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Home My WebLink About03423 - Technical Information Report - Drainage �� Core Design,lnc. CORE14711 N E.29th Place Suite)Ol \ i DESIGN Bellevue,Washington98007 �� 425.885J877 Fax425 885 7963 �vww.coredesign inc.co m i _ ��, � 1 � �l�w�, STORM DRAINAGE ANALYSIS FOR PHASE 3 STOR-HOUSE SELF STORAGE R�NTON, WASHINGTON � w��p � � r I�s � y� 1 ��; � I �i �,,� /�` d / ( ', � � . 332$1 ' �',� 'P � ��: /�..,°,-� �, o�, ��..��r- f �G1 � �ot�AL�`�� D l��' � Approved b�: Robert H. Stevens, P.�. !, Designed by: Tara L. Burton,E.I.T. EXP►RES 12-04— �� i, Date: October 2007 Core No.: 99121 ENGINEERING PiANNING SURVEYING � 3y23 �� i RENTON MINI STORAGE TA�LE OF CONTENTS 1. Project Overview 2. Off-Site Analysis 3. Detention and Water Quality Facility Analysis and Design 4. Conveyance System Analysis and Design 5. Erosion/Sedimentation Analysis and Design 6. Core and Special Requirements 1. PROJECT OVERVIEW: Renton Mini Storage is located on the south side of NE 3'� Street approximately halfway between Edmonds Avenue N and Jefferson Avenue N in Renton, Washington. See attached vicinity map. The 7.77 acre property is currently vacant. Former use of the site was first as a gravel quany and then as a land fill. The existing ground cover is dead grass and weeds. The ground slopes from east to west at an average slope of approximately 4% across the majority of the property. Along the west boundary of the property slopes are in excess of 100% and slope down to a hole located along the west property line. The developer proposes to construct a storage unit facility and two office buildings with associated roadway and utilities. An area refened to as Phase 2 will be reserved for future development. For the purposes of storm drainage calculations, this area will be considered to be developed as a mini storage facility. This assumption is conservative yielding a higher percentage of impervious area. See attached site plan. The on-site generated runoff will be directed to a water quality/infiltration vault located at the north end of the site near NE 3rd Street. The infiltration vault will be designed to infiltrate up to the developed 10-year, 24-hour storm. Storms exceeding the 10-year, 24- hour storm will be allowed to overflow into an overflow conveyance system that will route excess flows to the existing NE 3`� Street tightlined conveyance system. � • o � � � � Q 405 J�,�� , Q � � �� _ W � � _ z x � Q = - � Q � � N.E. 47N 900 S�EE� srREEr � n! 3RD ST. 3Rp � E ��0� A/RPORT W}; 9� N R S� _� � 5 f P�• �Q �� ST �� si rE S. 3RD. ST. 5��5�� `�• � �� B 167 Q 169 GtiTo� Q - 9<<F`r�q,o � � ��F 4 F r U/ �RADY waY � ,�n. m �t�'� 515 �o �^Z I/lCIN/TY MAP �= 2soo' N Page 1 of 2 �Cing County Butiding and Land Development Dlvisfon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . � - . . . . � � e e Project Owner Northward PronPrt;P� Project Name �nton Mini Storage Address 1560-140th Avenue NE,#100 Location Pha� 425-747-1726 Bellevue, i� 98005 Township 23N Range 5E Project Engineer �}-,e,-+- u c+��s� ��g� �ion 16 � Com re D�esic;n, Inc. 7. Pa^�° Project Size AC Add Phone 4205-148th Avenue NE,#200 Upstream Drainage Basin Size ��.�g AC 425—��-7877, Bellevue 4�1 98007 . � • • 0 Subdivision � DOF/G HPA � Shoreline Management 0 Short Subdivision � COE 404 0 Rodcery . � Grading � DOE Dam Safety � Shuctural Vaults � Commeraal 0 FEMA Floodplain � ah�� Other � COE WeUands O HPA 'I • . . Community New�as�P Drainage Basir��, �v�, � River 0 Floodplain � Stream Q Wetlands � Critical Stream Reach � Seeps/Springs � Depressions/Swales Q HighGroundwaterTable � Lake 0 Groundwater Recharge � Steep Slopes 0 Other � Lakeside/Erosion Hazard • Soil Type Slopes Erosion Potentia! Erosive Velocities Arents, Everett Mat'1. (An) 1 evel.�pn��e Gl n=�i nq ��ht Fill 0-100� 0 Additional Sheets Attatched 1/90 Paga 2 of 2 King County Butlding and Land Oevelopmer�t Division TECHNICAL INFORMATION REPORT (T!R) WORKSHEET . . . � � . . � REFERENCE LIMITATIOWSITE CONSTRAINT ' � Ch.4-Downstream Analysis 0 0 0 0 0 0 Additional Shaets Attatched � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION �X Sedimentation Facilfties � Stabilize Exposed Surfaoe � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities , � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities �1 Cover Practices � Flag Limits of NGPES � Construction Sequence O Other I �J Othe� ' I � � Grass Lined Channel � Tank � Infiltration Method of Arialysis I�i� � Pipe System � Vault � Depression �L� �I � Open Channel � •Energy Dissapator 0 Flow Dispersal CompensatioNMitigation i, 0 Dry Pond 0 Wetiand O Waive� of Elimmated Site Storage ' 0 Wet Pond � Stream � Regional Detention , Brief Description of System Operation �ainage will be collected by tightlined drainaqe !' �st�n and conve�ed tr� wat� �1 i��/infil tat;on vault_ Facility Related Site Limitations � Additionai Sheets Attatched Reference Facility Limitaaon • � .- � Drainage Easement � Cast in Place Vault � Other � Access Easement � Retaining Wall 0 Native Growth Protection Easement 0 Rockery>4'High 0 Tract 0 Structural on Steep Slope Q Other . -o • I or a civil engineer under my supervision have visited the site. Actual � � �=� site conditions es observed wera incorporated into this worksheet and the s�/ f �.��` �' - attatchments. To the best of my knowledge the information provided � here is accurete. 1/90 2. OFFSITE AN�LYSIS: Site visits were conducted during the Fall of 2000. See the attached Upstream Basin Map. Upstream Tributary Area Tributarv to Site: There is currently a small upstream tributary area that is east of the site. It is assumed due to the high infiltrating soils within the tributary area that none of the upstream drainage reaches the site. Tributarv to Fronta�e: Proposed development of the site will include connection of a proposed overflow system to the e�sting NE 3`d Street conveyance system that will convey drainage exceeding the developed 10-year, 24-hour storm event. The drainage basin upstream fr�m the proposed point of connection to the existing system along NE 3`�Street was determined based on as-built information provided by the City of Renton. As-built information for the 1984 Street Improvement Project along NE 4`'' Street and Monroe Avenue NE shows that the existing drainage basin extends from the site and east up NE 3rd Street/NE 4``' Street to Vlonroe Avenue NE. Along Monroe Avenue NE and NE 4`'' Street, a 36" storm drainage system was installed and channeled to an infiltration facility thereby diverting any collected drainage, that was originally collected by an existing 12" conveyance system, away from the site's frontage upstream basin. The existing 12"conveyance system along NE 3`d Street and tributary to the subject site's frontage is used as an emergency overflow route for the infiltration facility should the system fail. It is assumed for the purposes of determining the upstream tributary area that the infiltration facility for the 36" conveyance system will not fail and will not overflow into the existing 12" conveyance system on NE 3`� Street. With the installation of the 36" conveyance system, a small area that was collected by the existing 12" storm drainage system along Monroe Avenue NE was not rerouted to the 36" storm drainage system at the time of installation along Monroe Avenue NE north of NE 4`h Street. Thereby, the existing 12" conveyance system still discharges into the existing 12" storm drainage system along NE 4`� Street/NE 3`� Street. The remaining information for determining the upstream basin area was extrapolated from the City's Utilities Division section maps. The upstream basin area is delineated on a copy of one of the City's Utilities Division section maps and attached on the following pages. � .' '� l / �i � i � � :./ / \` P�..� i � . .. �., � � _. T�f�•'� i'. I 1 li �� I(\ r.(� / � �I ��.� �'1.�11 � I j�:. ` ' � �9 �lti� � 11 t�i�l � .j .� ., .� 1 '�It ��_ C :,I�i. ._ - � ,�\ 1 '"'� ....� .. ' / � � I/ � 'I /.1� � ��7 �� /i j% i.. 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N �• °�c �p 1 � �� ' �N RENTON MINI STORAGE J� �� ' , `i` ` `g�.: " ' CORE PROJECT NO. 99121 `�a � ° �� \ aa9.t � ��J�Am6� . nc-=i 'd � 1 li (�° (' 1`, •I ,,i e � � `��C:-� \� • o�1 000� �.. �P�`� •d ` C ''ov.oOe, �\ '�I, iy` /// h . , i +-.i ' �� ///c ,' � .��1 \ o')_��kfT:'�_o -�:.•��6,o�!e ,ovo op• . �� AgC 'I''� �� . ` /}i�� ,` 1 u 1. n, I } -- �'' \� \ � 1 1 �i ;<��;�I'�- =3 ,, � �, , _ ��:o� �u� •u�� `., I��>i�/°"J„R. z-. � � Downstream Drainage Route The proposed conveyance system for the subject site will allow flows over the 10-year, 24-hour storm event to discharge to an existing catch basin located on NE 3`� Street. The downstream drainage route was confirmed per as-builts provided by the City. Per the City of Renton East Renton Sewer Interceptor, existing 12" storm drainage is shown schematically on the plans to a point approximately 450 feet downstream or west of the subject property's northwest property corner. It has been confirmed by field survey that 12" storm drainage fronts the subject property. It is unclear though based on limited information of the pipe network along NE 3`d Street when the size of pipe changes from 1?"to a larger diameter pipe. The downstream system travels downstream west along :�1E 3`� Street and then turns southwest near the intersection of Sunset Avenue NE. The drainage continues to travel southwest where it eventually reaches Cedar River. No e�sting problems along the downstream drainage route, %4-mile downstream from the subject site, have been documented with the City of Renton, nar is there any evidence in the filed of the system being under capacity. The shallowest slope along the existing 12"storm drainage system along NE 3`� Street is immediately downstream of the point of connecrion for the proposed onsite storm drainage system. Capacity of the existing storm drainage system along this length of pipe will be analyzed following the infiltration vault sizing in Section 3B of this report. NE 3id Street continually from the point of connection steepens in slope. T'he point at which the slope within the existing storm drainage system may level out is near the intersection of Sunset Avenue NE. At this point, the drainage from the subject site constitutes less than 15% of the total drainage within the e�sting system. 3. DETENTION AND WATER QG:�LITY F�CILITY ��1:�LYSIS :�ND DESIGV: A. Hydraulic Analysis The drainage analysis was modeled using WaterWorks hydrology soflware utilizing SBUH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. :�ccording to the geotechnical consultant, the site has a large amount of fill atop the eristing infiltrating soils. The site will therefore be considered to have pervious soils erhibiting characterisrics of Type C soils. The precipitation rates used for this analysis are as follows: Water quality storm (dead storage) =2-year, 24-hour storni=3 � 0.67 in. 2-year, 24-hour storm � 2.00 in. 10-year, 24-hour storm -� 2.90 in. 25-year, 24-hour storm -� 3.40 in. 100-year, 24-hour storm -� 3.90 in. EXISTII�G COI�DITIONS The property is currently vacant. The existing ground cover is dead grass and weeds. DEVELOPED CONDITIONS The developer proposes to construct storage units and office buildings with associated roadway and utilities on 7.77 acres. The west 50 feet will continue to slope and drain to the west. This west 50 feet, 0.77 acre, is not included in the storm drainage calculations. The impervious and pervious areas were measured with a planimeter. The pervious portion of the site was assumed to be lawn and landscaping, good condition. The following information was used to create hydrographs in WaterWorks (also see attached printouts). DEVELOPED CONDITIONS Total Area= 7.0 acres GROLJND COVER AREA(acre) CN Lawn & Landscaping 0.6 86 Impervious 6.4 98 Time of concentration �.60 min. � � � � � � , . .��-,r ,y, s �, � t� �.�P�� E b'.;:�1►i�',°��'�� _� t ' ��rt��. ,�t ,�,�-�� N� ��H�� ` � .�. . � �' ,, �� : �. �- � � , � � ��-�� /.�� .. � � , �� '�IA�r �1�. � , � � , � �� f � � � • ` �� .��,� . . '�. �,� .. . ��...a�r� . � �.w �� -` {��n�'�� .�'�A� i�� [ t � � � �. 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'- i� , 1 "is , '� t.?t.." 10/9/O1 2 :40 :43 pm Dodds Engineers, Incorporated page 1 RENTON MINI STORAGE CORE N0. 99121 . --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: DEVO10 NAME: DEVELOPED 10 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 60 Acres 6 .40 Acres TIME INTERVAL . . . . : 10 . 00 -nin CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 4 . 04 cfs VOL: 1 . 50 Ac-ft TIME: 480 min BASIN ID: DEV025 NAME: DEVELOPED 25 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 60 Acres 6 .40 Acres TIME INTERVAL. . . . : 10 . 00 r.lin CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION CO�rF : 0 . 20 ' !cReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s: 0 . 0050 PEAK RATE: 4 . 79 cfs VOL: 1 . 79 Ac-ft TIME: 480 min BASIN ID: DEV100 NAME: DEVELOPED 100 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 60 Acres 6 . 40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc:42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 5 . 54 cfs VOL: 2 . 08 Ac-ft TIME: 480 min B. Infiltration Calculations and Overflow Analysis INFILTRATION CALCULATIONS The on-site generated runoff will be directed to a water quality/infiltration vault located at the north end of the site near NE 3`d Street. Infiltration within the water quality/infiltration vault will be used for mitigation of the stormwater to meet Core Requirement #3 of the 1990 King County Surface Water Design Manual. The bottom of the vault will be located at a depth that will take advantage of the existing infiltrating or � Type A soils that are currently under the existing fill. The infiltration vault will be designed to infiltrate up to the developed 10-year, 24-hour storm. Storms exceeding the � 10-year, 24-hour storm will be allowed to overflow into an overflow conveyance system ' that will route excess flows to the existing NE 3ra Street tightlined conveyance system. �i, Therefore, the allowable release from the vault for the 100-year, 24-hour storm is the difference between the 100-year peak flow and the 10-year peak flow. The existing 12" storm drainage system along NE 3rd Street will be analyzed at the end of this section to verify capacity. The vault will be designed according to the 1990 KCSWDM. The soils have been shown to infiltrate at a rate of 24.5 inches per hour. The infiltration vault will be sized at the maximum allo`�rable rate of 20 inches per hour per Table 4.52 of the 1990 KC S WD1�1. T�e ir��ltruti�r.Ycrtic::a:t::�vua:t:�;.s � s�:fuce a:ea of2,nnn sq,aar� fPPt, (lfth�� ,nnn square feet only 1,650 square feet is available for infiltration due to construction of the footings and grade beams. The amount of drainage infiltrating is therefore equal to 20 in.ihr.