOFO R'JN FI^E ME[TI'tG 54.0 e" -- - , - „PECIFIU �UC.N: Cif i �RD-U5.2 (zI �IA�•P.F 60.0-8•� SEPARATE CAST IN PLACE {4 REBAR (TYP) p p 14lTH TH- At1❑ITIOW��OtD T10HS OR SEPARATE PRECAST ��,-..,r \ 1 \�:\' _im' -V. BASE y\yj�' .�»!.•��= 1.It1EPEtt{CT-tATIONS SI�AL!BECWCUL:.R :i.\Or. O•R/NG MI\U2U`.S OF!i`[xAfJELE. � FOR SEPARATE 'T ' Ts '��'- _ FLTE �^RI': 2. IPLY LI4�LL ISE C!EANLY CUT A\O BE:tAOftTH CAST IN PLACE GRAVEL SACKFlLL FOR PIPE e .F At:7 UVIFORIeI V.'ITH NO Fx:FS$ CQ`Lf`RFI € I EY _ UND FRP`l THE HOLE FERFUR..TIONS PROCESS. DEPTH. FOR PRECASTED BA ES �'4��`�TDETAI' `t _ Vi I ELLV: 3.` �<E SNALL BE A Is'INL°.1UI.: CJ' 7 SETS OF ONLY. L PERFORATIONS VJITII2 l-PLES FEK SFT Of PERTORATIGNSFGI1 LJx iuS OF FIPL LLhGIH. TYPE 2 CATCH BASIN #12 -SPILL CONTROL SUTTOGI E.EV. 1 P'IEEER CASKETS OR CRt71.1K0 OF THEJS:1\T$ ,i_, l I%-- r RERFORATFD PIPE RUhS WILI NO7.E ScL(.UL4EC. li'y -%: NU\FRACTURED N TEr-I AOFTHE PER. ORATES LOH-fLTE � � %NOT TO SCALE GRAIN ROCK EdUIV. TO 1'ii'L LIIA__ cE LI-llE BY IHE M::MCIPAO71' \J t550'Jf SPEC. BD3.12jS1 ifEi 01<_ n1$1ALLATICt7 yr (I1E pY'E IV iS�E TRENCH SECTION r,Rc+��D. m �' } to � B � i.i�s � C U W (7 Q J za W D ❑ as � W Z F D � Z ;1 o a � JOB NUMBER 18025 DRA151NG NAME 18025_C3.4_GDND C3.4 9 OF 15 .'W I� � ;1 o a � JOB NUMBER 18025 DRA151NG NAME 18025_C3.4_GDND C3.4 9 OF 15 TYPE I CATCH BASIN & RISER — d4laMWdo meets ASC476and 3DOT/APYA Standard spedficaUma ' IOIOdcOUT) wsppr slap es.zo.ot ,a. sy.a is m. rnaa tm. I...v.<roala,e ifi1 48" TYPE 2 CATCH BASIN — HS -20 rih se trod 76.0 klp — NaMda meals ASM C478 and dl WSHOT/APWA Stmdad SpeNllmUons ftubbr gasket l meets ASIY meet — Ptllyropllaan a spa me slo"ars mink mut ASM 04101 — ReFforcemml ores meets mfiFum ASM C476 Flat Top =0.15 h'rllnaor ft F both dF«!Ions, .// u.20 B20 he O 90' around apenFq . _ . .. - - 5n9 bore tab), Q15 t pb rtqukements wsppr slat R-1D.zaat FOR DETAILS, BEE REVERS�a �..s Tae saxvnax k...naalps 22% 154 .mss: rr•�c.^..r..n:-a-r�+a .................................... let `� r ;•;\r� •YELM DEPT.• ORKS ■ A PIPE ■ TRENCH APPROVED RESTORATION TABLE 1 SIA4F'ACE 7HICKNE55 BACKFlLL/ COMMENTS/TYPE COMPACTIONMOUNTS. OTHER REOUIREYR]IS CRUSHED 4• CRUSHED SURFACE SELECT BACKFILLFINISH GRADE SMALL BE SURFACE TOP CpAtSE COMPACT TO 95S SMOOTH d: CONSISTANi W1M COSTING3. 10N. /MADE B AC. FW SH ROADWAY TO AC, PAYEYENT PAVING OYER 4" CRUSHED 50 -ECT BACKFILLON LL CFpiY TO ALL EooSRN OVER GRAVEL BASE gIRpA� TOP CWRSE COMPACT TO 9fiS GRADES AND CUR65 SOPEB SHALL MATCH CONCRETE SURFACEPATCH DUSTING SElEtT BAtl(FlLL NATCN f:IIsiWG FINISH(IX6YEWAY/SIDEWAl1() CONCRETE TF9CIO1E55 COMPACT TO 96S TEXNRE. AND GRAMU HYDROSEEO/ PNIINGS NATIVE BACKFILL FINISH CRAOE SHALL RE IAWN/LANDSCAPE OYER 4• YIN. TWE A COMPACT TO BSS SMOOTHk CONSISTANT TOP 501 YAM FJOSONG GRADE NATIVE BACYWNO BACKFAL UNYIPROVID AIFACE N/A KFLL COMPACT TO BSS 2" ABOVE f315]WC GTAOE a SMOOTCITY ENGINEER DATE H CITY ��ll �Is3rastle Precast' FRAME AND COVER 240 Iba RANGE DOMtI *up Delivering Reliability 48" TYPE 2 CATCH BASIN TYPE 1 CATCH BASIN RISER 7 -BO roa 4• = 160 Iba fi" = 240 Iba 12" =480 Iba 2 \ - 10" , 40, 60, 17 0 24• 24. 960 Iba Y GRADE RING 2 � 60 Iba 4" = 120 Iba e" - 160 Iba ot 4• ce fie 1 4 48' FLATTOP 1MM 24"I 4B'FLAT TOP J N 1BM zD" a z4• 10 6 lw ro. HOLE 1,6D0 roa -� B• W50aT SP3 B-70.2001 Dpau6urn.com tsa.1 o zaa� zo,6 aa�6. P,.mw h� 0 s K F z m 3 � � N Nl rc F m Z y m Z ZZ0 CYY111 3 � fi O D U O IU]1 Q 3 C7 Z J U U W � J d � lL O U W C7 (q Q J za W 00 O � Z Z Q Q Z_ LLl O ~ � Z C7 0.' �4 rONALEN�a,� W G a W 4 � Z m •� U' a 3 � m � � O o E5 � K.�„ah.ra 6etmu ' Ca1lBtl omyoudIg JOB NUMBER 18025 DRANING NAME 18025_C3.5_G0N0 C3.5 1D OF 15 6• = 240 roa 1z" = 4ao roa 24" w 960 roa (./ 18 Basin Map BMP Calculations Overflow Calculations Conveyance Calculations I I SCALE: 1"=50 FEET I 0 25 50 100 �I I I `I BASIN #2 , BASIN #1 = 0.336 AC IMPERVIOUS = 0.210 PERVIOUS = 0.123 BASIN #3 = 5.531 AC IMPERVIOUS = 5.509 PERVIOUS = 0.022 / BASIN #4 = 0.589 AC IMPERVIOUS = 0.184 PERVIOUS = 0.404 NOTE: ALL MAX PONDING SURFACES ARE INCLUDED IN THE IMPERVIOUS AREAS 0 5 0 0 W o m m om m� Q 3 z J U } U W � � J a z � 0 U a a z a m 32107 �4� roraw sN = a W � z P . W m� o d2-3 � Ifmw MvlY b.ID'M � Call9fl haPortyaum JOB NUMBER 18025 DRAKiNG NAlAE BASIN MAP BASIN MUS FLOOD PROJECT REPORT Program Version: MGSFIood 4.46 Program License Number: 201610012 Project Simulation Performed on: 09/13/2018 2:15 PM Report Generation Date: 09/13/2018 2:15 PM Input File Name: BASIN #1 Project Name: NPR RECYCLING Analysis Title: BIORETENTION AND INFILTRATION TRENCH Comments: Computational Time Step (Minutes) PRECIPITATION INPUT 15 Extended Precipitation Time Series Selected Climatic Region Number: 16 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.336 0.333 Area of Links that Include Precip/Evap (acres) 0.000 0.003 Total (acres) 0.336 0.336 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin :Subbasin 1 Outwash Forest 0.336 Subbasin Total 0.336 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 -------Area (Acres) Outwash Pasture 0.123 Impervious 0.210 Subbasin Total 0.333 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 Link Name: New Bio Lnk1 Link Type: Bioretention Facility Downstream Link Name: New Infilt Trench Lnk2 Base Elevation (ft) 100.00 Riser Crest Elevation (ft) Storage Depth (ft) 1.00 Bottom Length (ft) 39.0 Bottom Width (ft) 3.0 Side Slopes (ft/ft) : L1= 3.00 Bottom Area (sq -ft) 117. Area at Riser Crest EI (sq -ft) 405. (acres) 0.009 Volume at Riser Crest (cu -ft) 325. (ac -ft) 0.007 Infiltration on Bottom only Selected Soil Properties 101.00 L2= 3.00 W1= 3.00 W2= 3.00 Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 3.00 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 102.00 Native Soil Hydraulic Conductivity (in/hr) 20.00 Riser Geometry Riser Structure Type :Circular Riser Diameter (in) Common Length (ft) :0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: New Infilt Trench Lnk2 Link Type: Infiltration Trench Downstream Link: None Trench Type Trench Length (ft) Trench Width (ft) Trench Depth (ft) Trench Bottom Elev (ft) Trench Rockfill Porosity (%) Constant Infiltration Option Used Infiltration Rate (in/hr): 20.00 Trench on Embankment Sideslope 28.00 4.00 3.00 90.00 40.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 8.153E-02 5 -Year 0.107 10 -Year 0.127 25 -Year 0.150 50 -Year 0.181 100 -Year 0.222 200 -Year 0.232 Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 8.153E-02 5 -Year 0.107 10 -Year 0.127 25 -Year 0.150 50 -Year 0.181 100 -Year 0.222 200 -Year 0.232 Link Outflow 1 Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 6.264E-02 5 -Year 8.591 E-02 10 -Year 0.102 -Year 25 -Year 0.116 50 -Year 0.141 101.031 100 -Year 0.160 2.00 200 -Year 0.188 Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 101.024 1.11 -Year 101.027 1.25 -Year 101.031 2.00 -Year 101.042 3.33 -Year 101.048 5 -Year 101.053 10 -Year 101.059 25 -Year 101.065 50 -Year 101.074 100 -Year 101.080 ********** Link: New Infilt Trench Lnk2 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 6.264E-02 5 -Year 8.591 E-02 10 -Year 0.102 25 -Year 0.116 50 -Year 0.141 100 -Year 0.160 200 -Year 0.188 Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac -ft) a0 "M Subbasin 1 105.069 Total: 105.069 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 47.629 Link: New Bio Lnk1 98.486 Link: New Infilt Trench Ln 9.043 Total: 155.158 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.665 ac-ft/year, Post Developed: 0.982 ac-ft/year ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 -------SCENARIO: POSTDEVELOPED Number of Links: 2 ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 105.48 Inflow Volume Including PPT-Evap (ac -ft): 107.66 Total Runoff Infiltrated (ac -ft): 98.49, 91.48% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 9.04 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.48% > 91%TREATED ********** Link: New Infilt Trench Lnk2 ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 9.04 Inflow Volume Including PP-Evap (ac -ft): 9.04 Total Runoff Infiltrated (ac -ft): 9.04, 100.00% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 0.00 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% 100% INFILTRATED ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Infilt Trench Lnk2 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2 -Year 2.606E-04 PASS 0.0% 2 -Year 0.000 5 -Year 2.687E-04 5 -Year 0.000 10 -Year 2.707E-04 10 -Year 0.000 25 -Year 1.017E-03 25 -Year 0.000 50 -Year 1.272E-03 50 -Year 0.000 100 -Year 1.843E-03 100 -Year 0.000 200 -Year 2.769E-03 200 -Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%) Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%) MEETS ALL LID DURATION DESIGN CRITERIA: PASS 0.0% PASS 0.0% PASS PASS PASS PASS PASS MUS FLOOD PROJECT REPORT Program Version: MGSFIood 4.46 Program License Number: 201610012 Project Simulation Performed on: 09/10/2018 8:05 AM Report Generation Date: 09/10/2018 8:06 AM Input File Name: BASIN #2 Project Name: NPR RECYCLING Analysis Title: BIORETENTION AND INFILTRATION CELL Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 16 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 or- F- Parameter Region Name USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 6.766 6.670 Area of Links that Include Precip/Evap (acres) 0.000 0.096 Total (acres) 6.766 6.766 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ----------Subbasin :Subbasin 1 Outwash Forest 6.766 Subbasin Total 6.766 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 -------Area (Acres) Outwash Grass 0.185 Impervious 6.485 Subbasin Total 6.670 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 Link Name: Bioretention Cell Link Type: Bioretention Facility Downstream Link Name: Infiltration Cell Base Elevation (ft) 100.00 Riser Crest Elevation (ft) Storage Depth (ft) 1.00 Bottom Length (ft) 520.0 Bottom Width (ft) 8.0 Side Slopes (ft/ft) : L1= 3.00 Bottom Area (sq -ft) 4160. Area at Riser Crest EI (sq -ft) 71364. (acres) 0.169 Volume at Riser Crest (cu -ft) 8,252. (ac -ft) 0.189 Infiltration on Bottom only Selected Soil Properties 101.00 L2= 3.00 W 1= 3.00 W2= 3.00 Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 3.00 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 102.00 Native Soil Hydraulic Conductivity (in/hr) 20.00 Riser Geometry Riser Structure Type :Circular Riser Diameter (in) :24.00 Common Length (ft) :0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 -------------------------------------- Link Name: Infiltration Cell Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) 96.00 Riser Crest Elevation (ft) 99.00 Max Pond Elevation (ft) 99.50 Storage Depth (ft) 3.00 Pond Bottom Length (ft) 70.0 Pond Bottom Width (ft) 35.0 Pond Side Slopes (ft/ft) : L1= 3.00 L2 Bottom Area (sq -ft) 2450. Area at Riser Crest EI (sq -ft) 41664. (acres) 0.107 Volume at Riser Crest (cu -ft) 10,509. (ac -ft) 0.241 Area at Max Elevation (sq -ft) 5096. (acres) 0.117 Vol at Max Elevation (cu -ft) 121948. (ac -ft) 0.297 Constant Infiltration Option Used Infiltration Rate (in/hr): 20.00 Riser Geometry Riser Structure Type :Circular Riser Diameter (in) :24.00 Common Length (ft) : 0.000 Riser Crest Elevation : 99.00 ft Hydraulic Structure Geometry Number of Devices: 0 = 2,450 SF --> DESIGN = 532 x 4.6 = 2,447 SF = 3.00 W1= 3.00 W2= 3.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ********** Subbasin: Subbasin 1 ********** Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ---------------------- ---------------------- 2-Year 2.518 5 -Year 3.294 10 -Year 3.831 25 -Year 4.619 50 -Year 5.595 100 -Year 6.854 200 -Year 7.169 Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 2.518 5 -Year 3.294 10 -Year 3.831 25 -Year 4.619 50 -Year 5.595 100 -Year 6.854 200 -Year 7.169 USED FOR OVERFLOW SIZING Link Outflow 1 Frequency Stats Flood Frequency Data cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 1.834 5 -Year 2.476 10 -Year 2.912 25 -Year 3.316 50 -Year 4.259 100 -Year 4.680 200 -Year 5.501 Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 101.116 1.11 -Year 101.130 1.25 -Year 101.146 2.00 -Year 101.195 3.33 -Year 101.224 5 -Year 101.239 10 -Year 101.268 25 -Year 101.293 50 -Year 101.350 100 -Year 101.374 ********** Link: Infiltration Cell ********** Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 1.834 5 -Year 2.476 10 -Year 2.912 25 -Year 3.316 50 -Year 4.259 100 -Year 4.680 200 -Year 5.501 WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 96.011 1.11 -Year 96.013 1.25 -Year 96.019 2.00 -Year 96.494 3.33 -Year 96.832 5 -Year 97.060 10 -Year 97.431 25 -Year 98.198 50 -Year 98.526 100 -Year 98.746 Link Inflow Frequency Stats Link WSEL Stats ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 Total: 2115.767 2115.767 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 70.555 Link: Bioretention Cell 3018.677 Link: Infiltration Cell 291.379 Total: 3380.611 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 13.391 ac-ft/year, Post Developed: 21.396 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 ********** Link: Bioretention Cell ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 3255.55 Inflow Volume Including PPT-Evap (ac -ft): 3310.78 Total Runoff Infiltrated (ac -ft): 3018.68, 91.18% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 291.38 