*hr./3600 sec.*ft./'12 in.*16�0 sf= 0.76 cfs. The routing results are summarized as follo«�s (see attached �'VaterVVorks printouts on the following pages): ROLTTING RESULTS 10-YR, 24- 25-YR, 24-HR 100-YR, 24- HR STORM STORM HR STORM Qp inflow into vault(cfs) 4.04 4.79 5.54 Qp overflow (cfs) See Hyd. 3,7 0.00 1.15 2.70 Vault live storage required(CF) 16,110 16,676 17,220 10/1/Ol 1 :23 : 5 pm Dodds Engineers, Incorporated page 1 RENTON MINI STORAGE CORE NO. 99121 --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0 . 7 6 0 3 2 0 6 54 5 8 c f 7 . 0 0 10-YEAR INFILT. 2 1 . 909 540 77968 cf 7 . 00 25-YEARINFILT.+ OVERFLOW 3 1 . 14 9 54 0 73 9 6 c f 0 . 0 0 25-YEAR OVERFLO�v 4 0 . 7 6 0 2 8 0 7 0 5 7 2 c f 0 . 0 0 25-YEAR INFILT. 5 3 . 585 480 77833 cf 11. 80 25-YEAROVERFLO��'+ C;PS025 6 3 .4 6 0 5 0 0 9 0 5 0 5 c f 7 . 0 0 100-YEAR INFILT.-OVERFLO��' 7 2 . 7 0 0 5 0 0 16 2 8 0 c f 0 . 0 0 100-YEAR OVERFLO�V 8 0 . 7 6 0 2 3 0 7 4 2 2 5 c f 0 . 0 0 100-YEAR INFILT. 9 5 . 278 500 101200 cf 11 . 80 100-YEAROVERFLOW+ liPS100 10/1/Ol 1 : 23 : 5 pm Dodds Engineers, Incorporated page 2 RENTON MINI STORAGE CORE NO. 99121 STAGE STORAGE TABLE RECTANGULAR VAULT ID No. VAULT Description: INFILTRATION VAULT Length: 100 . 00 ft . Width: 20 . 00 ft . voids : 1 . 000 STAGE <---STORAGE----> ST?:GS a----STC.�PiGE----> STAGE <----ST03AGE---> STAGr. <----STGR;Gn----> ;ft) --cf--- --Ac-Ft- ift) --cf-- --Ac-Ft- (ft; ---cf--- --Ac-Pt- tft} ---cf-- --Ac-Ft- 300.40 0.0000 0.0000 302.90 5000 0.1148 305.40 10000 0.2296 307.90 15000 0.3444 300.50 200.00 0.0046 303.00 5200 0.1194 305.50 10200 0.2342 308.00 15200 0.34fi9 300.60 400.00 0.0092 303.10 5400 0.1240 305.60 1040� 0.2388 308.10 15400 0.3535 300.70 600.00 0.0138 303.20 5600 0.1286 305.70 10600 0.2433 308.20 15600 0.3581 300.BD B00.00 0.0184 303.30 5800 0.1331 305.60 10600 0.2479 308.30 15800 0.3627 300.90 1000 0.0230 303.40 6000 0.1377 305.90 11000 0.2525 308.40 16000 �.3673 301.00 1200 0.0275 303.50 6200 0.1423 306.00 11200 0.2571 3�8.50 16200 0.3719 301.10 1400 D.0321 303.60 6400 0.1469 306.10 11400 0.2617 308.60 16400 0.3765 301.20 1600 0.0367 303.70 6600 0.1515 306.20 11600 0.2663 3D8.70 16600 0.3811 301.30 1800 0.0413 303.80 6900 0.1561 306.30 11800 0.2709 309.80 16800 0.3857 301.40 2000 0.0459 303.90 7000 0.1607 306.40 12000 0.2755 308.90 1700D 0.39G3 301.50 2200 0.0505 304.00 72D0 0.1653 306.SD 12200 0.26D1 309.00 17200 0.3949 301.60 2400 0.a551 304.10 7400 0.1699 306.60 12440 0.2847 309.10 17400 0.39:4 301.70 2600 0.0597 304.20 7600 0.1745 306.70 12600 0.2893 309.20 17600 0.4040 301.80 2800 0.0643 304.30 7800 0.1791 306.80 12800 0.2938 309.30 17800 0.4086 301.90 3000 0.0689 304.40 B000 0.1837 3D6.90 13000 0.2984 309.40 18000 0.4132 302.00 3200 0.0735 304.50 8200 0.1862 307.00 13200 0.3030. 309.50 18200 0.4178 302.10 3400 0.0781 304.60 8400 0.1928 307.10 13400 0.3076 3a9.60 18400 0.4224 302.20 3600 0.0826 304.70 8640 0.1974 307.20 13600 0.3122 309.70 18600 0.4270 302.30 3800 0.0872 304.80 8800 0.2020 307.30 13800 0.3168 309.80 18800 0.4316 302.40 4000 0.0918 304.90 9000 0.2066 3D7.40 14000 0.3214 309.90 19000 0.4362 302.50 4200 0.0964 305.00 9200 0.2112 307.50 14200 0.3260 310.00 19200 O.S4C6 302.60 4400 0.1010 305.10 9400 0.2158 307.60 14400 0.3306 302.70 4600 0.1056 305.20 9600 0.2204 307.70 14600 0.3352 3�2.80 4c'^� :.11C2 3�5.?� 93�0 0.2250 3�7.?� 1-300 0.3393 l0/1/O1 1 : 23 : � pm �odds �ngineers, Incorporated page 3 RENTON MINI STORAGE CORE NO. 99121 _____________________________________________________________________ STAG'� DISCHARGE TABLE COMBINATION DISCHARGE ID No . COMBI Description: Structure : INF Structure : Structure : RISER Structure : Structure : STAG3 <--�ISC-'v�R33---> STA3E <--DISL�:'r�33---> STA33 <--�ISCK�^-.R3E---> �TTr.GE <--�IS��?AP:�E---> (ft) ---cfs-- ------ (fti ---cfs-- ----- (ft) ---cfs-- ------ (ft) ---cfs-- ------ 3�0.40 0.7600 302.90 0.7600 305.40 0.7600 307.90 0.7600 3C0.50 0.7600 303.00 0.7600 305.50 0.7600 308.00 0.7600 300.60 0.7600 303.10 0.7600 305.60 0.7600 308.1D 0.7600 300.70 0.7600 303.20 0.7600 305.70 0.76D0 308.20 0.7600 �00.80 0.7600 303.30 0.7600 305.80 0.7600 308.30 0.7600 300.90 0.7600 303.40 0.7600 305.9D 0.7600 308.40 0.760D 301.00 0.7600 3D3.50 0.7600 306.00 0.7600 308.50 0.76G� 3�1.10 0.7600 303.60 0.7600 306.10 0.7600 308.60 1.C6°� 301.20 0.7600 303.70 0.7600 306.20 0.7600 309.70 1.6311 301.30 0.7600 303.80 0.7600 346.30 0.760� 308.60 2.3603 301.40 0.7600 303.90 0.7600 306.40 0.7600 308.90 3.15_9 301.50 0.7600 304.00 0.7600 306.50 0.7600 309.00 3.4343 301.60 0.7600 304.10 0.760D 306.60 0.7600 309.10 3.689= 3�1.70 0.7600 304.20 0.7600 306.70 0.7600 309.20 3.92=2 3�1.80 0.7600 304.30 0.7600 306.80 0.7600 309.30 4.1427 3�1.90 0.7600 304.40 0.7600 306.90 0.7600 309.40 4.3475 3�2.00 0.7600 304.50 0.7600 307.00 0.7600 309.50 4.542, 3�2.10 0.7600 304.6� 0.7600 307.10 0.7600 309.60 4.7266 3�2.20 0.7600 304.70 0.7600 307.20 0.7600 309.70 4.9030 3�2.30 0.7600 304.80 0.7600 307.30 0.7600 309.80 5.072_ 3�2.40 0.7660 304.9D 0.7600 307.40 0.7600 309.90 5.2349 302.50 0.7600 305.OD 0.7600 307.50 0.7600 310.00 5.3920 302.60 0.7600 305.10 0.7600 307.60 0.760^ 302.70 0.7600 305.20 0.7600 307.70 0.75�C 302.80 0.7640 305.3� 0.7600 307.50 0.75�0 10/1/Ol 1 : 23 : 5 pm Dodds Engineers, Incorporated page 4 RENTON MINI STORAGE CORE NO. 99121 STAGE DISCHARGE TABLE DISCHARGE LIST ID No . INF Description : INFILTRATION RATE S�AGE <--DISC��?GS---> 3Tk�E r-D:SC:rr3E---> STrGE <--�ISC:r�.33---> STr�E <--D=SC��F.GE---> ;ft) ---cfs-- ------ (ft) ---cfs-- ------- (ft; ---cfs-- ------ (ft; --cfs-- ----- 300.40 0.7600 302.90 0.7600 305.40 0.7600 307.90 0.7E�C 300.50 0.7600 303.00 0.7600 305.50 0.7600 308.00 0.7E>; s00.60 0.7600 303.10 0.760D 305.60 0.7600 308.10 0.7e�� 300.70 0.7600 303.20 0.7600 305.70 0.76D0 308.20 0.7E�C 300.80 0.7600 303.30 0.7600 305.80 0.7600 308.30 0.7E�C 300.90 0.7600 303.40 0.7600 305.90 0.7600 308.40 0.76CC 301.00 0.7600 303.50 0.7600 306.00 0.7600 308.50 0.7ECC 301.10 0.7600 303.60 0.7600 306.10 0.7600 308.60 0.7EC0 301.20 0.7600 303.70 0.7600 306.20 0.7600 308.70 0.7ECC 301.30 0.7600 303.80 0.7600 306.30 0.7600 308.80 O.�ECC 3�1.40 0.7600 303.90 0.7600 306.40 0.7600 3D8.90 0.7EC0 3�1.50 0.7600 304.00 0.7600 306.50 0.7600 309.00 0.7ECC 301.60 0.7600 304.10 0.7600 306.60 0.7600 3D9.10 0.7ECC 3�1.70 0.7600 304.20 0.7600 306.70 0.7600 309.20 0.7600 3�1.80 0.7600 304.30 0.7600 306.80 0.7600 309.30 0.7600 3�1.90 0.7600 304.40 0.7600 306.90 0.7600 309.40 0.7600 3�2.00 0.7600 304.50 0.7600 307.00 0.7600 309_50 0.7600 3�2.10 0.7600 304.60 0.7600 307.10 0.7600 309.60 0.7600 3�2.20 0.7600 304.70 0.7600 307.20 0.7600 309.70 0.7600 302.30 0.7600 304.80 0.7600 307.30 0.7600 309.80 0.7EC0 302.40 0.7600 3C4.90 0.7600 307.40 0.7600 309.90 0.7EC0 302.50 0.7600 305.00 0.7600 307.50 0.76C0 31G.00 �.7EC0 302.60 0.7600 305.10 0.7600 307.60 0.76CC 302.70 0.7600 305.20 0.7600 307.74 0.7cCC 302.60 0.700� 3�5.�0 �.760^ 3C7.80 0.?cC0 10/1/Ol 1 :23 : 5 pm Dodds Engineers, Incorporated page 5 RENTON MINI STORAGE CORE NO. 99121 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE RISER DISCHARGE ID No. RISER Description: OVERFLOW RISER Riser Diameter (in) : 12 . 00 elev: 308 . 50 ft Weir Coefficient . . . : 9 .739 height : 310 . 00 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCfiARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) --cfs-- ------- (ft) ---cfs-- ------- 308.50 0.0000 308.90 2.3919 309.40 3.5879 309.90 4.4749 308.50 0.0000 309.00 2.6743 309.50 3.7620 310.00 4.6320 308.60 0.3080 309.10 2.9295 309.60 3.9666 308.70 0.8711 309.20 3.1642 309.70 4.1430 308.80 1.6003 309.30 3.3827 309.80 4.3121 � 10/1/O1 1 :23 : 6 pm Dodds Engineers, Incorporated page 6 RENTON MINI STORAGE CORE NO. 99121 --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFIAW -ST'O- -DIS- <-PEAK-> OUTFIAW STORAGE <-------DESCRIPTION—-------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10 YEAR ...................... 0.00 4.04 VAiJLT INF 308.45 1 0.76 16109.52 cf 25 YEAR ...................... 0.00 4.79 VAtJLT CONIDI 308.74 2 1.91 16676.30 cf 100 YEAR ..................... 0.00 5.54 VAiJLT COMBI 309.01 6 3.46 17220.23 Cf \ ` (� � � Earth Consultants Inc. ,' � ��\'�,�� ; �� `� f Geotechnical EnginrPrs.Geologists&Em ironmental Scirntisls March 29, 2001 E-8307-4 Revised May 25, 2001 Northward Properties 1560 - 140`h Avenue Northeast, Suite 100 Bellevue, Washington 98006 Attention: Mr. Patrick Gilroy Subject: Infiltration Testing and Slope Recommendations Renton Office and Mini Storage Northeast 3'� Street Renton, Washington References: Earth Consultants, Inc. Geotech�ical Enaineerinq Studv E-8307-3 dated September 7, 1999 _ Earth Consultants, Inc. Geotechnical Engineering Study Update E-8307-4 dated February 26, 2001 Dear Mr. Gilroy: In accordance with your request, we have prepared this letter to present the infiltration test results for the infiltration vault and permanent slope recommendations for the proposed Renton Office and Mini Storage development. We understand that it is planned to _ construct an infiltration vault at the north side of the proposed site with a footing elevation of 32.0 feet. - In our opinion the water infiltrated into the native soils at elevation 302 feet as proposed should infiltrated vertically based on the permeability of the native soils encountered and should not expose the existing soils to infiltrated water. If fill soils are encountered, the fill soils should be removed to native soils. 1805- 136th Place N E,S�ite 2Q1,Bellevue,'a�lashinet�n 98005 Bellevue(425)643-?70�� F?X(425174E-0860 ��c'�I F�ee(98R1?39-c6-� Northward Properties E-8307-4 March 29, 2001 Page 2 Revised May 25, 2001 Infiltration Recommendations Four test pits were excavated at the approximate locations shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A5, fo� a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. The fill in the vicinity of the vault varied in depth from four and one-half feet in test pits TP-101 and TP-102 to fifteen (15) feet deep in test pit TP-103. In general, the fill soils observed in the vicinity of the vault consist of silty sand with gravel and construction debris including asphalt, concrete, bricks, ashes, rebar, and wood debris (Unified Classification SM). The native soils underlying the fill consist of poo�ly graded sand with silt (SP-SM) to poorly graded gravel with sand (GP). No groundwater was observed in our test pits. The soils encountered in the test pits were not screened for contamination. There were traces of staining and some construction debris observed, however no significant signs of contamination such as strong odors were encountered. Three infiltration tests were performed in general accordance with the EPA falling head method described in the 1995 King County Storm Water Manual. The test locations are shown on the attached Test Pit Location Plan, Plate 2, and were approximately fifteen (15) feet below the existing grade. The tests were in the native soils underlying the fi�l. The measured rates were 46 inches per hour, 32 inches per hour, and 69 inches per hour in test pit TP-1, TP-2 and TP-3, respectively. Averaging the rates and dividing by two for the test method, the adjusted rate would be 24.5 inches per hour, which is in excess of the maximum rate of 20 inches per hour for the soils encountered. We recommend using 20 inches per hour for a design rate. The factors for clogging and geometry need to be applied to this rate. The proposed vault is located approximately one hundred fifty {150) feet from the top of the slope on the west side of_the project. We do not anticipate the infiltration vault will impact the slope. Our test pits indicate the depth of the silty sand fill increases west of the proposed vault. We anticipate the water infiltrated at the location of the proposed vault will travel vertically through the cleaner sand and gravel layers underlying the p�oposed vault not towards the slope. In our opinion the water infiltrated into the native soils at elevation 302 feet_as proposed should infiltrate vertically based on the permeability of the native soils encountered and should not expose the existing soils to infiltrated water. Earth Consultants, Inc. Northward Properties E-8307-4 March 29, 2001 Page 3 Revised May 25, 2001 Temporary Slope Recommendations In no case should excavation slopes be g�eater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration and laborato�y testing, the fill would be classified as Type C by OSHA. Temporary cuts greater than fou� feet in height in Type C soils should be sloped at an inclination of 1 .5H:1 V. The native soil would be classified as Type B by OSHA. In Type B soils temporary cuts greater than four feet in height can be steepened to 1 .5H:1 V. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Slopes in fill soils may need to be inclined to 2H:1 V. Excavations should be monitored during grading operations so supplemental recommendations can be provided if needed. Large pieces of construction debris such as concrete, asphalt, or wood may be encountered. Temporary slopes for the vault should be covered with 6-mil Visqueen as soon as the excavations are made to prevent water from falling on the slopes and running into the native soils. The visqueen should be left in place when the vault is backfilled to prevent water from seeping into the fill soils. ' Vault Retaining Walls The vault retaining walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of th+rty five (35) pcf. If walls are to be restrained at the top from free movement, the equivalent fluid weight should be increased to fifty (50) pcf. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act on the wall. If such surcharges are to apply, they should be added to the above design lateral pressure. The passive pressure and friction coefficients previously provided in the foundation section of our referenced report should be used. Backfill for the vault should not be the existing fill soils but should be the native soils or imported structural fill. In order to reduce the potential for hydrostatic forces building up behind the walls, retaining walls should be backfilled with a suitabl� free-draining material extending at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. The free-draining backfill should conform to the WSDOT specification for gravel backfill for walls (WSDOT 9-03.12(2)). A perforated drainpipe should be placed at the base of the wall and should be surrounded by a minimum of one cubic foot per lineal foot with three=eighths inch pea gravel. Earth Consultants. Inc. Northward Properties E-8307-4 March 29, 2001 Page 4 Revised May 25, 2001 Slope Recommendations Three additional test pits were excavated along the ridge below the west slope. Please refer to the Test Pit Logs, Plates A5 through A7, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Test pits TP-104, TP-105, and TP-106 indicate a fill approximately seven to eighteen (18) feet deep. The fill soils consist of inedium dense silty sand with gravel and construction debris including asphalt pieces, concrete, brick, ashes, rebar and other metal pieces, plastic sheets, broken bottles, and wood debris {SM). Underlying the fill, we encountered poorly graded sand with silt and gravel iSP-SM). No groundwater was observed in the test pits. Permanent cut and reinforced fill slopes should be inclined no steeper than 1 .5H:1 V (Horizontal:Vertical). Recommendations for fill slopes were provided in our referenced ' Geotechnical Engineering Study Update. Cut and fill slopes should be observed by ECI during excavation and construction to verify that conditions are as anticipated. Water should not be allowed to flow uncontrolled over the top of the slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. � We appreciate the opportunity to be of service, if you have any questions or need additional � information, please contact us. — Yours very truly, �p.��Ifi� �~ °f �AS'�I�, �l EARTH CONSULTANTS, INC. � ��' �? o �s � z A , 1Y I � l C 0--�.vl�`-� � .t � I �Rodney Dulla Palacios Kristr �o�„e,I�G • . s��o 1 � Staff Engineer Project � - �E�P;RFS 02-09- 0 3 RDP/KM W/jmp �"""----- Attachments: Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Appendix A Field Exploration Appendix B Laboratory Test Results Earth Consultants, Inc. i N ti 'r F�' °��':' � 1 LLM..I!� �•� h�� r��F�� : ¢ c .i .e � i �Ifl � �p �' �I �T � ��f;19r� ♦� �_.r"if �4t I� G. � ^` t�,-�.�s�l{�,"11 Y j_ ' .nyT �}+j �L��1� � H� �f ° :�� ': �i •�fAll IE � �r � �,r `a`� P i7 1- iti -� �F :�Tlti NF �.� � : s `'��3 ` I- �� s�'.�--• ��- �' N 5T ;�j- ` �'3 �� :T —'�!�' �zc.c o� � � �� { v 'SF- rc �� '.` �� _ � � ci.�S ��. r! � ' � _;� � ! �, r.`r i t ''i a:��. � � S' � � 4 `T �,� T� �1� �+�gj,r .. .�4T �' � � � f{� �� =i__-j-_-�-A - ---- - - - , �,. 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't•S3 Ili�'n ;�� • � " � . �.._. �_��}:'•', r•„j Zi�.�•'�—pt }. i�S�.Y � QI4,Tf1R4L� ZLb'i'f ,� �p_F. . _ �_ � � ''�:ci ; �. � �;z ,,�:.�' �_ " ' .��`��'��: �:�� . �-_ r �-�`..�� ;�. �� . ; � , s , p _' ",� t ; ��'h(� {,'��, sy� # _e 's�_{t"t�`t�'.!:' �- � /��I �.�ti.�. e. ti .f� n �'��s � :: � _ f �yt . � � `� : ^ `l�' � ,. 3y ''`` ��,r��3 �f,} '' /�r . f��y f�� .I'-� ' . �- �. y - � � { w � . �-- .'��C+',•. � � � ' '� V � �P�� ;{ ` '�`r� ` •rl � xy ,�i. r'.�+.} 1 ' � 7;- =�s. � �s�r ftf�I S �- .'{y . r `t• _ f . . �{�L�f� ��...�'� 1�4�.�x� rP� '4` `'�`�K �Y��'�..'�� r f 1�:�� t�� l�l7(f� 2f� !'f�#X . ��4;.'�.�� 4��1��: �,`��4'<'��(_ �� j '�`�{�.i� /;(� �' ��:� . r _ ry t, ` j 'k i'--�u._�y `� rnr; �„ , , `, •, ,.-= r s' �1��f: -~•.>�.,-. rR - •.i � �. � f x�yL--i. .,,,� '^�r<-�"•� �'�_ a� f.� J �f#n� �v� �s'd '�!�i� �.{�.��!� r�� -ir�. `f' ,f - � ��• ��. � , � �, n�..x.� -_ ----------- � , -- - � ��Y �: �,� �.: �l � �}t_ .,-ti ,. t'�� ,_' �,. � {.}i i;;� �?" i A ti a .� +y��'' k;�' ` � x� � Y� � � #+.a' -.t S. /� . � c��'� _`�� _: •%! _1`.� `�., :�d`��C '.!o-� �`'.,, � ,?t� �j� �''� '. , � T irwm �"'�t ''"ry { �.'. ,� :"1� .��.� ��5{� �TifF/16S'� '� s.+�,�� l*'ua^�, i :ti'.-'��-..• ��;:�' � .i� � ::,a.�,�'�i e f� �� ,� • �' � .1�� ., + �� ''%: � '' T• _,� � �,. •s. �:` ��'�`.Y �,T '�'�i� �' ''9• J J! ` . � ,, r. �F i Reference: EaCtrl CO1`1SUItarltS, II"1C. Puget Sound Area Georechnical Engineers Geobgisrs S Env'vonmenral Scienrisrs King County/ Map 656 By Thomas Brothers Maps Vicinity Map oated 200� Renton Mini-Storage Renton, Washington NOTE: This plate may contain areas of color. ' ECI cannot be responsible for any subsequent Drwn. GLS Date Mar.2001 Proj. No. 8307-4 � misinterpretation of the information resuiting from black&white reproductions of this plate. Checked R�P Date 3/29/01 Plate � ��c� , , �p `�'�� I Proposed `�"°�J � - ' � Storm Drainage � � i Vault ; ' � ( � I -102�T'P-141\ �TP-11 � � � � ' � _103� i�J, ; 320 Approximate Scale ' TP-107-i-}�� i � 0 50 100 200ft. ' � A i -i- � 310 -- - - -- - - - - - P-10 � i � L�GE�Q 300 -�- i �`'0 _;_ TP-8 i zeo �TP-9 TP-101 -�Approximate Location of �� , rP-s ; ECI Test Pit, Proj. No. , � G E-8307-4, Mar. 2001 , TP-1 -�-Approximate Location of � ECI Test Pit, Proj. No. ' , j E-8307-3, Sept. 1999 i � � � �_____________; F B ! Subject Site � ; i_ ; _ - - i �—I TP-7 � � -r- � � �P_5:� �--- H ; � Proposed Building I �TP-106 i � � � i � i i � � � � , � � � �o �----i Proposed Future Addition ' � ; i i � � � i_____; (Phase II) i � � , i � � i i i � i i � i � i i `: � i i _ i : _r � i i � i i i TP-105 i i � TP-1 f�- �---- � NOTE:This plate may contain areas of color. ECI cannot � � � i � � i P-4 be responsible for any subsequent misinterpretation of i i � i � i -i E ! the information resulting from black&white reproductions i i i i i � , of this plate. I � i � � i i i i .l C i-i- � � � i i i � � � � � Earth Consultants Inc. _ , TP 104 i I � � 1 � i Geaechnical Engneers.Geologists&Environmental Sciernisrs � � I ' ; ; i i � i TP_2 rP-3 - ' Test Pit Location Plan , � , ' i__; `---' �-'- Renton Mini-Storage � � Renton, Washington ! r-------------- I I � � � `"--'---------� Drwn. GLS Date Mar. 2001 Proj. No. 8307-4 3,0 32° CheCked RDP Date 3/30/01 Plate 2 zso 2�0 2ea zso 3oa A FIELD EXPLORATION E-8307-4 Our field exploration was performed on March 14, 2001 . Subsurface conditions at the site were explored by excavating seven test pits to a maximum depth of twenty-one {21) feet befow the existing grade. The test pits were excavated by Northwest Excavating subcontracted to ECI, using a trackhoe. Approximate test pit locations were determined by pacing from site features. Approximate test pit elevations were determined by locating on the site plan. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate A1, Legend. Representative soil samples were placed in closed containers and retumed ' to our laboratory for further examination and testing. Test Pit Logs are presented on Plates A2 through A8. The final logs represent our , interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. , Earth Consultants, Inc. MAJt7R DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL � (�jW Well-Graded Gravels,Gravel-Sand Andve1 Clean Gravels � e Q e a e 9W Mixtures, Little Or No Fines Gravelly (little or no finesl M r Gp Poorly-Graded Gravels,Gravel- Coarse Soils • • • Grained 0 � � gp Sand Mixtures, Little Or No Fines Soils More Than (�(N Silty Gravels,Gravel-Sand- 50� Coarse Gravels With gm Silt Mixtures �raction Fines(appreciable Retained On amountof finesl G(; Clayey Gravels,Gravel-Sand- No. 4 Sieve 9C Clay Mixtures Sand ,�o 0 0 �o SW Well-Graded Sands, Gravelly And Clean Sand o � o SW Sands, Little Or No Fines Sandy (little or no fines i * � .� : More Than Soils a '�' O y SP Poorly-Graded Sands, Gravelly 50% Material � 'p+ 4 � Sp Sands, Little Or No Fines Larger Than More Than No.200 Sieve 50% Coarse S� Silty Sands, Sand-Silt Mixtures Size Fraction Sands With S�YI Passing No.4 Fines(appreciable � amount of fines 1 SC SC Clayey Sands, Sand-Clay Mixtures Sieve M L Inorganic Si�ts&Very Fine Sands,Rock Flo�r,Silty- rp� Clayey Fine Sands;Clayey Silts wl Slight Plasticity Fine Silts Liquid Limit C�, Inorganic Clays Of Low To Medium Plasticity, Grained �d Less Than 50 � C� Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays � I � I � I QL Organic Silts And Organic � I � I � I O� Silty Ciays Of Low Plasticity MH Inorganic Silts,Micaceous Or Diatomaceous Fire More Than mh Sand Or Silty Soils 50% Mater�al Silts Smaller Tran And Liquid Limlt CH Inorganic Clays Of High No.200 Sieve Ciays Greater Than 50 C�'1 Plasticity, Fat Clays. Size nH OrAanic Clays Of Medium To High �j� � � �' O�l Plasticity, Organic Silts `�� `�J� `�� pT Peat, Humus, Swamp Soils Highly Organic Soils i, ��, ��, �� pt With High Organic Contents Topsoil 'y�'y�'� Humus And Duff Layer Fill Hlyhly Variable Constituents The discussion in the text ot this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicdte borde►i(ne sdl classiRcetlon. C TORVANE READING,tsf I 2"O.D.SPUT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE,%dry weight j� 24'I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED ' SAMPLE NOT RECOVERED i WATER OBSERVATION WELL pcf DRY DENSITY,Ibs.per cubic ft. LL LJQUID UMIT,% 4 DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDIX DURING EXCAVATION Z SUBSEQUENT GROUNDWATER LEVEL W/DATE � . Earth Consultants Inc. LEGEND il� \ :/ ��. Q'u1C�lu1HJIli�1$NMt'A.<itx*IbNS61Jlv1!(NYIYiIt.JSII(AlIb15 Proj. No.8307- Date Mar. 2001 Plate A1 Test Pit Log ProJed Name: Sheet of Renton Mini-Stora e 1 1 Job No. Logged by: Date: Test Pit No,: 8307-4 RDP 3/14/01 TP-101 Excavation Contador. Ground Surface Elevation: NW F�acavating 315' Notes: surtace conditions: Grass General W �E o �i E j E Notes c9 v� cn cn SM Brown silty SAND with gravel, medium dense, moist(Fill) � 2 -construction debris,bricks,ashes, concrete pieces 8.5 3 4 �' ' S SP-SM Brown pooriy graded SAND with silt and gravel, medium dense, moist 4 � � o ° 6 ..��.0-.��'�. O n � 00 � Q I V O 9 o ° 0 tO o ° 0 11 e ° 12 0 o ° 13 0 � ` 14 ° 15 ° -6%fines at 18' �.s 16 Test pit terminated at 16.0 feet below e�asting grade. No groundwater encountered during e�a:avation. NOTE: Elevations obtained from Core Design Topographic Surv�ey,dated � 10/2000, Project Number 99121 � 0 c� � � a 0 � Test Pit Log Farth Consultants Inc. Renton Mini-Storage � � GcxxecyinkalFngh�tas,GrMoglsn&F]rvlrmmenralSclr.nAsn Renton,Washington H a WProj.No. 8307-4 Dvm. GLS Date MBr.2001 Chedced RDP Date 3/29/01 Plate A2 Subsurface conditions depicted repres�t our obeervatans at the time and location of this e�loratory hole,modified by engineering tests,analysis and �udgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of nfnrn�oFinn..recnn4a�1 i.n N.ie Lv. Test Pit Log ProJect Name: Sheet of Renton Mini-Storage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-102 Excavation CoMactor. Ground Surface Elevation: NW Excavating 315' Notes: � o t �' � surface conditions: Grass �tle.sl W L°� a p �'' m � E � � � � SM Brown silty SAND, medium dense, moist(Fill) 1 2 -construction debris,concrete,asphalt, bricks,ashes 3 4 4•9 5 SP-SM Brown poorly graded SAND with silt and gravel, medium dense, moist 'o 0 e 6 a o'° 7 � v i 6 i° !;i a 0 9 o ° 0 1O ° � , 0 11 o a �2 0 o ° 13 0 � ` � 14 .�I . 15 GP Brown poorly graded GRAVEL with sand, medium dense to dense, w moist ... ts a.3 • • -2%fines Test pit terminated at 16.5 feet below e�asting grade. No groundwater encountered during e�acavation. Q � 0 0 U W � a t9 � Test Pit Log (�� Earth Consultants Inc. Renton Min�Storage O Caxxcrtm�alFngtn�ta&Gerk�gls�sRFnvlmnmenqUScyr.ntl.� Renton,Washington r a W Proj.t�o. 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29/Ol Plate A3 Subsurtace conddions deplcted represent our observatans at the Gme and bcation of this e�loratory hole,modified by engineering tests,analyss and judgmerrt. They are not necessarily representative of other times and locations.We cannot aocept responsibility for the use or inter�xetation by others of :nF rmef'v.n�vncnn}e�M{{�ic I�.n Test Pit Log Project Name: Sheet of Renton Min�Storage 1 1 Job No. Logged by: Date: Test PR No.: 8307-4 RDP 3/14/01 TP-103 Excavation Corrtador: Ground Surface Elevation: NW F�acavating 315' Notes: L L a � Surface Conditions: GI'eSS NGeneral (% �� Q LL � ? E (� c� N tA SM Brown silty SAND, loose to medium dense, moist(Fill) � 2 -obseiv�ed construction debris,concrete, asphaft,rebar, ashes, plastic 16.8 3 4 5 6 7 a 9 10 11 12 13 14 s.o '" "' 15 SP Gra oorl raded SAND with ravel medium dense moist 4%fines Test pit terminated at 15.5 feet below e�asting grade, No groundwater encountered during excavation. s � � 0 � U W � a 0 � Test Pit Log (� Farth Consultants Inc. Renton Mini-Storage p GexxecYintcalFngfi�s.Gc�gtv�RaFnNmnnxnralSclmtbr� Renton,Washington H a W Proj.No. 8307-4 Dwn. GLS Date Ma�.2001 Chedced RDP Date 3/29/01 Plate A4 Subs�nface condrtions depicted represent our observations at the time and location of this e�loratory hole,modfied by englneering te�ts,analysis and judgmeM. They are not necessarily representative of other times and bcations.We cannot accept respons�'bility for the use or interprexation by others of infnrmaFinn..ruccn4al.�n H.ic I.v. Test Pit Log Project Name: Sheet of Renton Mini-Storage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-104 Excavation Contactor. Ground Surface Elevation: NW E�acavating 290' Notes: � _ „ surtace condiaons: Depth of Topsoil &Sod 1"-2":grass General W t � t a N g Notes (96) � �n � � u� � v SM Gray silty SAND, loose to medium dense, moist(Fill) t 2 -observed concrete, asphalt, bricks,plastic, broken glass,organic odor 20.