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.18% ********** Link: Infiltration Cell rsrssszxsrs Basic Wet Pond Volume (91 % Exceedance): 32402. cu -ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 48604. cu -ft Time to Infiltrate 91 0/o Treatment Volume, (Hours): 3.87 Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 291.38 Inflow Volume Including PPT-Evap (ac -ft): 291.38 Total Runoff Infiltrated (ac -ft): 291.38, 100.00% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 0.01 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: Infiltration Cell 100 °/a INFILTRATED *** Point of Compliance NOW Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2 -Year 5.247E-03 5% PASS 2 -Year 0.000 0.0% 5 -Year 5.412E-03 5 -Year 0.000 10 -Year 5.451 E-03 10 -Year 0.000 25 -Year 2.048E-02 25 -Year 0.000 50 -Year 2.562E-02 50 -Year 0.000 100 -Year 3.712E-02 100 -Year 0.000 200 -Year 5.575E-02 200 -Year 0.277 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0 Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%) MEETS ALL LID DURATION DESIGN CRITERIA: PASS -100.0% -99.9% -99.9% PASS 5% PASS 2% PASS 0.0% PASS PASS PASS MUS FLOOD PROJECT REPORT Program Version: MGSFIood 4.46 Program License Number: 201610012 Project Simulation Performed on: 09/10/2018 3:06 PM Report Generation Date: 09/10/2018 3:06 PM Input File Name: Project Name: Analysis Title: Comments: BASIN #3 NPR RECYCLING BIORETENTION AND INFILTRATION CELL Computational Time Step (Minutes): PRECIPITATION INPUT 15 Extended Precipitation Time Series Selected Climatic Region Number: 16 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 5.530 5.450 Area of Links that Include Precip/Evap (acres) 0.000 0.080 Total (acres) 5.530 5.530 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin :Subbasin 1 Outwash Forest 5.530 Subbasin Total 5.530 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 -------Area (Acres) Outwash Pasture 0.022 Impervious 5.428 Subbasin Total 5.450 ENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 Link Name: Bioretention Cell Link Type: Bioretention Facility Downstream Link Name: Infiltration Cell Base Elevation (ft) 100.00 Riser Crest Elevation (ft) Storage Depth (ft) 1.00 Bottom Length (ft) 435.0 Bottom Width (ft) 8.0 Side Slopes (ft/ft) : L1= 3.00 Bottom Area (sq -ft) 3480. Area at Riser Crest EI (sq -ft) 6,174. (acres) 0.142 Volume at Riser Crest (cu -ft) 61909. (ac -ft) 0.159 Infiltration on Bottom only Selected 101.00 = 3,480 SF --> DESIGN = 543 x 6.5 = 3,530 SF ?=3.00 W1=3.00 W2=3.00 Soil Properties Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 3.00 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 102.00 Native Soil Hydraulic Conductivity (in/hr) 20.00 Riser Geometry Riser Structure Type :Circular Riser Diameter (in) : 24.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 Link Name: Infiltration Cell Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) 96.00 Riser Crest Elevation (ft) 99.00 Max Pond Elevation (ft) 99.50 Storage Depth (ft) 3.00 Pond Bottom Length (ft) 55.0 Pond Bottom Width (ft) 35.0 Pond Side Slopes (ft/ft) : L1= 3.00 Bottom Area (sq -ft) 1925. Area at Riser Crest EI (sq -ft) 3,869. (acres) 0.089 Volume at Riser Crest (cu -ft) 8,529. (ac -ft) 0.196 Area at Max Elevation (sq -ft) 4256. (acres) 0.098 Vol at Max Elevation (cu -ft) 101559. (ac -ft) 0.242 Constant Infiltration Option Used Infiltration Rate (in /hr): 20.00 Gt Riser eomery Riser Structure Type :Circular Riser Diameter (in) : 24.00 Common Length (ft) : 0.000 Riser Crest Elevation : 99.00 ft Hydraulic Structure Geometry Number of Devices: 0 = 1,925 SF --> DESIGN = 500 x 3.9 = 1,950 SF L2= 3.00 W1= 3.00 W2= 3.00 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ********"* Subbasin: Subbasin 1 ********** Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ------------------------ ------------------------ 2-Year 2.107 5 -Year 2.757 10 -Year 10 -Year 3.207 3.863 25 -Year 3.863 100 -Year 50 -Year 4.683 6.001 100 -Year 5.737 3.724 200 -Year 6.001 4.385 Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 2.107 5 -Year 2.757 10 -Year 3.207 25 -Year 3.863 50 -Year 4.683 100 -Year 5.737 200 -Year 6.001 USED FOR OVERFLOW DESIGN Link Outflow 1 Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 1.549 101.104 5 -Year 2.041 1.11 10 -Year 2.424 25 -Year 2.713 -Year 50 -Year 3.499 100 -Year 3.724 101.174 200 -Year 4.385 3.33 Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 101.104 1.11 -Year 101.118 1.25 -Year 101.131 2.00 -Year 101.174 3.33 -Year 101.198 5 -Year 101.211 10 -Year 101.236 25 -Year 101.255 50 -Year 101.304 100 -Year 101.318 Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 1.549 5 -Year 2.041 10 -Year 2.424 25 -Year 2.713 50 -Year 3.499 100 -Year 3.724 200 -Year 4.385 Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 96.012 1.11 -Year 96.014 1.25 -Year 96.056 2.00 -Year 96.602 3.33 -Year 96.942 5 -Year 97.180 10 -Year 97.574 25 -Year 98.303 50 -Year 98.643 100 -Year 98.818 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 1729.263 Total: 1729.263 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 8.519 Link: Bioretention Cell 2525.698 Link: Infiltration Cell 244.271 Total: 2778.488 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 10.945 ac-ft/year, Post Developed: 17.585 ac-ft/year ***********Water Quality Facy ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 ********** Link: Bioretention Cell ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 2724.75 Inflow Volume Including PPT-Evap (ac -ft): 2770.95 Total Runoff Infiltrated (ac -ft): 2525.70, 91.15% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 244.27 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.15% ********** Link: Infiltration Cell > 91 %TREATED ********** Basic Wet Pond Volume (91% Exceedance): 27134. cu -ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 40701. cu -ft Time to Infiltrate 91 %Treatment Volume, (Hours): 3.87 Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 244.27 Inflow Volume Including PPT-Evap (ac -ft): 244.27 Total Runoff Infiltrated (ac -ft): 244.27, 100.00% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 0.01 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: Infiltration Cell 100% INFILTRATED *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2 -Year 4.289E-03 5% 2 -Year 0.000 PASS 5 -Year 4.423E-03 5 -Year 0.000 10 -Year 4.455E-03 10 -Year 0.000 25 -Year 1.674E-02 25 -Year 0.000 50 -Year 2.094E-02 50 -Year 0.000 100 -Year 3.034E-02 100 -Year 0.000 200 -Year 4.557E-02 200 -Year 0.235 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%) Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): MEETS ALL LID DURATION DESIGN CRITERIA: PASS -100.0% -99.9% -99.9% PASS 5% PASS 2% PASS 0.0% PASS PASS PASS MUS FLOOD PROJECT REPORT Program Version: MGSFIood 4.46 Program License Number: 201610012 Project Simulation Performed on: 09/13/2018 2:25 PM Report Generation Date: 09/13/2018 2:25 PM Input File Name: BASIN #4 Project Name: NPR RECYCLING Analysis Title. BIORETENTION AND INFILTRATION TRENCH Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 16 Full Period of Record Available used for Routing Precipitation Station: 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.589 0.586 Area of Links that Include Precip/Evap (acres) 0.000 0.002 Total (acres) 0.589 0.588 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ----------Subbasin :Subbasin 1 Outwash Forest 0.589 Subbasin Total 0.589 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 -------Area (Acres) Outwash Pasture 0.401 Impervious 0.185 Subbasin Total 0.586 ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 Link Name: New Bio Lnk1 Link Type: Bioretention Facility Downstream Link Name: New Infilt Trench Lnk2 Base Elevation (ft) 100.00 Riser Crest Elevation (ft) Storage Depth (ft) 1.00 Bottom Length (ft) 27.0 Bottom Width (ft) 4.0 Side Slopes (ft/ft) : L1= 3.00 Bottom Area (sq -ft) 108. Area at Riser Crest EI (sq -ft) 330. (acres) 0.008 Volume at Riser Crest (cu -ft) 278. (ac -ft) 0.006 Infiltration on Bottom only Selected Soil Properties 101.00 L2= 3.00 W1= 3.00 W2= 3.00 Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 3.00 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 102.00 Native Soil Hydraulic Conductivity (in/hr) 20.00 Riser Geometry Riser Structure Type :Circular Riser Diameter (in) Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 Link Name: New Infilt Trench Lnk2 Link Type: Infiltration Trench Downstream Link: None Trench Type Trench Length (ft) Trench Width (ft) Trench Depth (ft) Trench Bottom Elev (ft) Trench Rockfill Porosity (%) Constant Infiltration Option Used Infiltration Rate (in/hr): 20.00 Trench on Embankment Sideslope 26.00 4.00 3.00 90.00 40.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 7.211 E-02 5 -Year 9.449E-02 10 -Year 0.112 25 -Year 0.139 50 -Year 0.160 100 -Year 0.196 200 -Year 0.205 Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 7.211 E-02 5 -Year 9.449E-02 10 -Year 0.112 25 -Year 0.139 50 -Year U. IOU 100 -Year 0.196 200 -Year 0.205 ********** Link: Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 5.568E-02 5 -Year 7.580E-02 10 -Year 9.163E-02 25 -Year 0.101 50 -Year 0.137 100 -Year 0.145 200 -Year 0.177 WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 101.023 k ear 101.025 1.25 II -Year 101.029 2.00 -Year 101.039 3.33 -Year 101.044 5 -Year 101.048 10 -Year 101.055 25 -Year 101.059 50 -Year 101.072 100 -Year 101.075 Link Outflow 1 Frequency Stats Link WSEL Stats ********** Link: New Infilt Trench Lnk2 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) -------------------------------------- -------------------------------------- 2-Year 5.568E-02 5 -Year 7.580E-02 10 -Year 9.163E-02 25 -Year 0.101 50 -Year 0.137 100 -Year 0.145 200 -Year 0.177 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasln: Subbasin 1 184.184 Total: 184.184 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac -ft) Subbasin: Subbasin 1 155.278 Link: New Bio Lnk1 86.975 Link: New Infilt Trench Ln 7.854 Total: 250.106 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.166 ac-ft/year, Post Developed: 1.583 ac-ft/year ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 ********** Infiltration/Filtration Q+n+ic+i s Volume (ac -ft): 93.07 Inflow Volume Including PPT-Evap (ac -ft): 94.92 Total Runoff Infiltrated (ac -ft): 86.98, 91.63% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 7.85 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.63% ' 91% TREATED ********** Link: New Infilt Trench Lnk2 ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac -ft): 7.85 Inflow Volume Including PPT-Evap (ac -ft): 7.85 Total Runoff Infiltrated (ac -ft): 7.85, 100.00% Total Runoff Filtered (ac -ft): 0.00, 0.00% Primary Outflow To Downstream System (ac -ft): 0.00 Secondary Outflow To Downstream System (ac -ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% 100% INFILTRATED ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Infilt Trench Lnk2 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2 -Year 4.568E-04 2 -Year 0.000 5 -Year 4.711 E-04 5 -Year 0.000 10 -Year 4.745E-04 10 -Year 0.000 25 -Year 1.783E-03 25 -Year 0.000 50 -Year 2.230E-03 50 -Year 0.000 100 -Year 3.231 E-03 100 -Year 0.000 200 -Year 4.854E-03 200 -Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 509/oQ2 (Must be Less Than or Equal to 0%): Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%) Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%) MEETS ALL LID DURATION DESIGN CRITERIA: PASS 0.0% PASS PASS PASS PASS PASS PASS SPILLWAY AND EMERGENCY OVERFLOW DESIGN EMERGENCY SPILLWAY SIZING BASIN Q,00 H #2 6.854 0.22 #3 5.737 0.20 Q,00 = 100 -YEAR STORM (CFS) H = OVERFLOW HEIGHT (FT) L = LENGTH OF SPILLWAY (FT) MIN. L 20.16 --> DESIGN = 21' 19.50 --> DESIGN = 21' emergency overflow .L`s zmn. overflow water surface •. water o v Ind" 3 surface 6 1 oa H rpeOvOutlet Protectiou" in Vol. II Figure 3.2.5 - Weir Section for Emergency Overflow Spillway CONVEYANCE CALCULATIONS BASIN #1 An 8" Diam. HDPE pipe @ 5.0770 is the only pipe in this basin. Per MGS Flood, the max 100 year flow = 0.16 cfs Circular Diameter (ft) = 0.67 Invert Elev (ft) = 336.50 Slope (%) = 5.07 N -Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 0.16 BASIN #2 A 12" Diam. HDPE pipe @ 0.5% is the limiting pipe in this basin. Per MGS Flood, the max 100 year flow = 6.854 cfs The area of this basin that is directed through this pipe = 16.3% Therefore, the flow used to size this pipe = 1.12 cfs Circular Diameter (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) = 333.92 = 0.50 = 0.012 Known Q Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.11 = 0.160 = 0.04 = 4.22 = 0.56 = 0.19 = 0.50 = 0.39 = 1.120 = 0.34 = 3.25 1.47 = 0.45 = 1.00 = 0.61 CONVEYANCE CALCULATIONS A 3:1 side slope V -ditch @ 2910 is the limiting ditch in this basin. Per MGS Flood, the max 100 year flow = 6.854 cfs Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) BASIN #3 = 3. 