� 3 4 5 25.4 6 7 u -observ�ed wood debris(small chunks) 9 10 11 t2 -grades to a brown ashlike clastic sand with broken glass and ashes 39.3 13 14 15 16 17 0 � 6.6 �8 � • �9 SP-SM Brown poorly graded SAND with silt, medium dense, moist Test pit terminated at 20.0 feet below e�dsting grade. No groundwater W o° encountered during e�acavation. � a c� ` Test Pit Log �C� Earth Consultants Inc. Renton Minl-Storage O Gc�ectmlral Fnglrxtya Geok�gLtin h F]ivlmnmenral Sclmil+n Renton,Washington � �' Proj.No. 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29/01 Plate A5 � Subsu�face conditions depicted rep�esent our observations at the time and location of this e�loratory hole,modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or irrterpretation by others of infnm+ol7nn..roco.,�e.i....fhic I.... Test Pit Log Project Name: Sheet of Renton Mini-Storage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-105 Excavation Contador. Ground Surface Elevation: NW E�acavating 290' Notes: � _ „ surtace conditions: Depth of Topsoil &Sod 1"-2":grass t L n (n GCltE�� (% �� Q LL � ? � SM Brown silty SAND, loose to medium dense, moist(Fill) � 2 concrete and some asphalt, red bricks, plastic, broken glass 21.8 3 4 -becomes gray 5 -45°/a fines s � SP-SM Brown poorly graded SAND with silt, medium dense, moist 0 , " i o i ' i 0 9 0 � �� 4.6 � 11 0 Test pit terminated at 11.5 feet below e�sting grade. No groundwater encountered during e�avation. � � 0 � U W � a � � Test Pit Log �(� Fa.rth Consultants Inc. Renton Mini-Storage p CcxxMmkalPnglrraaGccNc�glsis&FnNronnx�rmelticYmrU-s Renton,Washington � a � Proj.No. 8307-4 Dwn. GLS Date Mar'.2001 Checked RDP Date 3/29/01 Plate A6 Subsurhace condfions depicted represent our observations at the time and location of this e�loratory hole,modfied by engineering tests,analysis and �udgmerrt. They are not necessarily repre5entative of other times and locations.We cannot acoept responsibility for the use or interpretation by others of �..r....�t:...,..r�o..+�.,.,rti��i.... Test Pit Log ProJect Name: Sheet of Renton Mini-Storage 1 1 Job No. Logged by: Date: Tast PR No.: 8307-4 RDP 3/14/01 TP-106 Excavation Contactor. Ground Surface Elevation: NW Excavating 295' Notes: „ — L �, � o Surface Conditions: Depth of Topsoil&Sod 1"-2":grass and small trees �Nontes' W � E °a' � m � E. (°�) � N o � � N SM Brown silty SAND with gravel, loose to medium dense, moist(Fill) � 2 -construction debris observed,small pieces of concrete,asphalt, bricks, plastic, broken glass, onganic odor �s.s 3 -becomes reddish brown a 5 6 , � -ashes observ�ed s s �o 2.a •o�, �� SP Grades to brown pooMy graded SAND, medium dense, moist Q ° � �2 000 O •O a ° ' 13 c° 0 0 0 Test pit terminated at 13.5 feet below e�asting grade. No groundwater encountered during e�acavation. Q � � 0 � U W � a [� � Test Pit Log �(7 Earth Consultants Inc. Renton Mini-Storage p C�aMmkalFn{,Anrds,Gmk�gtst+WFnvfronnrnfalSdr.n114:s Renton,Washington H a � Proj.No. 8307-4 Dvm. GLS Date Mar.2001 Chedced RDP Date 3/29/Ol Plate A7 Subsurtace cond�tions depicted represent our observations at the time and location of this e�loratory hole,modifled by engineering tests,analysis and judgment. They are not necessarily representative o(other times and locations.We cannot accept responsibility for the use or irrterpretation by others of �.,a.,.,.,�+�.......�e.,+�.,�«tic�i.,,. Test Pit Log Project Name: Sheet of Renton Mini-Storage 1 2 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-107 Excavation Cor�tactor. Ground Surface Elevation: NW E�acavating 310' Notes: � o L „ N a surtace con�cions: Depth of Topsoil &Sod 2":grass and small trees General W Notes �96� � �, p" m � �, c7 cn w cn SM Dark brown to brown silty SAND with gravel, loose to medium dense, moist(Fill) t 2 -construction debris observed, pieces of concrete, rebar, bricks, broken glass,wood debris 9.9 3 4 5 -becomes gray � 6 -asphalt chunks 1'-2'observed 7 14.3 R -becomes gray with grav�l ��i 9 -23%fines �o 11 12 13 14 15 16 17 � 18 � M O W2�4 �9 -observ+ed a yellow sandy soil, possibly foundry materiai � a c9 � Test Pit Log �t� Earth Consultanrs Inc. Renton Mini-Storage p rxxtt�.fmMalFnghMs,Geob�OsrskFnvlmnnxxn�al5[Ymtl��s Renton,Washington F a W Proj.No. 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29/01 Piate A8 Subsurface conditions depided r esent our observations at the time and bcation of this e�loratory hole,modiTied by engineering tests,analysis and judc,�nent. They are not necessari r representative of other times and locations.We cannot accept responsibility for the use or interpretation by arthers of �..a.,..,,�F�.......�e.,F�...,ttiM i.... � � � � � ► � . • •• • � � •� . ; � : . . �� w�s�� ' .. .r,- ��:��■■�� ,�ia��■��■��■� - ��■ Lrr��■■■■�� •, ��►�o��■�■�� ■��ow 1��■��■��■��■�■�� o�a��i��■��■��■�■■�� ■�� ■��■�■�■■�� ■�� ■��■�■��■��■�� . • •� ��►�M ��■��■��■�� , ' ' �� ■�■��■�� s ��■��■��■�■�� ■ �� ■��■■■�� :��■��■�� 'tl��■��■�■�� . �� .��■��■�� _��■��■��■/�■�� • �� s��■■��1 �� 1��7�■��■��■�■�� .1 -��0�•-�_��-��■�� i 1 -�� _��- ��-��-��- -�� _��-��-��0�- -��'��-��-��-��_ - • � 1 -��0�__��_��■��- 1 . • �� 11 ��■�� • �� ■��■■�� ■�� r��\��■��■�� •� ��■��■�■�� .� ��■ ��■8��1��■� ��\\�� . ��2��t11�� ■�� ■��\��11��\��■■�� ■��■��:��\�■�■��■■�� ■��■�Ji��■�� `��■��■■■■�� La \��■■�� ■��7:��■��r��■�� ■��■��`:!'.��\■��■�� ■��i��\■��■��■�� • ��■� ��!�\��■■�� .� ��■�0��■��C�L��■■�� ■� ��'��. ��■�■�� \��■�� ■��■��:7��■��■■�� • � ��■��■� ��S'�l7!\'1�'��■■�� -��-�� a �i�■��-�■��■��- - ��a�� a��■■�� iiiiiiii�nu ii��i�■ ��ii��i■��■�■�� - - � - - - - - = = = = = = • . . � • � �� . - „ . � •' ' . . • �� ,� '� mm . . �. . , • . ; . � . . , � . . . • . • .�• . - . � ■ � � . � , � � � � � � � � . • •• � � •� s • • : . �� Sir��a�� ■�� .. •f,- ��r�1��■��■�■■�� i. �I��■��\■■■�� ■��■�� • ��., ��■�� ii��\■��■��■��■�■�� 7��I��■��■�■�� ■�■�� ii��t�l��■��■■■�� • :� ��'1��\��■■■�� ■��■�■��■��■■�� i�:�� . ��■i��L��■��■��_� • �� ■��■�� ■��r�►��■�� . �� ■��■��r�� • ��lt��l�� ■��\�\\��■�� .� �� l�� .� ��■\��■�� ■��l��\��■■��0�� ■��1�['��■�� ' � ��■��►\��►�� . � �� ■�� ' �. ��■��7��■■■�� ■��■\�■��7��■■�■�� Z��■��t��■��■�� '� ��■�� ■��\�� .� �� ■�� ■��■■�� ■�� ■■■�� ■��■�i��■��■■�� \'��■■�� e��■��t��■�� ■��`i��■�� ■■�� ■��[��■�� ■��■��■��■■�� •� �� ■�� ' ��■��\�� ■�� i��■�� ■��■��■��■��■■■�� . � ��■��e��■�� ■��■��■�� ■�a■��■■�� ■ i�i�ii�ii�u u�■�i��i��i��i�ii�iii��iiiiii�� - - - = - = - = - � . . � . • � . ' . . � . � :. . . . � �� ,' '• mm �. . ,: � � : . • • � . OVERFLOW AN��LYSIS An overflow system will be installed to convey flows exceeding the developed 10-year, 24-hour storm event. The overflow system will be a 12"tightlined storm drainage system that will connect to the existing 12"tightlined storm drainage system on NE 3`� Street. An overflow riser will be installed within the water quality/infiltration vault at an elevation equal to the elevation of the maximum water surface elevation for the 10-year, 24-hour storm evente The shallowest slope along the existing 1�"is immediately do«�nstream of the point of connection. This point of connection is the concentration point for the determination of the upstream area. See Section 2 tipstream Tributary Area for a description and exhibit of the frontage upstream area tributary to the existing 12" conveyance system along NE 3'� Street. The exisring pipe slope immediately downstream of the point of connection is 1.9%. Upon proving that the 12" storm drainage system can safely convey the required flows at the shallowest slope will ensure that the system can convey the required flows to a point where the site's 100-year, 24-hour peak flow will become an insi�nificant portion of the entire contributing basin. The impervious and pervious areas of the frontage upstream basin were determined by use of either Table 3.5.2B of the 1990 KCSWDM for single family lots or assuming total forested conditions for multifamily and/or commercial lots or assuming 80% impervious coverage for main roads. Soils within the upstream basin consist of Arents, Everett material (An) or Type A soils. See attached Upstream Basin Map. The single family residences which will include Jefferson Avenue NE take up an area of 1.1 acres. There are 5 single family lots which would calculated to be 5/1.1 = 4.5 DU/AC. The impervious area associated with the single family houses is therefore 46°�0 of the 1.10 acres or 0.51 acre. Th� remainin� lots consist of apartment comple�es and an Ai��1iP:�'I on -�.8 acres. These remaining lots were developed with detention systems. The ground coverage for the apartment complexes and AM/PM are therefore assumed to be pre-developed forested conditions. The remaining basin or 5.9 acres, consists of roads. The impervious area associated «-ith the remaining area is 80°%�`5.9 acres= 4.72 acres. The following information was used to create hydrographs in WaterWorks (also see attached printouts). UPSTREAM TRIBUTARY Total Area= 11.8 acres AREA TO POINT OF CONNECTION GROLTND COVER AREA(acre) CN 2" Growth Forest 4.80 55 Lawn& Landscaping 1.77 68 Impervious 5.23 98 Time of concentration Assumed 10.00 min. Under Section 3A of this report, the 25-year overflow rate is 1.15 cfs. See Hydrograph 3. The upstream 25-year peak flow is 3.58 cfs. See attached Basin Summary on the following pages. The combined 25-year peak flow is 3.59 cfs. See Hydrograph 5. The 100-year overflow rate is 2.70 cfs. See Hydrograph 7. The upstream 100-year peak flow is 4.29 cfs. See attached Basin Summary on the following pages. The combined 100- year peak flow is 5.28 cfs. See Hydrograph 9. The existing slope immediately downstream of the point of connection to the e�sting tightlined conveyance system on NE 3`� Street is 1.9%. At 1.9%, a 12" pipe is capable of conveying Q = 1.49/n*A*RZ`3*S''z = 1.49/0.012*(�/4*12}* (0.5/2)�'''*0.0191z = 5.33 cfs. The 25-year and 100-year peak flows are contained within the existing conveyance system. In the event the stormwater flows exceed the capacity of the 12" storm line, water would overtop the frontage catch basin and flow safely within the curbline of NE 3'� Street, as allowed under Core Requirement 1. 3/29/O1 2 : 9 : 1 pm Dodds Engineers, Incorporated page 2 RENTON MINI STORAGE 99121 ' BAS IN SLTMMARY BASIN ID : UPS025 NAME : UPSTR�AM 25 YEAR EVENT SBUH METHODOLOGY TOTAL AR.EA. . . . . . . : 11 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ?RECIPITATION. . . . : 3 .40 inches AREA. . : 6 . 57 Acres 5 . 23 Acres '�IME INTERVAL. . . . : 10 . 00 min CN. . . . : 58 . 50 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 .20 ,�mpTcReach - Sheet L: 300 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0050 impTcReach - Channel L: 1700 . 00 kc : 42 . 00 s: 0 . 0200 PEAK RATE: 3 . 58 cfs VOL: 1 . 62 Ac-ft TIME: 480 min BASIN ID: UPS100 NAME : UPSTREAM 100 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP FRECIPITATION. . . . : 3 . 90 inches AREA. . : 6 . 57 Acres 5 .23 Acres TIME INT�RVAL. . . . : iQ . 00 m-_� CN. . . . : 58 . 50 98 . 00 TC. . . . . 10 . 00 min 10 . 00 min ! ABSIRACTION COEFF : 0 . 20 � impTcReach - sneet L: .iuu . uu ns : u . ullu p�yr: 2 . 00 s : 0 . 0050 impTcReach - Channel L: 1700 . 00 kc :42 . 00 s : 0 . 0200 PEAK RAT� : 4 . 29 cfs VOL: "_ . 95 Ac-�t T=ME : 480 min r C. Water Quality Volume Calculations Dead storage within the water quality/infiltration vault will be used for mitigation of the stormwater to meet Special Requirement#5 of the 1990 King County Surface Water Design Manual. A biofiltration swale will not be installed per Core Requirement#3 as allowed by the City of Renton. According to the 1990 King County Surface Water Design Manual, the required volume for dead storage of the vault shall be equal to the water quality storm in the developed condition. The water quality storm is defined as a storm having a precipitation equal to 1/3 of the 2-year precipitation. The dead storage required for the vault is 11,168 ft3. See basin summary printout on the following pages. The vault will be designed with a depth of 5.6 feet with surface dimensions of 20 feet by 100 feet. The dead storage provided therefore will be 11,200 ft3 which exceeds the required minimum. 10/9/O1 2 : 40 : 50 pm Dodds Engineers, Incorporated page 1 RENTON MINI STORAGE CORE NO. 99121 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID : DEVWQ NAME : DEVELOPED WATER QUALITY EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 60 Acres 6 .40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 . 71 cfs VOL: 0 . 26 Ac-ft TIME : 480 min L t , Ilv�jC�' I ,> „ r, � -'t� . ..-� ... . �� .::�;F�,,;, ��;�r.�,�� ,_ �.z � ,;, ,:�;;=•~ ...� ., s �� YiS�� ..�"�' � Yr,r''�� -- ,,r;'�5i� � r� ' (.� �/�� i . ,�,' ; r ( i��,,: .,.r r�,.�.:. 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"t`�k'.:i ,..,, �,�,ORlrl l.�Ol`I Y �..�t11'tll.�E `7 II �TL� D�.71CN LOCA'!'ION: KINCCOUN'1'Y 24-HRRAIM�ALL: 3.9 INCHES JOIi N,\��11?: �c�;ix lclf Slur:��c and 1)Ificc .106\'U\IISI(It: 991 ZI PRl'SPARED BY: R.Stevens llf SIGN STORM: 100 YP:AIt lNC1iL�IP,Cl.I:aL, '�.� R[tNUJ'J' 7�M1IPT.Ra'IE)I1S�.��.'� �IMIEiOF itAI.NR.I.LL -1'1t11S1I'lA1LY:' ...,if!FPB.. . �:�:PII'IL e�1'tl'1� �:\E:YFSAI�.�.� TIIAVP;I;:�� P.1.P�;CAF'�14>I 11!iUMNIAk�Y. :�::: r�re':a�c:,��FM��;: ,�RE� ';�rt�ri;i�i•�C7��;�r �.��.�xi;a yuuut�.- f(�NC�. 1hi'Fp,N$iiv �:YIA�V snAMMiiv(�'S UI��'Fpit '.S4QKk� Y:i>,N(:rrl ;�t�,toCYY�I�.�'. trMN ��; �1�h+�i�;i.a v(t'�il:l� �2t�?l'11/U�Et7Ei,1�:�::�: � .. r !: .....FtNCH&51 4. -: kliVnl r0 �� .�f'Yh1;91 "�':- �tA`�'l tA't.)-: [rctMV'rGSI. ..._tN/�#�il . 4 rs1 :. �':: .. ...... .PG�['plv�') ;-'S��Fc�.�l -(huSF.cJI :'Ervnn4i�kS3 f�Fsl, � fN1/d1:47 tk'�KCICNT3 ::.. ll 10 Q20U U.h4 l).168 OJ68 10.00 239 0.401 OAl2 12 0.60U I86 ?.�3 I.Z2 2.990 3.31 13.4% 10 9 0.40U U.84 0336 0.504 ll.22 2.22 I.I18 0.012 l2 0.500 IOti 3.27 0.54 2.729 3.47 41.0°/ 9 8 U300 0.84 0.252 0.756 11.77 2.15 1.628 0.012 l2 0.500 100 3.61 0.46 2.729 3.47 59.7% 8 7 Q200 0.84 O.I6R 0.924 12.23 2.10 1.943 OAl2 12 0.500 IOU 3.75 0.44 2.729 3.47 71.2% 7 6 0300 0.84 0252 1.848 12.ti7 2.06 3.799 OAl2 12 0.500 60 3.47 0.29 2.929 3.47 139.2% 6 5 0.000 0.84 0.000 4.872 12,96 2.03 9.874 0.012 l8 0.500 56 4.55 0.20 8.047 4.55 122.7% 5 4 0.600 0.84 Q504 S.J76 13.16 2.01 1OJ88 0.012 18 0.500 l60 4.55 0.59 8.047 4.55 134.1% 4 4a 0.700 0.84 0.588 5.964 13.75 1.95 11.G45 0.012 18 0.500 94 4.55 0.34 8.047 4.55 144.7% l4 13 0.300 O.A4 0.252 0.252 10.00 239 0.601 OAl2 12 0.600 189 2.95 1.07 2.990 3.81 20.1% 13 l2 0.300 0.84 0.252 0.504 11.07 2.24 1.128 0.012 12 0.600 103 3.48 0.49 2.990 3.81 37.7% 12 7 0.20Q 0.84 0.168 0.672 11.56 2.I S L464 OAl2 l2 0.6U0 l43 3.77 0.63 2990 3.81 49.0% 18 17 0.700 0.84 0.588 0.588 1Q00 239 1.403 0.012 l2 OJ00 l27 393 0.54 3.229 4.11 43.4% 17 16 0.200 0.84 0.168 0.756 1Q54 23l L745 OAl2 t2 OJ00 62 4.19 0.25 3.229 4.11 54.0% 16 15 0.100 0.84 0.084 1.848 10.79 2.28 4.205 OAl2 12 0.700 95 4.11 039 3.229 4.11 130.2% l5 6 0.200 0.84 O.lG8 3A24 11.17 2.23 6.730 0.012 l5 I.000 85 G.50 0.22 6.998 5.70 96.2'% 19 15 L200 0.84 IAUB 1A08 10.00 2.J9 2.405 0.012 12 0.600 122 4.23 0.48 2.990 3.81 80.5'% 3 2 O.I00 0.84 0.084 O.U84 10.00 239 0.20U OAl2 l2 0.600 59 2.06 0.48 2.990 3.81 [i.7% 2 1 0.400 0.84 0336 0.420 I0.48 232 0.973 0.012 12 0.5UU 140 3.77 0.69 2.990 3.81 32.5% 1 vlt 0.600 0.84 0.504 0.924 ll.l7 2.23 2.056 0.012 12 3.000 9 7.41 0.02 6.685 8.51 30.R% 10/1/Ol llOI�DS ENG[N��RS, [NC. FAGI: 1 - � �,tJl�.lYl G�l�V��ANC E;:�Y�T'�Nl 1J E k7�il N ;> LOCATION: KING CnUNTY 2411K ItAINFALL: 3.4 INCHES .IOB NAJiIS: \cy�is ticlf Stur:�y�c:md Oflicc .IUIS V li 111S�R: 99121 1'Kl;l'AKI;U IiY: R.Stevens DESIGN STORM: 25 YEAR tNC1t3ElYtl:I+i'F�L .: RtifvUFh itiiP7:.RV[pUS:.� 3YMKUR ..3iAil'(RAE.L 1'I�USLITeULX�> �!!lYk 3?-YtPW ��YtP� �:�Af,TFs.�I,:-�:� T'i4AVF.[::�. ('1�1'1:C..1P�\(::11�Y ti�,i:l�lillAlZY... ... rtC.F�.�,tir�r.au;M'T-; nuen .'�.Coer-K�t7Ct�YC ;��rs�'a -- tiU��ut?�: �UNt'. fK7p,N.�ITY �'�� pL4W ..:��; ra�N.N.11�G'$ UIX�tEf�R :SLQP�. i;�NtlTH �f,tYCtYY -� 'fthfx I'. QlFlil�.Lj k'�Flii;i.� (�I�nci�Qiri;i�,.i,j . ... , .:;: , ..: : -: ;? �:�: :;! , ,�. . . ... . nt�ni ro ��.' �afii��g� ..�....��. �:_��^�) I.t�r,)< (Al4lYV7;kr5)......KtN/NRl -�� CPS1� ` nr?�i ... fiN�l#WS) 'CF'tiN�:J51Yf.?..>Ikbb41 .:�ill/4k.41..;'(rvnnu[Ntil (c;s41 i�-i'lnf;el ir�?ierrrvf� �.�. II LU 0.200 U.S4 U.IGS U.1GR 10.00 2.02 0340 0.012 12 0.600 186 1..4U I.19 L.1�vu 4.x1 IL4'% IO 9 0.400 U.84 033G 0.504 11.29 1.87 OA43 O.Q12 12 OS00 IU6 3.13 0.56 2.729 3.47 34.5°/ 9 8 0300 0.84 0.252 OJ56 11.8G 1.81 1370 0.012 12 0.500 100 3.47 0.48 2.729 3.47 50.2°/ 8 7 0.200 0.84 0.168 U.924 1234 1.77 L632 0.012 12 0.500 100 3.G1 0.46 2.729 3.47 59.8% 7 6 0300 0.84 U.252 L848 I2.80 1.72 3.187 0.012 12 0.500 60 3.47 0.29 2.729 3.47 116.8% 6 5 0.000 0.84 0.000 4.872 13.09 1.70 8.282 0.012 18 0.500 SG 5.19 0.18 8.047 4.55 102.9% 5 4 0.ti00 0.84 0.504 5375 13.27 1.68 9.OSA 0.012 18 U.SUO 160 4.55 0.59 8.047 4.55 112.6°/ 4 4a 0.700 0.84 O.SRR 5.964 13.85 1.64 9.771 0.012 l8 0.500 94 4.55 0.34 8.047 4.55 121.4% l4 13 0300 0.84 0.252 0.252 10.00 2.02 Q510 OAl2 12 0.600 189 2.76 1.14 2.990 3.81 17.1% 13 12 0300 l).ti4 0.252 0.504 11.14 1.89 0.I51 0.012 12 0.600 l03 331 0.52 2.990 3.81 31.8% 12 7 0200 0.84 0.168 0.672 11.66 1.83 1.231 0.012 12 0.600 143 3.5R 0.67 2.990 3.81 41.2% I8 l7 0.700 0.84 0.588 0.588 I0.00 2.02 1.191 0.012 12 0.700 127 3.76 0.56 3.229 4.11 36.9% 17 16 0200 Q84 0.168 0.756 10.55 195 1.477 0.012 12 0.700 62 3J7 U.26 3229 4.11 45.7% 16 15 0.100 0.84 OA84 1.848 10.82 1.92 3.554 0.012 12 0.700 95 4.11 0.39 3.229 4.11 110.1°/ 15 6 0.200 0.84 0.168 3.024 11.21 1.88 5.685 0.012 IS 1.000 85 6.33 0.22 G.998 5.70 81.2°/ 19 IS 1.200 0.84 1.008 1.008 10.�0 2.02 2.041 O.Ol2 12 0.600 l22 4.I1 0.49 2.990 3.81 68.3% 3 2 0.100 0.84 OA84 U.084 10.00 2.02 0.170 0.012 12 0.600 59 192 0.51 2990 3.81 5.7% 2 1 0.400 0.84 0336 0.420 1U.51 L9G 0.823 0.012 12 U.600 140 3.2U 0.73 2.99U 3.81 27.5% I vlt 0.600 O.ri4 0.504 0924 11.24 1.88 1.734 0.012 12 1.00U 9 fi.9H 0.02 fi.685 R.51 25.9'% 10/1/O1 Core l�esicn�, Inc. YAG�; 1 ;: ;.; :<. ; ,., _.,. :.,: -'... ::: .... '-'. .» RfA..:K.. A.Y,& �:4:.: �- � .. ... � . ..,:.. _.,.. ..::' .�:> :::�: �:��:: .::.. ..._. ... ... � ::: . ..::..... :.� . .... . .. .-�... . -.. . ....: .:.: ....:�.:.. :.. . . JOR NAME: Aegis Self Storage and Ofticc PREPAREU RY: lL ST�V N:NS I J06 NUMBER: 99121 DESIGN STORM: 25 YEAR EN'PFiANCE RNTRANCE EXIT OUTLET INLET MPROACII UEND JUNCTION PIPE YIY� MANNING'S OUTLET INLST PIP6 FLUW VELOCITY TAILWATE FRICTION HCL FIEAll HEAD CUNTROL CONTROL VELOCITY 11EAD IIEAD HEADWATER FROM TO GLOW LENGTH UTA, n ELEVATION ELEVA'CION AREA VELUCII'Y IIEAD ELEVATION LOFS N;L6VA'1'ION LOSS LOSS ELEVATION ELEVATION IIEAD LOSS LOSS F.I.EVA'PION CII CII (CRS) (FEET) QN) VALUE (FEC'[� (FEE7� (tiQ F7� (FT/SEC) (FEE'I) (PEET) (NEE7) (FEE'I) (FF,E"n (FEE'I) (FEE'I) (FEE'I) (FEE'1� (FEE'1� (FEE'1� (GEE'I) RIM EI. i vlt 1.7 9 12 0.012 307.50 307J7 0.7'� 2.21 0.08 309.00 J.02 309.02 0.02 0.08 309.11 0.00 0.02 0.00 0.00 309.09 312 Z 1 0.8 140 12 O.U12 307.77 i0R.61 0.7'/ LOS 0.02 309.09 9.06 109.(il U,UU U.02 309.63 0.00 0.00 0.00 0.00 309.ti3 312.9 3 2 01 59 12 0.012 308.61 30R.9h OJ9 012 0.00 309.63 9.00 ;U').')G O.OD U.00 309.96 0.00 0.00 0.00 0.00 309.96 312.5 19 IS 2.0 122 12 0.012 307.70 30RA3 OJ9 2.60 0.10 310.11 134 110.45 U.02 U.10 310.57 0.00 0.00 0.00 0.00 310.57 312 � IS h 5.7 85 IS 0.012 30G.GU 307.45 1.23 4.63 0.33 3U9.47 ).56 310.03 0.07 033 310.43 U.OII 032 0.00 0.00 310.11 311.8 16 IS 3.h 95 12 0.012 307J0 3U837 0.79 453 032 910.11 ).80 310.91 0.06 0.32 311.29 IL00 11.05 U.OU 0.00 311.23 31235 17 16 LS 62 12 0.012 308.37 3U8.80 OJ9 1.88 0.05 31113 IA9 31132 0.01 0.05 31139 0.00 0.04 0.00 0.00 31135 3123 IB 17 12 127 12 0.012 308.80 3U9J0 0.79 1.52 0.04 31135 1.12 311.47 0.01 0.04 311.52 0.00 0.00 0.00 0.00 311.52 313.3 12 7 1.2 143 12 0.012 30Z15 308.01 099 1.57 0.04 310.12 J.14 � 310.26 0.01 O.U4 31031 0.00 0.02 0.00 0.00 310.28 311.8 13 12 I.0 103 12 O.Ul2 308.01 308.63 OJ9 1.21 0.02 31028 ).06 31035 0.O0 0.02 i10.37 0.00 0.01 0.00 0.00 310.37 312.3 14 13 0.5 189 12 0.012 308.G3 309.70 0.79 O.GS OAI 31037 ).03 310J0 0.00 U.01 31UJ1 O.UO O.UO O.OU 0.00 310.71 3133 4 vlt 4.8 94 18 0.012 J04.80 305.27 IJ7 2J1 0.11 309.OU ).17 309.17 0.02 0.11 309.30 0.00 0.11 0.00 0.00 309.19 3112 S 4 4.8 160 IS O.U12 305.27 306.07 IJ7 2J1 0.11 309.19 l2R i09.47 0.02 0.11 i09.b1 0.00 0.11 0.00 0.00 309.49 310.5 6 5 4.8 56 18 0.012 30G.07 306.35 1.77 2.71 0.11 309.49 ).10 309.59 0.02 0.11 309.73 0.00 01A 0.00 0.00 309.47 312.G 7 6 32 ti0 12 0.012 306.85 307.15 0.79 4.OG 0.26 309.47 J.41 309.RR 11.05 U.2G 110.18 U.UO OA7 0.00 0.00 310.12 311.8 8 7 L( 100 12 0.012 307.15 307.65 0.79 2.08 0.07 310.12 0.18 110.29 0.01 0.07 31U37 OAU 0.05 U.W 0.UU 31033 3122 9 8 I.J 100 l2 0.012 3U7.G5 308.15 0.79 1.74 U.OS 31033 0.12� 310A5 0.01 O.OS 310.51 0.00 0.02 U.00 O.�U 310.49 311.8 10 9 0.9 IOG 12 0.012 30R.15 308.68 OJ9 1.20 O.U2 310.49 J.06 JI0.55 0.00 0.02 310.SN 0.00 U.OU O.W 0.0U 310.57 312.2 � I1 10 0.3 IAti 12 0.012 30R.AR iU9.�0 OJ9 O.d3 0.00 1111.57 ').01 i10.80 0.00 0.00 310.R0 0.00 0.00 0.00 0.00 110.80 3133 ��>�� l1011US GNCINGLRS,INC. PAGE 1 _ _ ;;; _ >:: > ; > ts.a.:.x..ar cr ►, w : ,:�s ,.: _ ,..: _- . , -..... JOa NAME: Aegia SellS[oragc anJ O ce PREPARED UY: IL STEVENS I JOB NUMBER: 99121 DESIGN STORM: 100 YEAR EN'1'I2ANCF. ENTRANCE EX1T OUTLET INLET APPROACH B6NU JUNC170N PIPE PIP� MANNING'S OUTLET INLET PIPE RLOW VBI,OC17'Y TAILWA'CC PRICTION HCL HEAD HEAD CONTROL CONTROL VELOCITY HEAU HEAD HEADWATER ERUM TO RLOW LENCTH UTA. n ELEVA'1'ION EL�VATION AREA VELOCI'1'Y HEAD ELEVATION IA'�S ELN.VA"17UN LOSS LOSS ELCVATION ELEVA'I'IOIV HEAU LU55 LOSS ELEVATION CB CB (CFS) (F'EE"1� pN) VALUC (FBB'I') (FEET) (SQ CT) (F7'/S�C) (FEE'i) (RECT) �FEP"I) (FNN;1� (FEE'I) (FEET) (RCC'1� (FEET) (NEE7') (N'I;N:1) (FF.E'1� (FEE'I) RIM EL I vlt 2.1 9 12 0.012 307.50 307.77 0.79 2.G2 O.II 309.50 J.03 3U9.53 0.02 0.11 309.65 0.00 0.02 OAO 0.00 309.63 312 2 I I.0 140 12 OAl2 307.77 3U8.61 0.79 L24 0.02 309.63 ).09 4U9.72 0.00 0.02 309.75 0.00 0.00 l).OU 0.00 309.74 312.9 3 ? 02 59 12 0.012 30N.G1 308.96 0.79 025 0.00 309.74 �).00 30'�9G 0.00 0.00 309.96 0.00 0.00 OAO UAO 309.96 312.5 19 IS 2.4 122 IZ 0.012 307J0 308.43 0.79 3.UG 0.15 111.00 4.47 311.47 0.03 0.15 311.65 0.00 0.00 OAO 0.00 31I.65 312 IS (i GJ 85 IS OAl2 306.60 307A5 1.23 5.48 0.47 310.11 9J8 310.89 0.09 U.47 311.45 0.00 O.AS 0.00 0.00 :iIlAO 311.8 16 IS 42 95 12 0.012 307J0 308.37 0.79 535 0.45 3�L00 1.12 312.12 0.09 0.45 312.G5 O.UO U.08 0.00 0.00 312.58 31235 17 16 L7 G2 12 0.012 3u837 106.80 0.79 212 0.08 JI2.58 J.13 312.70 0.02 0.08 312.80 U.UO 0.05 U.00 0.00 312.95 3123 IS 17 1.4 127 12 0.012 30R.80 309J0 0.79 IJ9 0.05 312.75 J.17 112.91 0.01 0.05 312.97 0.00 0.00 OAU 0.00 312.97 3133 12 7 I.5 143 12 0.012 307.15 308.UI OJ9 1.86 0.05 l I1.03 J.20 31 L23 u.01 11.p5 31129 0.00 0.03 O.UO 0.00 31 I.Z6 311.8 Il 12 l.] 103 12 0.012 308.01 308.63 0.79 1.44 0.03 31126 �).09 31135 O.pl 0.03 311.39 0.00 �.01 U.DO OAO 31138 312.3 IJ 13 0.6 189 12 O.U12 308.63 307]0 OJ9 0.77 0.01 31I38 �).OS 311.42 OAU OA1 311.44 0.00 0.00 0.00 O.l� 311.44 3133 d vlt 5.5 94 18 O.OI2 304.80 305Z7 1.77 3.13 O.15 309.50 ).22 309J2 0.03 0.15 309.90 0.00 0.15 OAU 0.00 309.75 311.2 5 4 5.5 160 18 0.012 30517 i06.07 1.77 3.13 0.15 309J5 9.38 310.13 0.03 0.15 310.31 0.00 0.15 OAO U.00 310.16 310.5 ti 5 5.5 56 IS OAl2 306.07 30635 1.77 3.0 0.15 31U.16 ).13 310.29 0.03 0.1.5 31U47 O.UU 0.36 0.00 0.00 310.11 312.6 7 6 3.8 60 12 0.012 306.85 i07.15 UJ9 4.84 036 310.11 ).58 310.(iN 0.07 036 31I.12 0.00 O.IO 0.00 0.00 iIL03 3ll.ri H 7 1.9 100 12 OAl2 307.15 307.G5 0.79 2.47 0.10 3llA3 ).25 311.2R 0.02 0.10 3113Y O.UU 0.07 0.00 0.00 31132 312: 9 R I.G 100 12 0.012 307.65 30R.15 OJ9 2.07 0.07 11132 ),IS 311.50 0.01 OA7 311.58 Q00 0.03 0.00 0.00 311.55 311.8 10 9 I.1 106 12 OAI2 308.15 �3ari.G8 0.79 1.42 0.03 311.55 J.09 311.64 n.ni 0.03 311.G7 U.UU O.OU 0.00 0.00 311.67 3122 11 10 04 ING 12 0.012 308.68 _09.90 OJ9 U.gl 0.00 tIIL7 L02 311.64 0.00 0.00 911.70 U.uU 0.011 0.00 0.00 311J0 313.3 ��1 DODDS�NGINEERS, INC. PAGI; I 5. EROSION/SEDIMENTATION ANALYSIS AND DESIGN: The intent of this erosion and sedimentation control plan is to minimize erosion and the transport of construction related sediments off-site. The following ESC measures are incorporated into the Erosion Control design: 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the clearing and grading plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. In general, clearing limits extend around the subj ect property. 2. Cover Measures: The temporary erosion and sedimentation control notes listed on sheet C2.31 specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will be installed at the entrance to �. • ' �'-- �___�� n� n� a n� �i r_t,......:,..., F,.,,..,.r-r..,,*:,.., ��.,,,,.o '', 111G 1J1U�Gl:I J'11G. JGG SLGGW I.G.VI a11LL �..G.J1 LVl tV�.OLW11 ui �.v1lJuut��tvii i.ii�iuia�.�. and detail. �. Sediment Retention: The detentionh��ater quality vault will be used for sediment retention. Sediment retention ��ill be desi�ned per the 1990 kCS�VD�t Sediment Pond Calculations The runoff tributary to the sediment pond was calculated using WaterWorks hydrology sofltivare utilizing SBiJH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of Type C soils. The precipitation rates used for this analysis are as follo«-s: 2-year, 24-hour storm � 2.00 in. —used for sediment pond sizing 2-year, 24-hour storm � 2.90 in. —used for riser sizing During the erosion control phase of the project, the site will be entirely cleared and ��ill therefore be modeled as bare ground. The following information was used to create the runoff hydrograph from Waten�orks: EROSION CONTROL PHASE Total Area= 7.6 acres GROLIND COVER AREA(acre) CN Bare Ground 7.6 87 Time of concentration Assumed 10.00 min. The resulting hydrographs are: 2yr= 1.33 cfs l0yr= 2.65 cfs Surface Area: SA =2080 sf/cfs * QZ QZ = 1.33 cfs SA=2080 sf/cfs * 1.33 cfs=2,766.4 SF The designed sediment pond is 78' x 36' at the standpipe overflow elevation SA=2,808 SF> 2,766 SF � OK Yond Geometry: 2:1 interior side slopes 3.5' depth The top of the sediment storage is EL 307.5. The elevation of the top of the standpipe is EL 311.0 (3.5 feet of depth). The bottom of the pond is 306.5 (1 foot of sediment storage). • Riser Pipe Design Flow=Q�a =2.65 cfs The flow capacity for an 18"diameter riser with 1 foot of head is approx 8.Scfs»2.65 required. • Emergency Overflow Spilh�ay Design Flow=Qloa=4.23 cfs ; H =0.4' L= (Q�oo/3.21H3�z))-(2.4HZ) _ (4.23/0.812)—(0..384) =4.82 The overflow spillway shown on the plans is 6 feet wide>4.8 required. • Dewatering Orifice: Orifice area= As(2h)°�S/(10.6)(3600)Tg0�5 _ (2,808)(2)(3.5)o.s/(10.6)(3600)(24)(32.2)o.s =0.00202 sf Ori fice diameter=24(orifice area/�)°' —24(0.00202/�)os = 0.609 inch. USE 1 inch min. �� ,: ,; LOCATION: KIN(:COUNTY �Z4-IlR RAINFALL: J.Y INCIiGS .10B NAML: Aegis Self Stora�c and O(fice ,IOIS NUMI3GI2: 99121 Plil'sPARGD Ill': K.tilevciu DI�;tiIGN S"fOKM: 100 YP:iV2 ;:: < ." ::-1NCltk:b7F.P1TAL -.;�RUIVUF� -:: 7�11'b;li\It)I�ti " �� 111L:�1F`�. ILllNHALL IRUSiJT.ARX >' �� 1'll'E J'll'I' 1'tl'k AE;'PliA4��. �lliA�'4;1;�.�.. � ��1'll'li'.GAk!A(;PI�1'!�U\'li�'73�R7i ::: 1'IPL•'�BLC:JtKMT� :.:1RP;A�. :�QL�'p1CY�TYY �.>11cL,\ ,STt��l�;. . �h1c'. ; 7+i'Ir,N�f1V f`L(}1Y �:�.frtAMNYS�i:'S u1:1�IP5�Ga 5i.i�vr ��i�'.NCTrI ��Pt,S�C�1\ .�.��rA11; , . �l�Fu��q:.�� K�bt�I.Li.: tlinl'71'UtFut.l:�:; r{t1J�1�' ' Itl (A41U.y� .C^ (AY<) �.'.(��"�1.�. .�..Iht{1'UILti),'. (INrI1R1 .(l-1"p1. ,•n�' II:VI�'IIY.\1 -fl'41it:4\1) II�.C�Lt7'7 IF'1'!