00, 3.00 1.40 = 333.82 = 2.00 = 0.027 Known Q = 6.85 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) A 12" Diam. HDPE pipe @ 1.01 % is the limiting pipe in this basin. Per MGS Flood, the max 100 year flow = 5.737 cfs The area of this basin that is directed through this pipe = 22.6% Therefore, flow used to size this pipe = 1.30 cfs Circular Diameter (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Known Q Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.77 6.854 1.78 3.85 4.87 0.80 4.62 1.00 CONVEYANCE CALCULATIONS BAS 1 N #4 An 8" Diam. HDPE pipe @ 5.62% is proposed to convey the deferred frontage improvements to the Bioretention cell. Per MGS Flood, the max 100 year flow = 0.15 cfs Circular Diameter (ft) Invert Elev (ft) Slope (%)- NValue Calculations Compute by: Known Q (cfs) = 335.31 = 5.62 = 0.012 Known Q = 0.15 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.150 = 0.03 = 4.53 = 0.53 = 0.18 = 0.48 = 0.42 SOILS REPORT: Parnell Engineering, LLC Soils Report For Stormwa ter Drainage Design Purposes Site Address: 1000-1100 ±block of Northern Pacific Road NW, Yelm WA TPN: 64300900200 Prepared For: NPR Holdings LLC 3655 E. Marginal Way S. Seattle, WA 98134 206-313-0256 Contact: Ubaida A. Mufrej Prepared By: Parnell Engineering, LLC 10623 Hunters Lane S.E. Olympia, WA 98513 (3 60) 491-3243 Contact: William Parnell, P.E. PARNELL ENGINEERING, LLC SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 1 OF 1 PE PROJECT NO.:18103 DATE: 5/25/18 PREPARED BY: William Parnell, P.E. 1.SITE ADDRESS: 1000-1100 + block of Northern Pacific Road NW., Yelm, WA TPN: 64300900200 2. PROJECT DESCRIPTION: Vehicle storage yard with office buildings. 3. SITE DESCRIPTION: The 13.93 acre irregular shaped parcel is currently unoccupied. Site topography is nearly level to gently sloping. Elevations range from a high of 338 ft. at the southcentral portion of the site to a low of 328 ft. at the NE corner of the site. Site vegetation consists of sparsely located conifer trees with a dominate scotts bloom understory and some indigenous brush and field grass ground cover. The project site is bounded by rural residential property to the north, undeveloped property to the east, Northern Pacific Road NW to the south and a private driveway to the west. The on-site soils are mapped by the NRCS as a somewhat excessively drained Spanaway series soil formed in glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED: Seventeen test pits were excavated by trackhoe to a maximum depth of 162" below the existing grade. Soils were inspected by entering and visually logging each test pit to a depth of four feet. Soils beyond four feet were inspected by examining backhoe tailings. Nine grain size analysis tests were completed on samples taken from test pit #1 at 60", #2 at 60", #5 at 72", #6 at 72", #7 at 36", #13 at 72", #15 at 84", #16 at 60"and #17 at 66" below the existing grade. Test pit soil log data sheets, grain size analysis test results and Ksat design infiltration rate calculations are included in this report. 5. ADDITIONAL SOILS WORK RECOMMENDED: Additional soils work should not be necessary unless drainage infiltration facilities are located outside the general area encompassed by the soil test pits. 6. FINDINGS: The Natural Resource Conservation Service soil survey for Thurston County mapped the on- site soils as a Spanaway gravelly sandy loam (110,111). All test pits confirmed the Spanaway series designation generally profiling gravelly sandy loam stratum soils underlain by extremely gravelly coarse sand substratum soils. Winter water table was present in all test pits except #11, #12 and #15 which were located at the highest point on the property. Grain size analysis tests and Ksat design infiltration rate calculations resulted in calculated infiltration rates of 208 in/hr for sample #1 taken at 60" below the existing grade in test pit #1, 345 in/hr for sample #2 taken at 60" below the existing grade in test pit #2, 128 in/hr for sample #3 taken at 72" below the existing grade in test pit #5, 99 in/hr for sample #4 taken at 72" below the existing grade in test pit #61 114 in/hr for sample #5 taken at 36" below the existing grade in test pit #71 780 in/hr for sample #6 taken at 72" below the existing grade in test pit #13, 555 in/hr for sample #7 taken at 84" below the existing grade in test pit #151 1253 in/hr for sample #8 taken at 60" below the existing grade in test pit #16 and 410 in/hr for sample #9 taken at 66" below the existing grade in test pit #17. 7. RECOMMENDATIONS: The Spanaway soil series is a somewhat excessively drained soil that formed on terraces in glacial outwash. Infiltration rates are generally rapid in the substratum gravelly soils. It is recommended that a design infiltration rate < 20 in/hr be used for all proposed stormwater infiltration facilities that are located in the C1 and C2 horizon soils as indicated in the attached soil log data sheets. Winter water table was identified and should be considered in the design of all infiltration facilities. Drainage facility infiltration surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from compaction by construction site activities. Soils not properly protected will cause drains a infiltration facilities to prematurely fail. I hereby certify that I prepared this report, and conducted or supervised the performance of related work. T certify that I am qualified to do this work. I t my work to be complete an accurate within the bounds of uncertainty inherent to the.pr%;�Wew e of s ils science and to be suitable for its intended use. SIGNED: l DATE: Horz A C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 1 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #1 10YR4/6 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace 10YR5/2 loam(110) 4. DEPOSITION HISTORY: 5, HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 103" 7, CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 103 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13, FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 208 in/hr for sample #1 taken at 60" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon soils. Winter water table was present at 103" below the existing rade. Soils Strata Description Soil Log #1 %CL %ORG CF STR MOT <25 <10 <25 1SBK <1 - <85 SG IND CEM ROO <X> FSP _ - 2-6 2 >20 >20 0"- 24" 10YR2/1 GrLm 24" 86" 10YR4/6 ExGr/CobCSa some stones and boulders 86"- 132" 10YR5/2 ExGrCSa Soils Strata Description Soil Log #1 %CL %ORG CF STR MOT <25 <10 <25 1SBK <1 - <85 SG IND CEM ROO <X> FSP _ - 2-6 2 >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC PROJECT NO.: 18103 PREPARED BY: William Parnell, PE SHEET: 2 OF 17 DATE: 2/7/2018 REVISED 5/2512018 SOIL LOG: #2 LOCATION: See test pit location map 1. TYPES OF TEST DONE: Grain Size Analysis Test 2. SCS SOILS SERIES: Spanaway gravelly sandy 3. LAND FORM: Terrace loam(110) 4. DEPOSITION HISTORY: Glacial Outwash 5, HYDROLOGIC SOIL GROUP: A 6. DEPTH OF SEASONAL HW: 108" 7. CURRENT WATER DEPTH: 108 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: 9. MISCELLANEOUS: Nearly level Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 345 in/hr for sample #2 taken at 60" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 108" below the existing rade. Horz Depth Color Texture A 0% 18" 10YR2/1 VGr/CobLm C1 18"- 40" 10YR4/6 ExGr/CobCSa some stones C2 40" 142" 10YR5/2 ExGr/CobCSa some stones Soils Strata Description Soil Log #2 %CL %ORG CF STR MOT <25 <10 <40 1SBK <1 - <80 SG IND CEM ROO <X> FSP ff 2-6 2 ff >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 3 OF 17 PROJECT NO.: 18103 Bw DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 MSa some stones SOIL LOG: #3 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam (110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 125" 7, CURRENT WATER 8, DEPTH TO 9. MISCELLANEOUS: DEPTH: 125 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11, SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon soils. Winter water table was resent at 125" below the existing rade. Horz Depth A 0" 24" Bw 24"- 42" C1 42"- 148" Color Texture 10YR2/1 VGrLm 10YR3/3 GrSaLm 10YR5/6 ExGr/CobC- MSa some stones Soils Strata Description Soil Log #3 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <25 <10 <40 1 SBK - ff 2-6 2 <20 <6 <25 1SBK - - ff 2-6 4 <1 - <75 SG - >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 4 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 10YR2/1 VGr/CobLm SOIL LOG: #4 21% 30" LOCATION: See test pit location map ExGrC-MSa 1. TYPES OF TEST DONE: 20 SCS SOILS SERIES: 3, LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 132" 7, CURRENT WATER 8. DEPTH TO 9, MISCELLANEOUS: DEPTH: 132 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 132" below the existing rade. Horz Depth Color Texture A 0% 21" 10YR2/1 VGr/CobLm C1 21% 30" 10YR4/6 ExGrC-MSa C2 30"- 150" 10YR512 ExGr/CobCSa some stones and boulders Soils Strata Description Soil Log #4 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <25 <10 <45 1SI3K - ff 2-6 2 <2 <75 SG >20 >20 <1 <80 SG - - >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 5 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #5 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 120" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 120 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 128 in/hr for sample #3 taken at 72" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 120" below the existing rade. Soils Strata Description Soil Log #5 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 24" 10YR2/1 VGr/CobLm <25 <10 <55 1SBK ff 2-6 2 C1 24"- 52" 10YR4/6 ExGr/CobCSa <1 - <85 SG - >20 >20 some stones C2 52"- 148" 10YR5/2 ExGrCSa <1 - <75 SG >20 >20 some stones SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 6 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #6 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5, HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 112" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 112 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: 118" 10, POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 99 in/hr for sample #4 taken at 72" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 112" below the existing rade. Soils Strata Description Soil Log #6 Horz Depth Color Texture %CL %ORG CF STR Nil IND CEM R00 <X> FSP A 0% 22" 10YR2/1 VGr/CobLm <25 <10 <45 1SBK - ff 2-6 2 C1 22"- 58" 10YR4/6 ExGr/CobCSa <1 - <85 SG - - - - >20 >20 some stones C2 58"- 118" 10YR5/2 ExGrCSa <1 - <75 SG - - - - >20 >20 some stones and boulders Cgm3 118"-148" 10YR5/6 ExGrLmFSa <12 mas - Mod WI< (Till) SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 7 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #7 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3, LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam (1110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 76" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 76 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 114 in/hr for sample #5 taken at 36" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C2 horizon soils. Winter water table was present at 76" below the existing rade. Horz Depth Color Texture A 0"- 18" 10YR2/1 VCobLm C1 18"- 24" 10YR4/6 EXGrLmW FSa C2 24"- 108" 10YR5/6 ExGr/CobC- MSa some stones and boulders Soils Strata Description Soil Log #7 %CIL %ORG CF STR MOT <25 <10 <55 1SBK <8 <75 SG IND CEM ROO <X> FSP ff 2-6 2 >20 >15 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 8 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #8 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4, DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 70" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 70 IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 70" below the existing rade. Horz Depth Color Texture A 0"- 22" 10YR2/1 VGr/CobLm C1 22"- 30" 10YR4/6 ExGr/CobC- FSa C2 3011-10811 10YR5/2 ExGr/CobC- MSa some stones and boulders Soils Strata Description Soil Log #8 %CL %ORG CF STR MOT <25 <10 <55 1SBK <1 - <80 SG IND CEM ROO <X> FSP ff 2-6 2 >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 9 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #9 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 112" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 112" IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 112" below the existing rade. Horz Depth Color Texture A 0"- 23" 10YR2/1 VGr/CobLm C1 23" 76" 10YR4/6 ExGr/CobCSa C2 76"- 144" 10YR5/2 ExGr/CobC- MSa some stones Soils Strata Description Soil Log #9 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <25 <10 <40 1SBK ff 2-6 2 <85 SG >20 >20 <80 SG >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:10 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #10 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 146" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 146 IMPERVIOUS/RESTRICTIVE Sloping HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C2 horizon soils. Winter water table was present at 146" below the existing rade. Soils Strata Description Soil Log #10 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 14" 10YR2/1 VGr/CobLm <25 <10 <40 1SBK ff 2-6 2 C1 14"- 28" 10YR3/4 ExGrM-FSa <1 - <85 SG ff >20 >15 C2 28"- 156" 10YR5/6 ExGr/CobCSa <1 <90 SG >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:11 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #11 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11, SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon soils. Winter water table was not present to 144" below the existing rade, Hole cave in. Soils Strata Description Soil Log #11 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 30" 10YR2/1 VGr/CobLm <25 <10 <40 1SBK fm 2-6 2 C1 30"- 144" 10YR5/2 ExGrCSa <1 - <85 SG - fm >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:12 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 10YR2/1 VGr/CobLm SOIL LOG: #12 16"- 26" LOCATION: See test pit location map ExGrSaLm 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace 10YR5/1 loam (110) 4. DEPOSITION HISTORY: 5, HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8, DEPTH TO 9. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C2 and C3 horizon soils. Winter water table was not present to 162" below the existing rade. Hole cave in. Horz Depth Color Texture A 0"- 16" 10YR2/1 VGr/CobLm C1 16"- 26" 10YR3/3 ExGrSaLm C2 26"- 123" 10YR5/2 ExGrCSa C3 123"- 162" 10YR5/1 MSa Soils Strata Description Soil Log #12 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <25 <10 <55 1SBK ff 2-6 2 <15 - <70 SG - - - ff 6-20 6 <1 <85 SG - - - - >20 >20 <1 - <10 SG - - - >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:13 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #13 LOCATION: See test pit location map I. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 123mmmmmmm" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 123 IMPERVIOUS/RESTRICTIVE Sloping HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 780 in/hr for sample #6 taken at 72" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 123" below the existing rade. Soils Strata Description Soil Log #13 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 18" 10YR211 VGr/Cobl-m <25 <10 <45 1 SBK - ff 2-6 2 C1 18"- 30" 10YR4/6 ExGrC-FSa <1 - <75 SG - - - ff >20 >20 C2 30"- 144" 10YR5/2 ExGrCSa <1 - <85 SG - - - >20 >20 Horz A C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:14 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #14 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3, LAND FORM: None Spanaway gravelly sandy Terrace loam (110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 65" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 65 IMPERVIOUS/RESTRICTIVE Toe of Slope HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon soils Winter water table was resent at 65" below the existing rade. Test pit was at the toe of slope. Depth Color Texture 0% 20" 10YR2/1 GrLm 20" 36" 10YR416 ExGrM-FSa 36" 84" 10YR512 ExGrCSa some stones Soils Strata Description Soil Log #14 %CL %ORG CF STR MOT <25 <10 <30 1 SBK <1 - <75 SG <1 - <85 SG IND CEM ROO <X> FSP ff 2-6 2 ff >20 >20 _ _ >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:15 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #15 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5, HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8, DEPTH TO 9. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 555 in/hr for sample #7 taken at 84" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was not resent to 144" below the existing rade. Hole cave in. Horz Depth Color Texture %CL A 0"- 14" 10YR2/1 VGr/CobLm <25 C1 14"- 27" 10YR4/6 ExGrC-FSa <1 C2 27"- 144" 10YR512 ExGrCSa <1 Soils Strata Description Soil Log #15 %ORG CF STIR MOT IND CEM ROO <X> FSP <10 <50 1 SBK - ff 2-6 2 <80 SG - ff >20 >20 <90 SG >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:16 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #16 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 97' 7, CURRENT WATER 8. DEPTH TO 9, MISCELLANEOUS: DEPTH: 97" IMPERVIOUS/RESTRICTIVE Toe of Slope HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 1253 in/hr for sample #8 taken at 60" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 97" below the existing rade. Test pit was at the toe of slope. Horz Depth Color Texture A 0"- 12" 10YR2/1 VGrLm C1 12"- 21" 10YR4/6 ExGrC-FSa C2 21"- 120" 10YR5/2 ExGrCSa some stones Soils Strata Description Soil Log #16 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <25 <10 <55 1SBK - - ff 2-6 2 <80 SG If >20 >20 <1 <90 SG - >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:17 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #17 LOCATION: See test pit location map I. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 106" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 106 IMPERVIOUS/RESTRICTIVE Toe of Slope HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 410 in/hr for sample #9 taken at 66" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 106" below the existing rade. Test pit was at the toe of slope. Horz Depth Color Texture A 0" 20" 10YR2/1 VGr/CobLm C1 20"- 38" 10YR4/6 ExGrC-FSa C2 38" 122" 10YR5/2 ExGr/CobCSa some stones Soils Strata Description Soil Log #17 %CL %ORG CF STIR MOT IND CEM ROO <X> FSP <25 <10 <55 1SBK - ff 2-6 2 <85 SG If >20 >20 <85 SG >20 >20 Abbreviations Textural Class &Cementation Structure (CEM) Grades of Structure (Texture) Mod (STR) Str Few - F Fine Cobbled - Cob Granular - Gr Strong - 3 Stone - St Blocky - Blky Moderate - 2 Gravelly - Gr Platy - PI Weak -I Sandy - Sa Massive - Mas Loamy - Lm Single Grained - SG Silty - Si Sub -Angular Blocky - SBK Clayey - CI Coarse -c Very -V Extremely - Ex Fine - F Medium - M Induration &Cementation (IND) (CEM) Weak - Wk Moderate - Mod Strong - Str Mot#les MOT 2nd Letter Size Few - f Fine 1 Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine - 1 Faint - F Common - C Medium .2 Distinct - D Man - M Coarse - 3 Prominent - P Roots ROO) 1st Letter Abundance <X> -Generalized range of infiltration rates trom Sub soli survey <<Aw;�) 2nd Letter Size Few - f Fine - f Common - c Medium - m Many - m Coarse - c FSP -Estimated Design Field Saturated Percolation rate based on horizon specific factors and specific test results. Dso = 7.0 Dso = 19.0 furies = 0.004 log�o(Ksat) _ -1.57 + 1.90D�o + 0.015Dso - 0.013Dso - 2.08frnes logto(Ksat) _ -1.57 + 1.90(0.7) + 0.015(7.0) Ksat = 0.4071 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 577 in/hr Desig n Infiltration Rate Calculation :Nest n Idesign = Ksat initial X CFT Ksat initial = 577 In/hr CFT = CFv x CFt x CFm CFT=1.0x0.4x0.9 CFT= 0.36 Idestgn = 577 X 0.36 Idesign = 208 in/hr For stormwater facility design purposes, USe an Idesign < 20 in/hr. Dso= 0.8 Dso = 7.0 Dso = 16.5 ftines = 0.005 logio(Ksat) _ -1.57 + 1.90Dio + 0.015Dso - 0.013Dso - 2.08fenes logio(Ksat) = -1.57 + 1.90(0.8) + 0.015(7.0) - 0.013(16.5) Ksat = 0.6762 cm/s x 0.3937 in/cm x 60s/min x 60 min/.hr = 958 in/hr Design Infiltration Rate Calculation : Ideslgnn Ideslgn = %sat initial X CFT Ksat initial = 958 In/hr 'FT = CFv x CFt x CFm CFT=1.Ox0.4x0.9 'FT= 0.36 Idesign = 958 X 0.36 Idesign = 345 in/hr For stormwater facility design purposes, USe an Ideslgn < 20 in/hr. Dso= 0.58 Dso = 6I5 Dso = 17.0 ftines = 0.004 log�o(Ksat) _ -1.57 + 1.90Dio + 0.015Dso - 0.013Dso - 2.08fgnes logio(Ksat) = -1.57 + 1.90(0.58) + 0.015(6.5) - 0. 