$F,C) f�11Y1�11%.1'1 '��. I1:1�81 �.: El�-I/ry'�i,('}�� (pk;ltl'1:N1') ll 10 0200 0.84 0.163 U.161i 10.00 2.39 0.401 U.U12 12 O.GOU liili 2.53 122 2.y9� 3.81 13.4% �� 9 0.400 0.84 0336 0.504 I 1.22 2.22 I.118 0.012 12 0.500 10G 3.27 0.54 2.729 3.47 41.0% y 8 0300 0.84 0.252 0.756 l I J7 2.15 1.628 0.012 l2 0.500 100 3.61 0.45 2.729 3.47 59.7% 8 7 0.200 0.84 0.168 0.924 1223 2.10 1.943 OAl2 12 0.500 100 3.75 0.44 2.729 3.47 71.2% 7 6 0300 0.84 0.252 1.848 12.67 2.OG 3.799 0.012 12 0.500 60 3.47 0.29 2.729 3.47 139.2% G 5 OAOU 0.84 0.000 4.872 12.96 2.03 9.874 0.012 18 0.500 56 4.55 0.20 8.047 4.55 122.7% 5 4 0.600 0.84 0.504 5376 13.16 2.01 10.788 0.012 l8 0.500 160 4.55 0.59 8.047 4.55 134.1°/ 4 4a 0.700 0.84 0.588 5.9G4 13.75 I.95 11.645 O.Ol2 18 0.500 94 4.55 034 8.047 4.55 144.7% l4 13 0300 0.84 0.252 0.252 10.0U 2.J9 0.601 0.012 12 0.600 189 2.95 1.07 2.990 3.81 20.1% l3 l2 0300 0.84 0.252 0.504 11.07 2.24 L 128 0.012 12 0.600 103 3.48 0.49 2.990 3.81 37.7% 12 7 0.200 0.84 0.168 0.672 11.SG 2.15 1.464 0.012 12 0.600 l43 3.77 0.63 2.990 3.8I 49.0% 18 17 0.700 0.84 0.588 0.588 10.00 239 1.403 OAl2 12 0.700 127 3.93 0.54 3.229 4.11 43.4°/ II 17 16 0.200 0.84 0.168 0.756 10.54 231 1.745 0.012 12 0.700 62 4.19 0.25 3.229 4.11 54.0% 16 15 0.100 0.84 0.084 1.848 10.79 2.28 4.205 0.012 12 0.700 95 4.11 0.39 3.229 4.11 130.2% I S 6 0.200 0.84 O.1 G8 3.024 l 1.17 2.23 6.730 0.012 I S 1.000 85 6.50 0.22 6.998 5.70 96.2% l9 15 1.200 0,84 1.008 1.008 10.00 2.39 2.405 O.OI2 12 0.600 122 4.23 0.48 2.990 3.81 80.5% 3 2 0.100 0.84 0.084 0.084 10.00 239 0.200 0.012 12 0.600 59 2.06 0.48 2.990 3.81 6.7% 2 1 0.400 Q84 0336 0.420 10.48 232 0.973 OAl2 12 0.600 140 3.J7 0.69 2.990 3.81 32.5% 1 vlt 0.600 0.84 Q504 0.924 11.17 2.23 2.056 0.012 12 3.000 9 7.41 0.02 6.685 8.51 30.8% 10/1/O1 D011llS ENGIN�LRS, 1NC. PAGE t ��✓i�� ✓� • �� I � 1;��w3,Ll.*�.. LUCA'CION: HINGCnUN'1'Y 24-HRRAINI'ALL: 3.4 INCIILS JOB NAMI?: Ac�is Sclf Storage rnd Ulficc J06 NUMBCR: 99121 YI2GPARGll BY: N.titcven. DGSICN S7'ORM: 25 YlsAlt '% rvllihRtElv'FAt. :(RttNUI��-� �i�trP,RViE71ls � `.�� b�Koh'�� a,t�M1(c,�i.i.��..-r�uul.�.vit ` rtrr .J'.n�r ..�:r�rl� cf.�r[le�� '�uA��;l,-- Ntl'li-C.11':�t:l'IVbtIllA4i�t�Y 1t1•G.��51'sf:brrih'7' A�4GfJ1 C'iIF4K'1!'IF;N'F .�J[LA �>hFili(ll' .. l'uNc �� 1MC�F;N511� �.�..�i-�m� ��.^-L�IVN1hC�:9 171,U��PYCEa ci,i�r�l �,�iN�:�11 �bt�.�l<��V �� n7f. � ��(ruLLi�.�;'. �'�1ULli. U4ACYy:UlEu1.L1.;: Hu��,� ��' ru (ACaiiy9) C (A"C) '�: (A"t) .`.l�Ii:�li�l,j� �INlliltl :.4c�1h1 "��" fll�la�I�JI 41'41tlL,�i) -.lb:F.l ll in'�/tiF.el ftinnUlNti3-��- iCFS) ��'. ffT1B�Ci- �<YCRCGNT3.. I1 10 0.200 0.84 Q168 U.16ri IQ00 2.U2 U.3d0 Q01? 12 QGOU IlSb 2.4U I.29 2.99D 3.81 11.4% 10 9 p.400 0.84 0336 0.504 11.29 1.87 0.943 U.012 12 0.500 10G 3.13 0.56 2.729 3.47 34.5% 9 8 0.300 0.84 0.252 0.75ti 11.86 1.81 1370 0.012 12 0.500 100 3.47 0.48 2.729 3.47 50.2% 8 7 0.200 0.84 0.168 0.924 1234 1.77 1.632 0.012 12 0.500 100 3.61 0.4G 2929 3.47 59.8°/ 7 6 0.300 0.84 0.252 1.848 12.80 1.72 3.187 0.012 L2 0.500 60 3.47 0.29 2.729 3.47 116.8% 6 5 0.000 O.kS4 0.000 4.872 13.09 1.70 8.282 0.012 18 0.500 56 5.19 0.18 k3.047 4.55 102.9°/ 5 4 0.6U0 0.84 0.504 5.376 13.27 1.68 9A58 0.012 18 0.500 160 4.55 0.59 8.047 4.55 112.6°/ 4 4a 0.700 0,84 0.588 5964 13.85 1.64 9.771 O.Ol2 18 0.500 94 4.55 034 R.D47 4.55 121.4% 14 13 0.300 0.84 0.252 0.252 10.00 2.02 0.510 0.012 12 0.600 189 2.76 1.14 2.990 3.81 17.1°/ l3 12 0300 0.84 0.252 0.504 11.14 1.89 0.951 O.D12 12 0.G00 103 33l 0.52 2.990 3.81 31.8°/ 12 7 0.200 0.84 0.168 O.G72 11.66 L83 1.231 0.012 12 0.600 143 3.58 0.67 2.990 3.81 41.2% 18 17 0.700 0.84 0.588 (1.SFSk3 10.00 2.02 1.191 0.012 l2 0.700 12'1 3.7G 0.56 3.229 4.11 3G.9°/ 17 16 0.200 0.84 0.168 0.756 10.56 1.95 1.477 0.012 12 0.700 62 3.97 0.26 3.229 4.11 45.7°/ 16 15 0.100 0.84 0.084 1.848 10.82 1.92 3.554 0.012 12 0.700 95 4.11 0.39 3.229 4.11 110.1% 15 6 0.200 0.84 0.168 3.024 11.21 1.88 5.685 0.012 IS L000 85 633 0.22 6.998 5.70 81.2% 19 15 1.200 0.84 1.008 1.008 10.00 2.U2 2.041 0.012 12 0.600 122 4.11 0.49 2.990 3.81 68.J% 3 2 0.100 0.84 11.084 0.084 10.00 2.02 0.170 0.012 !2 0.600 59 1.92 0.51 2.990 3.81 5.7% 2 1 0.400 O.ki4 0.336 0.420 10.51 1.96 0.823 0.012 12 0.600 140 3.20 0.73 2.99U 3.81 27.5% I vlt 4600 0.84 0.504 0924 11.24 L88 1.734 0.012 I2 3.000 9 6.98 0.02 6.685 8.51 25.9°/ 10/1/O1 Core llesign, lnc. PAGE 1 I ,:::::::::::::::::::::.�::.�:::::::::::::::::.::.:.:.........::•:. ..........................................................,........................ ::::::::..::.......::.::::::::::::...::::;;.;;;;:;.;::::;�;�;::.,.:::::..::.. .;..:....:. ::•:,:::.::.:..:.::::::::::::::...: ..::::. ........ .. ............ .. .. .;..s ., . » . ::::::::. ...... .... ...................... A. ..A. . ecl.... �`t.. ......::.:...::.. .:........................ . ..... :: ......:.:.::::....:�...:�� ... .::.,. . ..::.....�.;. .... .. ....._ ._:;:- �::��:::::��:::: . ... .. ...... . .. ........ .... ........ .:.� .:..:.::::.................................... . .� .: .�.... ..... ........... .. . .. .. -..;..,,.. JOB NAME: Acgia Self Slorage and Otfice YNBYAK�U 6Y: R.STEVENS I . JOB NIIMBF,R: 99121 DESIGN STO[tM: 25 YCAR ENTRANC� EN77tANCE EXIT OUTLET INLF.T APPROACH BEND JUNCTION Y1PN: P1PE MANMNG'S OU'fLri'C INLET PIPC FLOW VELOCI7'Y TAll.WATEI RRICTION llGL HEAD HEAll CON'1'IiOL CON1'ROL VELOCffY HEAll N&All HEAllWATF.R NItOM TO FLOW LCNGTH UTA. n ELCVATION�L�VA'C1UN AREA VCLOCITY HIAll ELEVATION LO:,S CLEVATION LOSS LOSS ELEVA'TION EI.EVA'fION HN;AU LOSS LOSS ELEVATION CB CR (CPS) (F6L7) (IN) VAWE (PCL1� (I+LN:'1) (SQ P1) (FT/SEC) (RECT) (I�Bl7) (NEE7� (FEE'1� (FEE1'� (FEE7'1 (FEE'1) (FEE'1) (FEE'1) (FEE'1� (FEE'1) (REE'I) RIM EL l vlt 1.7 9 12 0.012 307.50 307.77 0.79 2.21 0.08 309.00 J.02 30).02 0.02 OAS 3U9.11 0.00 0.02 0.00 0.00 309.09 312 2 � 0.8 140 12 0.012 307.77 308.61 0.79 1.05 0.02 309.09 9.06 309.61 0.00 0.02 3U9.(,3 O.OU 0.00 O.OU O.OU 309.63 312.9 3 2 0.2 59 12 0.012 308.61 308.96 0.79 0.22 0.00 3U9.G3 9.00 309.96 0.00 0.00 309.96 0.00 0.00 0.00 0.00 309.96 312.5 �. 19 IS 2.0 122 12 0.012 3U7.7U 308.43 0.79 2.60 0.10 310.11 ]34 310.45 0.02 0.10 310.57 0.00 0.00 0.00 0.00 310.57 312 � IS 6 5.7 85 15 0.012 3UGb0 307.45 L23 4.G3 0.33 309.47 9.56 310.03 0.07 033 310.43 0.00 0.32 0.00 0.00 310.11 311.8 16 IS 3.6 95 12 0.012 307.70 i08.37 0.79 4.53 032 310.11 •J.80 310.91 0.06 OJ2 311.29 0.00 0.05 0.00 0.00 31123 "i1235 17 IG I.5 62 12 uAl2 30837 308.80 0.7') 1.88 0.05 311.23 �1.U9 31132 0.01 0.05 31139 0.00 0.04 0.00 0.00 31135 312.3 18 17 i2 127 12 0.012 308.80 309.70 0.7Y 1.52 0.04 31135 J.12 311.47 0.01 0.04 311.52 D.00 0.00 0.00 0.00 311.52 3133 12 7 I.2 143 12 O.U12 307.15 308.01 0.79 1.57 0.04 310.12 ).14 ` 31026 0.01 0.04 3103I 0.00 0.02 0.00 0.00 310.28 311.8 13 12 1.0 103 12 UA12 308A1 308.C3 0.79 1.21 0.02 31U.28 7A6 31095 0.00 0.02 310.37 0.00 0.01 0.00 0.00 31037 312.3 14 l3 0.5 I89 12 0.012 308.G3 309.70 0.79 0.65 O.OI 31037 ).03 310.70 0.00 0.01 310.71 0.00 0.00 0.00 0.00 310.71 3133 4 vIt 4.8 94 18 U.U12 304.80 30517 1.77 2.71 0.11 309.00 7.17 309.I7 0.02 0.11 30930 0.00 0.11 0.00 0.00 i09.19 311.2 5 4 4.8 I!0 18 0.012 305.27 306.07 1.77 2.71 0.11 309.19 ).28 309.J7 0.02 0.11 30).GI O.Ou 0.11 OAO 0.00 3U9.49 310.5 C 5 4.8 56 I8 0.012 306.07 30G35 1.77 2.7I 0.]1 307.49 7.10 309.59 0.02 0.1 I 309.73 0.00 0.26 0.00 0.00 309 47 312.6 7 C 32 6U 12 0.012 306.85 �07.IS IU9 4.06 0.26 30).47 241 309.88 0.05 0.26 i10.18 0.00 0.07 0.00 0.00 310.12 311.6 5 7 L6 100 12 0.012 307.15 307b5 0.79 2.08 0.07 310.12 O.IN 31U.2) 0.01 0.07 1IU37 0.00 O.US 0.00 0.00 31033 312.Z 9 8 1.4 100 12 0.012 307.G5 308.15 0.79 1.74 U.OS 31033 �� 0.12, 310.45 O.OI 0.05 110.51 0.00 0.02 0.00 0.00 310.49 311.8 1D 9 0.9 106 12 0.012 308.15 3U�.G8 OJ9 1.20 D.02 310.49 J.Ob 310.55 0.00 0.02 310.58 0.00 0.00 0.00 0.00 310.57 3122 Il 10 03 186 l2 0.012 308.68 309.80 0"/9 043 0.00 310.57 7.01 310.80 0.011 II.UO i111.�tU 11.011 U.00 0.00 OAO 91U.R11 3133 �� DODDS CNCIN�LRS,INC. PAG� 1 :...... .:::::::.:..:..:. ,...:.::::.;,;.:::....::::::::........ :::> �.: ..,�: . .. ....::::,. :::::::...:.:.....:. ..:..:....... ::.::::..:::::::.....::::. .:::::::::.:.::::::...:::...:.:.:;:..:....:::.:::..:::.::..:: ::... .....::.:::::. ,. ;. ,..... ,. ,. . ; IOB NAMR: Aegis Self Slurage and O(fice PRCPAIiCD BY: R STCVENS I I fOII NUriDSER: YY121 DESIGN STORM: 100 YF.AR EN'I'RANCE 1�.N'IRANCE F.XIT OU'C1.E'C INLN:1' AYYROACH IiTNU JUNCTION PIPE YIYS MANNINC;'S OUTLTtiT IN[.l'T PIPE CLUW VCLOCITY TAll.WA'CE F'ItiC110N fiGL H1CAll }iliAU CO1V'1'ROL CON7'1tOL VELOC117 IIEe1D IICAD IICADWATER �FRUM TO FLOW LLNGTH DIA. n GLEVATION CLCVATION A1t�A VELOCITY HGAD GLGVATION LO�'�S ELEVA"fION LOSS LOSS ELEVATION ELEVA7'IOIV HEAD I.OSS LOSS F,LEVATION � CB CB (CPS) (ItGTe7) pN) VALUE (FEE'I) (RCTi.T) (SQ 1ri� (NT/SLrC7 (FEE1� (FECv'1) (REG'I) (REC'I) (RLrC�'1� (RPIi'I) (CGC'I) (FE1C'I) (f&L+'1� (FEE'1� (FEB'1� (�EE'1� R1M EL 1 vll 2.1 9 12 0.012 307.50 307.77 0.79 2.ti2 U.II 309.50 0.03 309.53 D.02 0.11 309.65 O.UU 0.02 0.00 UAO 309.63 312 2 I 1.0 140 12 0.012 307.77 308.61 0.79 1.24 0.02 30).G3 J.09 309.72 0.00 0.02 309J5 OAU � O.DO 0.00 0.00 309.74 312.9 3 2 0.2 59 12 0.012 308.61 3089G 0.79 0.25 0.00 309.74 9.OU 309J6 0.00 0.00 309.96 0.00 0.00 0.00 0.00 309.96 312.5 I9 15 2R l22 12 0.012 307J0 308.43 0.79 3AG O.1S 3ll.00 0.47 311.47 0.03 0.15 311.65 0.00 0.00 0.00 0.00 311.65 312 IS 6 6J 85 IS 0.012 30G.G0 307.45 L23 5.48 0.47 310.11 0.78 310.89 0.09 0.47 311.45 0.00 0.45 OAO 0.00 311.00 311.8 16 IS 42 95 12 0.012 307.70 30837 0.79 535 0.45 311.U0 L12 312.12 0.09 0.45 312.65 0.00 0.08 0.00 0.00 312.58 31235 17 16 1.7 fi2 12 0.012 30837 30R.R0 0.79 2.22 0.08 312.58 J.13 312J0 U.02 0.08 312.80 0.00 0.05 0.00 0.00 312.75 3123 IS 17 1.4 127 12 0.012 }08.80 309J0 OJ7 1.79 0.05 312J5 J.17 312.91 0.01 0.05 312.97 0.00 0.00 0.00 0.00 312.97 3133 12 7 LS 143 12 0.012 307.15 3118.01 0.79 1.36 0.05 311.U3 �1.2U 311.23 0.01 O.US 311Z9 0.00 0.03 0.00 0.00 31126 311.8 13 12 1.1 103 12 0.012 30A.01 308.63 0.79 1.44 0.03 311.2G �1.1)) 31135 0.01 0.03 31139 0.00 0.01 0.00 0.00 3�138 3123 14 13 0.6 189 12 0.012 308.63 30).70 0.79 0.77 0.01 31138 OA5 311.42 U.00 0.01 311.44 0.00 0.00 0.00 0.00 311.44 313.3 4 vlt 5.5 94 18 0.012 304.R0 305.27 1,77 3.1� 0.15 3U).50 •).22 30'JJ2 0.03 0.I5 309.90 0.00 0.15 0.00 0.00 30975 311.2 5 4 5.5 �60 18 0.012 30527 306.07 1J7 3.13 0.15 309.75 9.38 3I0.13 0.03 0.15 31031 0.00 0.15 0.00 0.00 31U.16 310.5 6 5 5.5 56 IS 0.012 30ti.07 3U6.35 1.77 3.13 0.15 310.16 �).13 310.29 0.03 U.15 310.47 0.00 036 0.00 0.00 310.11 312.6 7 G 3.8 60 l2 0.012 3U(i.85 307.I5 0.79 4.84 03G i1Q11 �).58 310.68 0.07 0.36 311.12 0.00 O.10 0.00 0.00 311.03 311.8 8 7 L9 100 12 0.012 307.15 307.ti5 OJ9 2.47 0.10 311.03 0.25 311.28 0.02 0.10 311.39 0.00 OA7 O.UO 0.U0 31132 312.2 9 8 1.6 100 12 0.012 307.65 308.15 OJ9 2A7 0.07 31132 J.IS 3I1.50 0.01 0.07 311.58 0.00 UA3 0.00 0.00 311.55 311.8 10 9 l.l 106 12 0.012 3D8.15 308.68 0.79 1.42 0.03 311.55 J.09 311.64 0.01 U.U3 311.G7 0.00 0.00 0.00 0.00 311.67 312.2 I1 10 0.4 186 12 0.012 308.68 309.80 0.79 0.51 0.00 311.67 0.02 311.G9 0.00 0.00 311.70 0.00 0.00 O.UO OAO 311.70 3133 lU/1/O1 DODDS CNGINEERS,INC. PAGE 1. -----_ - I 5. EROSION/SEDIMENTATION ANALYSIS AND DESIGN: The intent of this erosion and sedimentation control plan is to minimize erosion and the transport of construction related sediments off-site. The following ESC measures are incorporated into the Erosion Control design: 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the clearing and grading plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. In general, clearing limits extend around the subject property. 2. Cover Measures: The temporary erosion and sedimentation control notes listed on sheet C2.31 specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will be installed at the entrance to '-- ' ' �-- �---�., r� ni a n� �t r..i,.,...4:,.... c',,,..,.,�,-..,,+;,... �.-.,,,,.o LI1G jJ1U�GGl J'1LG. �JGG J11GGW l�t,.Vl �L11LL\,t...�t iv1 lv�.auvu vl�.vuouu�.uvu �.uucu�vv and detail. 5. Sediment Retention: The detention/water quality vault will be used for sediment retention. Sediment retention will be designed per the 1990 KCSWDM Sediment Pond Calculations The runoff tributary to the sediment pond was calculated using WaterWorks hydrology soflware utilizing SBiTH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of Type C soils. The precipitation rates used for this analysis are as follows: 2-year, 24-hour storm� 2.00 in. —used for sediment pond sizing 2-year, 24-hour storm --� 2.90 in. —used for riser sizing During the erosion control phase of the project, the site will be entirely cleared and will therefore be modeled as bare ground. The following information was used to create the runoff hydrograph from Waterworks: EROSION CONTROL PH�SE Total Area=7.6 acres GROUND COVER AREA(acre) CN Bare Ground 7.6 87 Time of concentration Assumed 10.00 min. The resulting hydrographs are: 2yr= 1.33 cfs l0yr=2.65 cfs Surface Area: SA=2080 sf/cfs * QZ QZ = 1.33 cfs SA=2080 sf/cfs * 1.33 cfs=2,766.4 SF The designed sediment pond is 78' x 36' at the standpipe overflow elevation SA=2,808 SF>2,766 SF� OK Yonci Geometry: 2:1 interior side slopes 3.5' depth The top of the sediment storage is EL 307.5. The elevation of the top of the standpipe is EL 311.0 (3.5 feet of depth). The bottom of the pond is 306.5 (1 foot of sediment storage). • Riser Pipe Design Flow=Q�a =2.65 cfs The flow capacity for an 18" diameter riser�vith 1 foot of head is approx 8.Scfs»2.65 required. o Emergency Overflow Spillway Design Flow=Qloo=4.23 cfs ; H=0.4' L=(Qioo/3.21H3�2))-(2.4H2) _ (4.23/0.812)—(0..384) =4.82 The overflow spillway shown on the plans is 6 feet wide>4.8 required. • Dewatering Orifice: Orifice area=AS(2h)0�5/(10.6)(3600)Tgo.s _(2,808)(2)(3.5)o s/(10.6)(3600)(24)(32.2)o.s =0.00202 sf Orifice diameter=24(orifice area/rc)°' =24(0.00202/�)o.s =0.609 inch. USE 1 inch min. RENTON MINI STORAGE TABLE OF CONTENTS 1. Project Overview 3. Detention and Water Quality Facility 4. Conveyance System Analysis and Design 5. Erosion/Sedimentation Analysis and Design 1. PROJECT OVERVIEW: Phase 3 of the Stor-House Self Storage is located on the north corner of the Stor-House Self Storage and Office Park. The site plan and type of buildings for Phase 3 have changed from the original plan submitted with Phase 1. Phase 3 is proposed to consist of self storage units instead of office buildings as originally designed. The underground storm water detention and treatment vault that was constructed in 2001 to serve Phase I of the Stor-House Self Storage Project(City of Renton Land Use File No. LUA 01-047)was designed to detain and treat runoffnot just from the 3.17 acres of impervious surfaces in Phase I, but all runoff from all impervious surfaces throughout the site at full build-out. The site plan that was approved in conjunction with LUA O1-047 included office buildings, which are no longer proposed to be constructed. In their place, the Applicant has proposed to construct self storage units, and we understand that the City is concerned about whether or not the original drainage study accounted for a pervious azea equal to ar less than the pervious area now being proposed. The total property is 7.77 acres. The west 50 feet was intended to continue to slope to the west. The remaining area, 7.0 acres,was intended to slope to the detention/infiltration facility. A$er reviewing the Stornz Drainage Analysis for Phase 2 Stof•-House Self Storage in Renton, i�ashington previously submitted in conjunction with the Phase II Site Plan Review(City of Renton File No, T,i JA p4-1�S); it was determined that the nrevious drainage analysis accounted , for 0.6 acres of pervious area and 6.4 acres to be impervious. In contrast, the Phase III ' Site Plan, shows 0.65 acres of pervious area and 6.35 acres of impervious area. (Please see the area table in Section 3.) The Phase III Site Plan includes an additiona10.05 acres of pervious area. (Please see the attached exhibit for the pervious areas.) Since the proposed impervious axea is less than the impervious area that was used for the design, no additional storage capacity will be required. Since the detention system was sized for the ultimate build-out of Phase 3,tlus report will not reanalyze the detention facility or downstream. Please refer to the Appendix for the ariginal design of the detention facility. The only aspects of the new Phase 3 design that will need analysis are the conveyance system and erosion controL �� t,_ ; '�, PERVIOUS AREA K,No�„„TM PERVIOUS AREA � .` (0.21 A�CRES) .. (0..36 ACRES) � 1320.93 CALC. (ta2o.e� oEsc.� � - � � � ��, 4 �1 ♦ a _ . _4 _ --. ---- � � _ _ .` .�` �,.. �•\ \ w _ . . - _.. " . __ � , � �� + lf� . .. i ... - __. - __. . _—_ ` ... ._ .. .. . . _ _ .__ . ' , . n I� .— ._. a .. ..�-- �--; (-� 1 _ _. _ __ _ _._ . ` 1 _�� , �� I .�_ ' ' � � � �'` �PHASE/ �� ` , � �� ~ � _ � _._. . , _ ,. ; � __ _ - - _ - - � , . , , . � ,� - - � . i -- . � � __ _ _ _- q r r _ - - _ _ --- - �� \ _ , _�_ oo O � � , — cc --��._......_�___.... �@ > � _ _.�._ __ _____._. —— --. _ .___..._ �� . '. . , � .; ..�_I' ` , ... _ : � ---�� 5 . "N,�� , `, . -- ,Hi4— -,,. _ j� Z _._ _... _ 6= - -_ __. -- - � � — T �� zLa — � � ,- �, . _� � � � ; f��";'- _ __ __ - � � : � . . _-- � � P o ; ,.: ; � � , - .� _ _ i Z �• � _ . i W . . _ —._ , z , < i i i '� ' i i _ — _ . , W � ` ' '� ` �'�^�� - - i . i � I � � � .__. _ _ . __. r` � ' _ . . �� ;:, ,-�-(=- ' �PHASE//� � � t.. � �� " _ _ ----- _ - - _. . � ', � i ` / � . . . ... ..._.__._ ._, �Q � � df �� ' - . ___ ' � � ; ��=e I _j � ' , O ; . ._ � . � .. �� ._ �,'�� ,��' P' � j �, ' , .,: . . _ -,-- - �-� . - - -= ' i .. \ �y - �. __ �l� _ _ _ . _ -- � - _ �W N PERVIOUS AREA `� (� ` W c� "' (0.08 ACRES) ',r \ �� _ _ _ � a� 0 � \ �I J � �I` � —' — — — _ _ ~Z m � ,� � � t' 1 �� 0 � AREA TABLE ��)� N N �� t � IMPER l/IOUS PER I/IOUS � � € = OR/G/NAL 6.4 0.6 SCALE: 1" = 100' � , � S � a � `s � � P R O P O S E D 6.3 5 0.6 5 o z s 5 0 �o o SHEET oF � � � � ��99121 3. DETENTION AND WATER QUALITY FACILITY: Since,the only the impervious axea and lawn and landscaping area have changed, the tables below show the results using the new impervious area and Water Works calculations. The infiltration rate and design storms have not changed. DEVELOPED CONDITIOI�TS The impervious and pervious areas were measured with AutoCAD. The pervious portion of the site was assumed to be lawn and landscaping, good condition. The following information was used to create hydrographs in WaterWorks (also see attached printouts). Impervious Pervious Total Acres Acres Office Buildings 6.40 0.6 7.0 Ori inal Desi n Storage Units 6.35 0.65 7.0 Pro osed Desi n C N 98 86 Time of 5.60 min 5.60 min Concentration NFILTRATION CAI,CUALTIONS AND OVERFL�O��'ANALYSIS As can be seen from the routing results sho��n below the storage required and release rates are slightly lower than the rates found in the original design. Therefore no additional analysis is necessary. (See attached WaterWorks printouts on the following pages): I ROUTING REStTLTS 10-YR, 24- 25-YR, 24-HR 100-YR, 24- HR STORM STORi'VI HR STORM OFFICE BUILDIl�TGS (ORIGINAL DESIGl� Qp inflow into vault(cfs) 4.04 4.79 5.54 Qp overflow(cfs) See Hyd. 3,7 0.00 1.15 2.70 Vault live storage required(CF) 16,110 16,676 17,220 STORAGE UNITS (PROPOSED DESIGl� Qp inflow into vault(cfs) 4.03 4.78 5.53 Q overflow(cfs) See Hyd. 3,7 0 1.13 2.59 Vault live storage required(CF) 15,988 16,671 17,140 ❑6kOS 5/21/07 9:12:5 pm Core Design, incorporated paqe 1 PEDISE 3 STOR-HOIISE SELF STORAGE 99121 �_�____�---�--BPSIN SOZ4fARY --_---- BASIN ID: DEVO10 NAHE: DEVELO?ED 10-YR SBUf3 METAOI?JIAGY TOTAL AREA.......: 7.00 Ac:es EASEET.OhS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV � PRECIPiTATION....: 2.90 inches AREA..: 0.65 Acres 6.35 Acres TI?fE INTERVAL....: 10.00 min CN....: 96.00 98.00 TC....: 5.60 min 5.60 min AHSTRACTZON COEFF: 0.20 PEAR RATE: 4.03 cfs VOL: 1.50 Ac-ft TIME: 980 min BASIN ID: DEV025 NAME: DEVx'LOPED 25-YA SBQH METHODOLOGY TOTAI.AREA.......: 7.00 Acres HASEFLOWS: 0.00 c:s RAIN£ALL TYPE....: TYPElA 2ERV � P[iECIPITATION....: 3.90 inches ARF.A..: 0.65 Acres 6.35 Acres T_4E INTEAVAL....: lO.00 min CN....: 86.00 98.00 TC....: 5.60 min 5.60 min .T,BSTRACTION COEFF: 0.20 PEAK �P.TE: 4.76 cfs VOL: 1.%8 Ac-ft TIME: 480 min 3�.SIN ID: DEV100 NAME: DEVEIAPED 100-YR SBIIH HETHODOLOGY ^�TTiL A�EA.......: 7.00 Acres 3ASEFLOiiS: 0.00 cfs RAIVFAI.L TYPE....: TYPElA PERV IHP PRECIPI?ATION....: 3.90 inches AREA..: 0.65 Acres 6.35 Acres TIN3 ShTERVAL....: 10.00 min CN....: 86.00 98.00 TC....: 5.60 min 5.60 min A,&STRACTION COEFF: 0.20 ?�ti{ RATE: 5.53 cfs VOL: 2.07 Ac-ft TL*fE: 480 min . fiFBIN ID: EBO10 NAME: EX 10-YR �STi Pff,THODOL(XiY TGTAL AREA.......: 7.00 Acres BASEFLOWS: 0.00 cfs FzIi7FALL TYPE....: TYP'n1A PE�V iNP F�CIPITAT:ON....: 2.90 inales AREA..: 7.00 Acres 0.00 F.c:es SIME IDTTERVAL....: 10.00 min CN....: 65.00 O.DO TC....: 10.00 m±n 0.00 m�n �'S"R2CTICN CCEFF: 0.2D F�;F: PAT?: 9.24 cfs PCL: :�.27 Ac-i_ "=;E: 960 _r,i- ❑sk05 �/21;07 9:'_Z 5 �m Ccre Desig�, I�corperate� p=_c=_ 2 .=_n.. : �TCfi-10II5� SELx S�GP.:,3E 33121 -------------------------------------------- -- HY��J�RAPY: SUMhRRY P3F.EC IIIiE JC��fE HYD RL�t0.F Cc' OF �on_r'_b . NQH RATE PF.A[C HYD:�O Area cfs min. cf\ACFt Acres ! ��9.030 480 55236 cf 7.00 2 9.781 480 77739 cf 7.00 6 5.531 980 90283 cf 7.00 7 0.'l60 330 65250 cf 7.00 8 1.689 590 77757 cf 7.00 � 9 3.349 500 90285 cf 7.00 10 0.245 960 11717 cf 7.00 ❑ckOS 5/21/07 4:12:6 pa Core Design, Zrcorporated paq= 3 PHASE 3 STOA-HOUSE SELF STORAGE 99121 �T6�i��==STORA:E STAUCTURE LISS �=a2�c= _ __ � RECTANGULAR VAULT ID No. VAULT Description: INFILTRATION VAULT Length: 100.00 ft. Width: 20.00 ft. ooids: 1.000 OikOS 5/21/07 4:12:6 pm Core Design, Incoxporated paqe 9 PAASE 3 STOR-HOOSE SELF STORAGE 99121 _ =�aasz6i_—DISCFARGE STRUCTUAE LIST ��a==_��_— COlIDINATION DISCHAItGE ID No. COMBI Description: CQ�INATION DISCF_�RGE Stzvcture: INF Structure: Structure: RISER Structure: Strvcture: DISCHARGE LZST ID No. INF Description: INFILTRATION RATE RISER DISCAARGE ID No. RISEA Description: OVERFLOW R:SER Riser Diameter (inl: 12.00 elev: 308.50 ft Weir Coefficient...: 9.739 heiqht: 310.00 ft O:if Coefficient...: 3.782 incren: 0.10 ft OakOS 5/21/07 4:12:8 pa Core Deslqn, Incorporated page 5 PHASE 3 STOR-RWSE SELF S'�:O�AGE 99121 �===—�Ls�z�=-LEVEL POOL TAHLE SUNRlARY ---� -- ------ 04k25 MARCH INFLOW -STO- -DIS- <-PEAIC-> OUTFLOG STORAGE <--------DESCRIPTION--------> (cfsl Icfs) --id- --id- o-STAGE> id Icfs� VOL (cf) _=��z�=---===�s�=--aa��------'�—�------ 10 YEAFt ...................... 0.76 9.03 VAUL2 INF 3C8.39 7 0.76 15988.35 cf 25 YEAR ...................... 0.76 9.76 VAULT CO!ffiI 308.79 B 1.89 16fi70.87 c2 100 YERR ..................... 0.76 5.53 VAULT COTffiI 308.97 9 3.35 17139.36 cf KCRTS Program. . .File Directory: C:\KC SWDM\KC DATA\ [C) CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.29 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.53 0.00 0.000000 Impervious dev.ts- T � 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies dev.tsf cev.pks [R] RETURN to Previous Menu Flow :r�quency Ana'ysis Ti_ne Series File:dev.tsf ?roject Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- Flo�a Rate Rank Time of Peak - - Peaks - - Rank Return Prob ;CFS) (CFS) Period 0.729 6 8/27/Ol 18:00 1.95 1 100.00 0.990 0.509 8 9/17/02 17:45 1.44 2 25.00 0.960 1.44 2 12/08/02 17:15 0.998 3 10.00 0.900 0.587 7 8/23/04 14:30 0.834 4 5.00 0.800 0.789 5 10/28/04 16:00 0.789 5 3.00 0.667 0.834 4 10/27/05 10:45 0.729 6 2.00 0.500 0.998 3 10/25/06 22:45 0.5�7 7 1.30 0.231 1. 95 1 1/09/08 6:30 0.509 8 1.10 0.091 Computed Peaks 1.78 50.00 0.980 4. CONVEYANCE SYSTEM ANALYSIS AND DESIGN: The conveyance system for the site was designed for both the 25-year, 24-hour storm and the 100-year, 24-hour storm. A conveyance sheet was generated for the 25-year and 100- year storms using the rational method to calculate flows for each area collected by each catch basin. The precipitation rates for the 2�-year, 24-hour storm and the 100-year, 24- hour storm are 3.40 inches and 3.90 inches consecutively. The flows generated from the 25-year,24-hour and 100-year, 24-hour storms were input into a back«�ater analysis spreadsheet to confirm adequate sizing. A ��-eighted C value ��-as used for each area collected by each catch basin. The same weighted C value from the original design was used. The average C value for the overall developed site is(0.6 AC*0.25 +6.4 AC�`0.90)/7.0 AC =0.84. The backwater analysis was performed to ensure that during the 2�-year design storm,the m�imum water surface ele��ation in each structure did not exceed an elevation equa.l to 0.5' below the rim and during the 100-year design storm, the maximum water surface elevation did not cause flooding of structures. The backwater analysis originally completed for phase II was also updated per the additional storm pipe proposed w7th the design of Phase III. Exceedance of a rim would be allowed if the topography of the basin �v'Oui�diiuVV iilE uVCiiiuW iu'vE�vi1VEy'ECi iG ii3Z 1"iE�{i uOvViiSiiEliii C:aif;i3 vaSiii ui if iuE topography could ensure that ponding would not cause structural damage. During the 25-year, the headwater elevations did not exceed 0.5' less the rim. During the 100-year, the headwater elevation exceeded the rims at CB #9,16, 17&20. The overflow from these catch basins w�ill pond within the roadway and will not flood any adjacent buildings. — 19� . Do7��6 r � � �� tig98� X . �' � A, �r S r, ".� �r•.` i. � '�_ � N�33fi34 E ��ES�p6 `. � ' � a,q39 ' SCALE: 1" = 60' oW _ " f�� . AREA �,.0,.51,AC �',, o �s 3o so Z . � _:;y:.�'� ,\ � !�� : �, �A'REA =-0:25AC �.;_� �1 _. " � p� y _ ` { � �-+^-'�1-�`.4 ��iC N � CB 4A �""..,�. ��e.1��i" �'� � \ '\ � • \ ��'� Y 3 � �'�y C�'1�� .-i� � z ��, s�;::C �,�:�- . . 6� 'z : -� ' ', f-''� � .,. � , `.�;<�""` z q , � � �� :i ..I I� , i � � $ i Q ' _ , � A,REA �i j ; 0.�7'�AC AREA, �0.22/�C j � AREA =0.19 AC " �' cezs �— ces9 � � ; W � � � -- � � . '", . � � � . .. . � ' �B4 A_REA =0.12 AC ' ' � � DD , ; ; . � - � a _ _ - � �� , � � �Q -- cesz i — � o , , � � ; ; � � BB ' ' Q� ' A,REA �0.1$AC ' � m� __ I = ; � -_ _ � ; �, , _.,,, :� �� „ _ �.` � � ` cess �. � c,s2� ! �W � �_� �Q53 cess � --a �REA � 0.28AL1 �� A,REq T '4R tj �j ; ` ,' cr� FF o.��ac� __�ac ,i �� ; ? � ' �z , - EE - � � '� � I i II t �' � 6'GAIE � c�23 AREA�0.16,,A,C;I f �� — � � � 1 �� n � t! i u � j. ! ; �. o �` - � - . Y ;, � ' � CB 24 J i $ 4+� � , � , L�. �` J NSEE APPENDIX FOR PHASE II REPQRT ; AREA =0.096AC �8,��,„y � ! o � , ,W,HICH SHOWS THE CON\/EYANC� AI�E�S � � � � � `� ,„ ; U:SED FOR� PHAS;ES 1 ANiD IIN � �$�EET � ! f . j ` ��.��a� . �99121 I ;.��Ol�l��;1,..�:�V�:XAl�(:1,.�;��,1;:;�,��;;D��I�N ! ; LOCATION: IC1NG COUN"I'Y 24-1I1t ItA1N1+A1.L: 3.4 1NCIICS J013 NAMI?: S'1'OtL-IIOUSI's til+l,l�S'I'ONAGI's JOIt NUM131s12: 99121 I'NISI'AItISU IiY: '1'1,13 lU/111/U7 UP;ti1GN ti'1'ORM: 25 1'1'sAR 1.`. ' ��.�.�:��..�1NGREri11fN1AL i�ItUIVO)I. . ��IMI'¢HV10US.�� i� fIM1iLOC�i� kAINFALL '7'111UU7Ak1�� -.�:�:�� ..P.IP�C �7?II'C�� PIhC '!�!ACLUAL . �TRAVQL. - .P1PLr':GAPAC7Tl SLI�1r1111�IRY .. i .. . . . . .. .... ... ..... , ;.. .. ,. , .. . . ... . . YiPi tili(.MN.NI . AI1F.A�� _�:!)F.FRICIF.NT. ..�AiFIiA � � �:SUNOF:::; (QIV(-.- � INk1.NtiYII ..NI�<7�Y -��i�NIpIVMNC:4.:�lAM1f3'N:H S6l1YL (,4:1VG111 \�I�:LU�I I1 � --�'IIMH �- �::QfN7JLL)��.�.\(pl.l,l,l� QUl'1'1/�EFDLL):;: . . . . _... .. . .. .. ..;. ..... ...�. .:. .. .. . . . . . . . ,�Qqhl.E�'9'O IA(lqCHi C .:. ....(A!C'1 �. :J(A C�..:ii(hlln'LI:PJihi� .....(IN/tlltl .:i((M`{) q....i:' (IIVI'lil!y) iPk.ItVl'.NI) 11'�l'11 (1'IftiF.('�� /.\II�I USY �.�i (�F9I.`J li7lSISF�� 11'LKCl.dl1 -i 29 28 022 0.84 O.185 0.185 10.00 2.02 0374 0.012 12 U.5U0 c,U 7.�i I u�13 2.7?.9 3�I'/ 13.7%� �', 28 4 0.12 0.84 O.101 0.28G 10.43 1.97 0.5G3 0.012 12 0.500 82 2.42 0.57 2.729 3.47 20.6% 22 23 0.19 0.84 O.1G0 0.160 10.00 2.02 0323 0.012 12 0.500 76 2.19 0.58 2.729 3.47 11.8% 23 24 Q17 0.84 0.143 0302 11.00 1.90 0.575 0.012 12 0.500 76 2.42 Q52 2.729 3.47 21.1% 24 24A 0.096 0.84 0.081 0383 I2.00 1.80 0.689 0.012 12 0.500 74 2.42 0.51 2,729 3.47 252% 24A 5 0.16 0.84 0.134 0.517 12.51 1.75 0.906 O.OI2 12 0.500 91 2.42 0.63 2.729 3.47 332% 1 Vault 0.51 0.84 0.428 0.428 10.00 2.02 0.8G7 0.012 l2 0.500 l40 2.42 0.97 2J29 3.47 31.8% 27 26 0.28 0.84 0.235 Q235 10.00 2.02 0.476 0.012 12 0.500 140 2.42 0.97 2.729 3.47 17.4% 26 25 0.15 O.S4 0.126 0.361 10.97 1.91 0.689 0.012 15 0.500 53 2.68 0.33 4.948 4.03 13.9°/ 5 25 O.17 0.84 0.143 0.143 10.00 2.02 0.289 0.012 12 0.500 87 2.19 0.66 2.729 3.47 10.6°/ 25 4 0.094 0.84 0.079 0.583 11.00 1.90 1.109 0.012 12 0.500 43 2.42 0.30 2.729 3.47 40.6% 4 4A 0.12 O.R4 0.101 1.201 10A0 2.02 2.432 0.012 12 0.500 33 2.42 0.23 2.729 3.47 89.1% 4A Vuult 027 0.84 0.227 1.71�I 10.23 2A0 3.419 O.UI'2 l2 U.500 ti7 3.47 0.32 2.729 3.47 125.3% 10/12/2007 COIZL; DESIGI�I, 1NC. PnGE 1 [t (�n h � �! ':;'_iTi:!':'ir].�:.+..::':'.:i'.:i:.