013(17.0) - 2. 08(0.004) Ksat = 0.2513 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 356 in/hr Design Infiltration Rate Calculation : laesign Idesign = Ksat initial X CFT Ksat Initial = 356 In/hr CFT = CFv x CFt x CFm CFT = 1 .0 x 0.4 x 0.9 CFT= 0.36 Idesign = 356 X 0.36 Idesign = 128 in/hr For stormwater facility design purposes, use an laesign < 20 in/hr. -.-NPR HoIdings_LLC_ ._. 3/4 3/8 4 10 20 40 60 100 200 100 its i I f go Tes!!i1 t Pit #6I!jii at tI 7 80- • Sample 4 CO 70--- 60 FL I •50 40 2If" li CL � 30--- 20 fill 100 100 10 1 Sample 4 0.1 0.01 0.001 Cuhh Graver Sand Sill Clay Cnnrsc Medrrmr RIC log,o(Ksat) _ -1.57 + 1.90D,o + 0.015Dso - 0.013Dso - 2.08ffines log,o(Ksat) _ -1.57 + 1.90(0.52) + 0.015(9.5) - 0. 013(20.0) - 2.08(0.007) Ksat = 0.1932 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 274 in/hr Design Infiltration Rate Calculation : Idesinn (design = Ksat inllial X CFT Ksat inulol = 274 in/hr ,FT = CFv x CFt x CFm CFT=1.0x0.4x0.9 ,FT= 0.36 (design = 274 X 0.36 (design = 99 in/hr For stormwater facility design purposes, use an (design < 20 inlhr. Dso = 9.5 Dso = 20.0 fines = 0.007 log,o(Ksat) _ -1.57 + 1.90D,o + 0.015Dso - 0.013Dso - 2.08ffines log,o(Ksat) _ -1.57 + 1.90(0.52) + 0.015(9.5) - 0. 013(20.0) - 2.08(0.007) Ksat = 0.1932 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 274 in/hr Design Infiltration Rate Calculation : Idesinn (design = Ksat inllial X CFT Ksat inulol = 274 in/hr ,FT = CFv x CFt x CFm CFT=1.0x0.4x0.9 ,FT= 0.36 (design = 274 X 0.36 (design = 99 in/hr For stormwater facility design purposes, use an (design < 20 inlhr. NPR Holdings LLC 3l4 3/8 4 10 20 40 00 100 200 100- go-- Test 00 Test Pit #7 at 36" I ;I i i I • Sample 5 t i V) E 70--- 60 0 60 i 3 T 50 0)I ! 40— CO CL CL 3o i i I 20 i' I I i I i Ilk I 10 j � G 0 100 10 1 Sample 5 0.1 0.o1 0.001 Sbm/ Cohh Gravel Silt Clay Conrsc Medium Pine Dio = 0.60 Dso = 0.7 Dso = 17.0 ftines = 0.005 logio(Ksat) _ -1.57 + 1.90Dio + 0.015Dso - 0.013Dso - 2.08ftines logio(Ksat) = -1.57 + 1.90(0.60) + 0.015(0.7) - 0. 013(17.0) - 2. 08(0.005) Ksat = 0.2234 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 317 in/hr Design Infiltration Rate Calculation : Ideslpn Idesign = Ksat initial X CFT Ksatinilial = 317 In/hr CFT = CFv x CFt x CFm CFT=1.0x0.4x0.9 CFT= 0.36 Idesign = 317 X 0.36 Idesign = 114 in/hr For stormwater facility design purposes, use an Idesign < 20 inlhr. Dto= 1.0 Dso = 6.7 Dso = 17.5 fines = 0.009 logto(Ksat) _ -1.57 + 1.90Dto + 0.015Dso - 0.013Dso - 2.08ftines logto(Ksat) = -1.57 or 1.90(1IU) + 0.015(6.7) - 0. 013(17.5) - 2. 08(0.009) Ksat = 1.5286 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 2166 in/hr Design Infiltration Rate Calculation : Idesinn Idesign = Ksat initial.X CFT Ksatinitiai = 2166 in/hr ,FT = CFv x CFt x CFm CFT= 1 .0 x 0.4 x 0.9 CFT= 0.36 Idesign = 2166 X 0.36 Idesign = 780 in/hr For stormwater facility design purposes, USe an Idesign < 20 in/hr. NPR Holdings LLC 314 3/8 4 10 20 40 00 100 200 100 I� � ! so Test Pit #15 at 84" I f Sample 7 ! 1 E 70 60--- I .3 En 40 I I E i i I ( I iki I 30 20 10 0 100 10 1 Sample 7 0.1 0.01 0.001 Cobb Gravel sand .Silt Cirq� Camse btedimn RIC D10 = 0.9 Dso = 10.0 Dso= 18.5 fines = 0.006 loglo(Ksat) _ -1.57 + 1.90D10 + 0.015Doo - 0.013Dso - 2.08frnes loglo(Ksat) = -1.57 + 1.90(0.9) + 0.015(10.0) - 0. 013(18.5) - 2. 08(0.006) Ksat = 1.089 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 1543 in/hr Design Infiltration Rate Calculation : (design Idesign = Ksat initial X CFT Ksat inil3al = 1543 in/hr 'FT = CFv x CFt x CFm ,FT =1.0x0.4x0.9 CFT = 0.36 (design = 1543 X 0.36 (design = 555 in/hr For stormwater facility design purposes, use an Ideslgn < 20 in/hr. Dso= 1.1 Dso = 6.9 Dso= 16.5 'tines = 0.009 logio(Ksat) _ -1.57 + 1.90D�o + 0.015Dso - 0.013Dso - 2.08frnes logio(Ksat) _ -1.57 + 1. 90(1.1) + 0. 015(6.9) - 0. 013(16.5) - 2. 08(0.009) Ksat = 2.456 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 3481 in/hr Desian Infiltration Rate Calculation : Idesian (design = Ksat initial X CFT Ksat initial = 3481 In/hr 'FT = CFv x CFt x CFm CFT=1.0x0.4x 0.9 ,FT= 0.36 (design = 3481 X 0.36 (design = 1253 in/hr For stormwater facility design purposes, use an (design < 20 in/hr. NPR Holdings LLC 3/4 318 4 10 20 40 60 100 200 100 90 i I Test Pit #17 at 66" •Sample 9 i E 70- 0 0 o is �60 � I i j ►�:�'� j � � Ifs 3 III I I I i t o> 50 4� N 40 1j I CL i 30 0_ I I III i I i I j I i 20 I l i !II' 1 � ►ill'' � � I I I 10 o � I � I i � 100 10 1 Sample 9 0.1 0.01 0.001 Sand .S!l! (oil Cnhh (irarel Cnncsc A�dimn line Dio = 0.85 Dso = 5.5 Dso = 16.0 'Fines= 0.007 logio(Ksat) _ -1.57 + 1.90Dio + 0.015Doo - 0.013Dso - 2.08frnes logi0(Ksat) = -1.57 + 1.90(0.85) + 0.015(5.5) - 0.013(16.0) - 2.08(0.007) Ksat = 0.8034 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 1139 in/hr Design Infiltration Rate Calculation : Idesian (design = Ksat initial X CFT Ksatinitiai = 1139 in/hr ,FT = CFv x CFt x CFm 3FT=1.0x0.4x 0.9 'FT= 0.36 (design = 1139 X 0.36 (design = 410 in/hr For stormwater facility design purposes, use an (design < 20 in/hr. tz t IIS ,I � � •:. f ,+�,v, , sp Tor toep IF if — be Now VI .1 1f —— i}I:a�_ - — _ Rt To - VI _____ v -w wn) am ns rf �_Ar . lv 'aamd _ _ _ _ m,rf� _ _- —11 K _ - — --� __ �i tt, : t 1 R Y i _ _ =.. K, -_•_ - _ _ _ _ rlr., . oer _ _ Tr —JI _ :� . �, zl IV 1 IVole To I V. : -n i - _ •/It I _ ye_� ' � 1 9 spy �- :L. !' "oma - '•..' >aIV Q _ fire Trooep 1 I I I - ato T IL — / I 1 1 — a r I —n4 I — TV ` :' To j ",, ' I . To _ — _ Q _ to _ I - k - d i --, - _ i - - --- =` '�e ,:�' ' �+rr%I - _ •�\m . •h r - v o To'. i'. .. - - '\' ..� - - .. - I.6. 0 r l — 5 i _or t , -. - •.l • .. i �• No I L =T�.: I p- — l- IJ _ I TV To To =. .V. ,IV be. TNT to 1.. ob, Too11 to - .. a :� i -'\T-Telfr . 4 v I R 7 : e > a= '! ... L 1. _ _ 1 = ! +1 . i t 1 ITt' l U `: ;t1 I 141 o . it _ tIT I. It �r �' "ti i r< IT me.¢. TV .' IfTV <: 'i' ,' bear. / s 'r — - �.To i'' �,f. - , �' }�_ t = �j . a _ �J �;.. -.! It �1 t. cemb To .RToo _ , i' - - �. /' r"' TV i1 / hh 1. _ ;. - - :. VI 0 M To I —TV 7' J: / li _.70 ny , J , i .• l . /•' , �., - Y. rt - • ll , �� I ,t. I — "• i' I�.s _ - I . 1 •'.f a IAT Lj f t' .'.., r ,� C�7 1�- :1'. _ _ /.:" 1"' dr �t *me 0o. iLL -f —TV r ,t ' , t' Go bee ... , {I _ I IIt We to NoT To To Se" - a. TV o .`/ Too AN 1 I Nod"- i': 9Toit 1 •,ra it ' - -ook 4 T - bee 4 Too TN tar m - ySF, af+ :� t - 9i0 AGE •r - -I To •. I 1 - -` -- .yf.. - ' o., -11 1 >I _ n ��rr- f' j I`�fl a>, :TIT _ _tart �- _ `�� - - - Ir er I:I 4-�JetTV� - Vo— (bet lit to �III a --�-- �,, f I 'N' - ► to— VITI }Ar , jt' _.arc • SII Ij'i �-, _ h N.0; �r: , it - 1