`:`.;.:,:::::,�_;:::::'�`.;'Y';iiiiiiiiiiiiiii: IJ��:�I;l�,�l;J��1;��1,�;:�:I�1;EM;DE��CxI'r, `. LOCA'I'ION: 1QNG COUNTY 24-HR RAINRALL: 3.9 INC7IES JOB NAMG: STOR-1IOUSI's SI�,1 J�S'I'ORAC:1? .IOB NUMBL'R: 99121 PRCPARliD 13Y: 'f1.B 10/Ol/07 DCSIGN STORM: 100 Y�AR I ,, ,_, �.. , �: ! ., .� .. .. :.-�1NC;ItN.T7l{N3.AL. . .�ItUNU]'1�.�.�:�!..IMCCRVIOUS :.;:i' .�,.:i�iTIN(f,OF.::�:RA7NFA1;1::. .:7'IiI13U7�Al2Y...,..��: ,:';�i:: .�i WL..i:��.�.:1'IPCi:�:':�''PIP.�: hGTU.AI�.. ��RAYRI �..��.�:P1IiCGAl.t1CIT1"SUMM'i�RY .�. ' r�,� ' P r � i t. cci�i�,c i u '! . IP,.S,..rh,lN1.. . i� A1 A �i� . . ill.Li I.i NU[A .�SU�IO[". ICONC. I!�:IryCCfVSt'TY. .�I'I;U�Y. . .NIAIVIVIN( Ki�:�UTAM1Ili7'ER SFAPC: 6CfVG7'I[� PELOCI7X:::��TIMf !V(PiJL,LI -�!V.FULL .�� (AGl')/�-F'LLb'��. � . ... . .:'. ........... ........ . ........... . . . . . . . . . . ....... ..... . . ,..._.. ,,;,:, ., � .�.�................. ... ...........: .. �..:.;., . . . . . . . . . ..... . � �:.... :.;�.: .:,..:.:. ...:.:.: .��.��. ��;.:.;:� :.�..:.:. ..;.;. ..�..:: ,:.�..,. , . . . . .. . . �� ..... .,.. . . . . ..:.� ��: - �... . .:� �.............. �� ...�:,: ; ;.;�;:: .. :�RQM :::�•1`O :. : .(ACIUsHf.: ��-� :� .(A�.C/ �':A C� �.:(h11NUTIi51 .:: -IN[FIRL:: - �(l.i;il� . u �� fItVC11I?5.�..IEfiCE1�T.. fFGh'::-::'NTfhFO ��(iNINOf�`8�-� i�(4�8} ,::ji l�St�C �.!� IIGItCGN'I'/ �: `' l. { �. � i .� � i ! .. 29 28 0.220 0.84 0.185 0.185 10.00 2.39 0.441 0.012 12 0.500 60 2.52 0.40 2.729 3.47 lG2% 28 4 0.120 0.84 0.101 0286 10.40 233 0.665 0.012 12 0.500 82 2.85 0.48 2.729 3.47 24.4% j 22 23 0.190 0.8A 0.160 0.160 10.00 239 0381 0.012 l2 0.500 76 231 0.55 2.729 3.47 14.0% 23 24 0.170 0.84 0.143 0302 11.00 2.25 0.680 OAl2 12 Q500 7G 2.85 0.44 2.729 3.47 24.9% 24 24A 0.096 0.84 0.081 0.383 12.00 2.13 0.815 0.012 12 OS00 74 2.97 0.42 2.729 3.47 29.9% 24A 5 0.160 0.84 0.134 0.517 13.00 2.02 1.047 O.O l2 12 0.500 91 3.23 0.47 2.729 3.47 3R.3% 1 Vault O.SIO 0.84 0.42R 0.811 10.00 2.39 1936 OAl2 12 0.500 140 395 0.62 2.729 3.47 7Q9% 27 2G 0.280 0.84 0235 0.235 10.00 2.39 0.561 O.U12 12 0.500 l40 2.6y U.87 2.729 3.47 20.6% 26 25 0.150 0.84 0.126 0361 10.87 2.26 0.818 0.012 15 0.500 53 2.92 030 4.948 4.03 16.5% 5 25 0.170 0.84 0.1�3 0.143 10.00 239 0341 0.012 12 0.500 87 2.31 0.63 2.729 3.47 ]2.5% 25 4 O.U94 0.84 0.079 0.222 10.00 239 0.529 OAl2 12 0.500 33 2.62 021 2J29 3.47 19.4% 4 4A 0.120 0.84 0.101 0323 10.21 23G 0.760 0.012 12 0.500 67 2.92 038 2.729 3.47 27.8% 4A Vault 0.270 0.84 0.227 0.549 10.59 2.30 1.264 0.012 12 0.500 65 3,41 032 2.729 3.47 463% 10/12/2007 CORE DESIGTl,INC. PAG� 1 � � ,, , ,.... , . ....: .... . '::`. ':' : ::S��Kki?ATER� LGi�Is�TI0�3 :: ::: :. ' . ' . ..::.:.:. A... ..... OB 1A1IE: STOR-HOLSE SELF STORaGE PREPARED BF: TLg I OB\-LJ�4BER: 99121 DESIG\STORDI: 25 �'EAR ENTR�\CE ENTRAi�'CE EXIT OUTLET INLET APPROACH BE:VD JUNCTION PIPE PIPE b�IANNL'�IG'S OUTLET INLET PIPE FLOW VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER FRO�I TO FLOW LENGTH DL4. n ELEVATION ELEVATIO� AREA �'ELOCITY HEAD ELEVATION LOSS ELEVATIOn LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION CB CB (CFS) (FEET) (Il� VALUE (FEET) (FEET� (SQ F'T) (FT/SEC) (FEET) (FEET) (FEE'I) (FEE'I) (FEET) (FEET) (FEET) (FEE"I) (F�E'1� (FEET) (FEET) (FEET) RL�i EL V[.T 1 1.6 9 12 0.012 307.50 308.98 0.79 2.03 0.06 309.00 0.02 309.98 0.01 0.06 310.06 0.00 0.00 0.00 0.00 310.06 313.8 0 15 20 2.6 137 12 0.012 308.63 30935 0.79 3.31 0.17 310.49 0.62 311.10 0.03 0.17 31131 0.00 0.00 0.00 0.00 311.31 312 6 15 5.9 8� 15 0.012 307.97 308.40 1.23 4.81 0.36 309.73 0.60 31033 0.07 036 310.76 0.00 0.27 0.00 0.00 310.49 311.8 15 16 33 95 12 0.012 308.61 309.04 0.79 4.20 0.27 310.49 0.69 311.17 0.05 0.27 311.50 0.00 0.01 0.00 0.00 311.49 312.35 16 17 0.6 62 12 0.012 309.06 309.44 0.79 0.76 0.01 311.49 0.01 311.51 0.00 0.01 311.52 0.00 0.00 0.00 0.00 311.52 312.3 17 18 0.3 127 12 0.012 309.46 310.08 0.'I9 038 0.00 311.52 0.01 311.53 0.00 0.00 311.53 0.00 0.00 0.00 0.00 311.53 313.3 18 19 0.3 65 12 0.012 310.09 310.49 0.79 0.38 0.00 311.53 0.00 311.53 0.00 0.00 311.53 0.00 0.01 0.00 0.00 311.52 3143 4 28 0.7 72 12 0.012 307.18 307.90 0.79 0.85 0.01 309.45 0.02 309.47 0.00 0.01 309.48 0.40 0.00 0.00 0.00 309.48 312.3 28 29 0.4 86 12 0.012 307.59 308.76 0.79 0.56 0.00 309.48 0.01 309.i6 0.00 0.00 309.77 0.00 0.00 0.00 0.00 309.77 312.3 7 12 1.2 143 12 0.012 308.�2 309.17 0.79 1.53 0.04 310.38 0.14 310.51 0.01 0.04 310.56 0.00 0.03 0.00 0.00 310.53 311.8 12 13 1.0 103 12 0.012 309.21 309.83 0.79 1.27 0.03 310.53 0.07 310.83 0.01 0.03 310.86 0.00 0.01 0.00 0.00 310.85 312.3 13 14 0.5 189 12 0.012 309.86 310.76 0.79 0.64 0.01 310.85 0.03 311.'6 0.00 0.01 311.77 0.00 0.00 0.00 0.00 311.77 3133 5 24A 0.9 20 12 0.012 307.97 308.07 0.79 1.16 0.02 309.74 0.01 309.76 0.00 0.02 309.78 0.00 0.01 0.03 0.00 309.80 312 4A 24 0.7 88 12 0.012 308.07 308.51 0.79 0.85 0.01 309.80 0.03 309.82 0.00 0.01 349.84 0.00 0.00 0.00 0.00 309.83 312.1 Z4 23 0.6 76 12 0.012 308.51 308.89 0.79 0.74 0.01 309.83 0.02 309.89 0.00 0.01 309.90 0.00 0.00 0.00 0.00 309.90 312.1 23 22 U.3 74 11 O.OIl � j08.89 .iOG.Lb �.7y �.41 �.�� 309.83 G.1�1 '510.16 0.00 �.�� 310.16 0.00 0.00 0.00 0.00 510.16 .31L.3 25 26 0.7 110 12 0.012 307.54 307.81 0.79 0.88 0.01 309.62 0.03 309.66 0.00 0.01 309.67 0.00 0.01 0.00 0.00 309.66 312.3 26 27 0.5 93 12 0.012 307.81 308.46 0.79 0.61 0.01 309.66 0.01 309.68 0.00 0.01 309.69 0.00 0.00 0.00 0.00 309.69 3123 � VLT 4A 4.8 65 18 0.012 304.80 305.73 1.77 2.71 0.11 309.00 0.11 309.11 0.02 0.11 309.25 0.00 0.11 0.15 0.00 309.29 312.6 A 4 4.8 67 18 0.012 305.73 306.68 1.77 2.71 0.11 309.29 0.12 309.41 0.02 0.11 309.�4 0.00 O.11 0.00 0.01 309.45 311.27 4 25 4.8 76 18 0.012 306.68 306.83 1.77 2.71 0.11 309.45 0.13 309.58 0.02 0.11 309.72 0.00 0.11 0.00 0.02 309.62 312 25 5 4.8 �6 18 0.012 307.0� 307.46 1.77 2.71 0.11 309.62 0.10 309.72 0.02 0.11 309.86 0.00 0.11 0.00 0.00 309.74 311.66 5 6 4.8 60 18 0.012 307.47 307.82 1.77 2.71 0.11 309.74 0.11 309.85 0.02 0.11 309.99 0.00 0.26 0.00 0.00 309.73 312.6 6 7 3.2 60 12 0.012 308.17 308.49 0.i9 4.06 0.26 309.73 0.41 310.14 0.0� 0.26 310.44 0.00 0.07 0.00 0.00 310.38 311.8 7 8 1.6 100 12 0.012 308.�4 309.00 0.79 2.08 0.07 310.38 0.18 310.55 0.01 0.07 310.63 0.00 0.05 0.00 0.00 310.59 312.2 8 9 1.� 100 12 0.012 309.02 309.54 0.79 1.74 0.05 310.59 0.12 310.71 0.01 0.05 310.77 0.00 0.02 0.00 0.00 310.75 311.8 9 10 0.9 106 12 0.012 309.55 309.99 0.79 1.20 0.02 310.7� 0.06 310.49 0.00 0.02 311.02 0.00 0.00 0.00 0.00 311.01 312.2 10 11 03 186 12 0.012 310.00 310.98 0.79 0.43 0.00 311.01 0.01 311.98 0.00 0.00 311.98 0.00 0.00 0.00 0.00 311.98 313.3 10/12;`07 CORE DESIGN, P.�1C. PAGE l ::. .; :.:...... ...: ... . .::. .... .::............ .. : ::: . ��I.'kVAT ATt0:l3 :.:: : : :::::::::::::::.::::::::::.:::: : : ,. .. ....... ...... ................................................................................. ..... ERCAI.,G{�I.................... . :r::::,:.:::..:.:..::,. ....:... ... OB NADiE: STOR-HOUSE SELF STORAGE PREP.ARED BI': TLB I OB nZA4BER: 99121 DESIGN STOR11i: 100 YEAR E\TRANCE ENTRANCE EXIT OLTLET INLET APPR0.4CH BEn�D JL�`CTIOV PIPE PIPE MANNING'S OtiTLET P.�LET PIPE FLOVV VELOCITY TAILWATER FRICTION HGL HEAD HEAD C01"I'ROL COVTROL VELOCITY HEAD HEAD HEADWATER FR0:1•I TO FLO«' LENGTH DIA. n ELEVATION ELEVATIOV AREA VELOCITY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEV�TIO� ELEVAT[O\ HEaD LOSS LOSS ELEVATIOti CB CB (CFS) (FEE'1� (L�� VALtiE (FEET) (FEET) (SQ FI') (FT/SEC) (FEET) (FEET) (FEE� (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEEn (FEE'I) (FEET) RID1 EL VLT 1 2.1 9 12 0.012 307.50 308.98 0.79 2.62 0.11 309.50 0.03 309.98 0.02 0.11 310.11 0.00 0.00 O.GO 0.00 310.11 313.8 15 20 3.1 137 12 0.012 308.63 30935 0.79 3.96 0.24 311.00 0.88 311.87 0.0� 0.24 312.17 0.00 0.00 0.00 0.00 312.17 312 6 15 5.5 85 15 0.012 307.97 308.40 1.23 4.51 0.32 310.46 0.53 310.99 0.06 032 311.37 0.00 0.37 0.00 0.00 311.00 311.8 15 16 3.9 95 12 0.012 308.61 309.04 0.79 4.90 037 311.00 0.94 311.93 0.07 037 31238 0.00 0.01 0.00 0.00 312.37 31235 16 17 0.8 62 ]2 0.012 309.06 309.44 0.79 0.97 0.01 312.37 0.02 312.39 0.00 0.01 312.41 O.OQ 0.00 0.00 0.00 312.40 312.3 17 18 0.4 127 12 0.012 309.46 310.08 0.79 0.�1 0.00 312.40 0.01 312.42 0.00 0.00 312.42 0.00 0.00 0.00 0.00 312.42 313.3 18 19 0.4 65 12 0.012 310.09 310.49 0.79 0.51 0.00 312.42 0.01 312.42 0.00 0.00 312.43 0.00 0.00 0.00 0.00 312.43 3143 4 27 0.8 82 12 0.012 307.18 307.59 0.79 1.07 0.02 310.10 0.04 310.14 0.00 0.02 310.16 0.00 0.01 0.00 0.00 310.15 3123 27 28 0.6 60 12 0.012 307.59 307.89 0.79 0.79 0.01 310.15 0.02 310.16 0.00 0.01 310.18 0.00 0.00 0.00 0.00 310.18 312.3 7 12 I.5 143 1Z 0.012 308.�2 309.17 0.79 1.86 0.05 311.38 0.20 311.58 0.01 0.05 311.65 0.00 0.03 0.00 0.00 311.61 311.8 12 13 1.1 103 12 OAl2 30921 309.83 0.79 1.44 0.03 311.61 0.09 311.70 0.01 0.03 311.74 O.OU 0.01 0.00 0.00 311.73 3123 , 13 14 0.6 189 12 0.012 309.86 310.76 0.79 0.77 0.01 311.73 0.05 311.78 0.00 0.01 311.79 0.00 0.00 0.00 0.00 311.',9 3133 5 24A I.1 20 ]2 0.012 307.97 308.07 0.79 1.34 0.03 310.51 0.01 310.52 0.01 0.03 310.�6 0.00 0.02 0.04 0.00 310.58 312 4A 24 0.8 88 12 0.012 308.07 308.�1 0.79 1.04 0.02 310.58 0.04 310.62 0.00 0.02 310.64 0.00 0.00 0.00 0.00 310.63 312.1 24 23 0.7 76 12 0.012 308.51 308.89 0.79 0.87 0.01 310.63 0.02 310.66 0.00 0.01 310.67 0.00 0.00 0.00 0.00 310.67 312.1 23 22 0.4 7� 12 U.U12 3Uif.8y �U9.Z6 U."/y U.38 0.00 310.63 QOl .ilU.fi3 U.UU U.UU 31U.65 U.00 0.00 O.OU O.UU 31U.65 3123 25 26 0.8 110 12 0.012 307.54 307.81 0.79 1.04 0.02 310.33 0.05 310.38 0.00 0.02 310.40 0.00 0.01 0.00 0.00 31039 312.3 26 3 0.6 93 12 0.012 307.81 308.46 0.79 0.71 0.01 31039 0.02 310.41 0.00 0.01 310.42 0.00 0.00 0.00 0.00 310.42 312.3 VLT 4A SS 65 18 0.012 304.50 305.73 1.77 3.13 0.15 309.50 0.1� 309.65 0.03 0.1� 309.84 0.00 0.15 0.20 0.00 309.89 312.6 A 4 5.� 67 18 0.012 305.73 306.68 1.77 3.13 0.1� 309.89 0.16 310.0� 0.03 0.15 310.23 0.00 0.15 0.00 0.02 310.10 311.27 4 25 5.� 76 18 0.012 306.68 306.83 1.77 3.13 0.1� 310.10 0.13 310.23 0.03 0.15 310.46 0.00 0.15 0.00 0.02 310.33 312.00 25 5 5.5 54 18 0.012 307.04 307.46 1.77 3.13 0.1� 310.33 0.]3 310.45 0.03 0.15 310.64 0.00 0.15 0.00 0.02 310.51 311.66 i 6 5.5 �6 18 0.012 307.47 307.82 1.77 3.13 0.15 310.51 0.13 310.64 0.03 0.15 310.82 0.00 0.36 0.00 0.00 310.46 312.6 6 7 3.8 60 12 0.012 308.17 308.49 0.79 4.84 0.36 310.46 0.58 311.04 0.07 0.36 311.47 0.00 0.10 0.00 0.00 311.38 311.8 7 8 1.9 100 12 0.012 308.54 309.00 0.79 2.47 0.10 311.38 0.25 311.63 0.02 0.10 311.74 0.00 0.07 0.00 0.00 311.68 312.2 8 9 1.6 100 12 0.012 309.02 309.54 0.79 2.07 0.07 311.68 0.18 311.85 0.01 0.07 311.93 0.00 0.03 0.00 0.00 311.90 311.3 9 10 1.1 106 12 0.012 309.�5 309.99 0.79 1.42 0.03 311.90 0.09 311.99 0.01 0.03 312.03 0.00 0.00 0.00 0.00 312.02 312.2 10 11 0.4 186 12 0.012 310.00 310.98 0.79 0.51 0.00 312.02 0.02 312.04 0.00 0.00 312.05 0.00 0.00 0.00 0.00 312.05 313.3 10/12/07 CORE DESIGN, II�'C. PAGE 1 REVISED PHASE I1 CALCULATIONS : , . �'�i'BX I� �ATERiC:(LC I,A I�N '� �:�:�:�:��•��.�.�.•.•.•.�.•.•.•.�.�..�.�.�.�:�:�.:•:;:;:;:;:;::'::::::::..:.:.:.:.:.�.::�.�.�:�:�:�;�::;�;:;:;:;:;:;:;:::::�.:.�.�. [ 'f O.S.?`i�`i�i:E:'i�i:i:::i:i:i:i:i:i:�:�:�:�:�:�:�:�:�:�:�:�:�:�:�:�:�:�.;�;:;.;.;�;�;�;.;��,�,,,,,,��.��.�:;�;:;:;_;�;.;_�.�.�.,:�.,.�:,:�.,�.:..::::::::::::::::::. ............................... G CK ... JOL NAINE: Yhase 2 SlorvHouae Sclf Slur:�ge PI2EPARLrD BY: R.S'1'EVENSlfL6 I .IOUNUMRi:R: 19121 pGSICNSTORM: 100 YCAtt CNTI2AIVCL li;N'1'l2AIVCE O:XIT OUTLGT INLL7' AI'PROACH BEND JUNC1'ION PIPI�: Pll'C MANNING'S OUTI,CT INLLT YL�I�. I�LOW V�LOCITY 1'AILWA'1'lSli I�RICfION IIGL IIliAU FII�:AD CONTROL CONTROL Vh:LOCI'PY IiLAD II�AD HI'sAUWA'PISIL RROM TO TLOW LN:NC'1'H DIA, n 1;Id�:VAT[ON CLCVATION A1il�:A Vl'sLOCITY IILAD CLliVA'190N LUSS CLEVATION LOSS LO55 LLCVATION CLCVATION FIlAll LUSS LOSS CW�:VA7'ION Clt C� CFS (N66T (iN) VALULI Q�'�ET) RRRT SQ 1�P (I�1'/SLC RI?2T RCCT) I�EICI' FIS6 (RCCT RF.�T R4;N.P (RECT) (RCCT RI?NTI' FEET) (I�CC IiIM I{I, 2 1 1.5 63 12 OAI7. }09.03 30935 0.79 1.92 O.OG 31236 0.10 312.4G 0.01 0.06 312.52 0.00 0.04 0.00 0.00 312.A9 312J2 7 2 1.2 R7 12 0.012 30935 309.79 079 1,51 0.04 312.49 0.08 312.57 0.01 0.04 312.61 OAO (1.02 0.00 0.00 312.60 312.17 4 3 0.8 140 12 0.012 30979 310.41 0.7J 1.00 0.02 312.G0 OA6 312.65 0.00 0.02 312.G7 0.00 0.00 0.00 0.00 312.(7 312.g9 G S 1.1 63 12 0.012 309.42 309.73 0.79 13( 0.03 31236 U.US 312.41 0.01 UA3 312,44 0.00 0.02 0.00 0.00 312.43 312.12 7 6 0.8 67 12 0.012 309.73 310.17 0.79 1 AG 0.02 312.43 0.04 312.47 0.00 0.02 312.49 0.00 0.01 0.00 0.00 312 48 312.77 K 7 0.5 14U 12 0.012 310.17 lI0.R7 0.7Y O.G9 0.01 712.48 0.03 312.51 QW 0.01 312.52 0.00 Q00 OAO 0.00 312.52 312R9 ioi�2izoo� coiii_.�Lsicri, iNc. i�n�� i �:;'!:� ....., .i.:. - .:�. ::::.�:�13Af:IEWkTCR:CA15('FII;A9'IUNS . .... . ... .�. .. .....,. ........ . ..... .., ....�.�. ..�.�.�.....,.,.,... ... ........•.,.;.:.�.�.... �.� . .. . .. . . . ... . . . . .�.�.�.�.�... . J011 NAM�: Plmu 2 SrorvHome SelfSrorege PRCPAIt�D 6Y: R STEVLNS/I'L6 I JOR NLIMRF.R: 99I2i UI{til(:N ti'POIiM: 25 YEAR CNTRANCC CN'PIiANCC CXIT OUTLCT INI.ET APPROACH UEND JUNC'PION I�� PIPC P�E MANNIIVG'S OUTLET QVLET PII'C CLOW VCLOCITY 'CAILWATCR FR1C'CION HGL HISAU HN:AU CON'1'ItOL CONTROL VELOCITY FiTi.AD HEAD IICADWATCIt PROM TO RLOW LCNGTII DIA. n �LCVATION �L�VATION AILCA V�LOCITY ILCAD CLCVATION LOSS ELEVATION I.OSS LOSS F.LU.VA'1'ION LLBVA'1'ION HEAU LOSS LOSS CLT�VATION C6 CB CRS RCCT) (IN VALUL� (RCCT) (RtiCT (501'P) (i+'1'/SI�C (P'P;ET (I+ISCT Ir�U.I' 1+4;Is'1' FIi1L'P I�'E�'P) RT�ET [�'CCT RECT RrET RrR RItTT RIM rl, 2 1 13 G3 12 O.U12 30I.U3 30J35 0.7) 1.G2 0.04 311.49 0.07 J11.56 0.01 OAA 311.61 0.00 0.03 0.00 0.00 111.58 312.12 3 2 1.0 87 12 O.UIZ 30Y.75 30999 099 126 0.03 311.58 0.06 311.64 0.01 0.03 111.67 0.00 0.01 QW OAO 31LGG 312.17 � 4 3 0.7 140 12 0.012 i09.79 . 310.49 0.79 0.84 0.01 311.6G 0.04 31 I JO 0.00 0.01 311.71 OAU O.UU U.00 0.00 311.71 312.89 I 6 5 09 G3 12 0.012 30/.42 30).73 Q7) 1.15 0.02 311.49 0.03 311.52 0.00 OA2 J11.55 0.00 0.01 0.00 0.00 31L54 312.12 i 7 6 0.7 87 12 0.012 309.73 310.I7 0.79 U90 O.UI 31L54 O.OJ 31L57 0.00 0.01 iI1.5R 000 0,01 0.00 0.00 311.57 312.17 I 8 7 0.5 140 12 OAl2 310.17 310.87 0.79 0.58 001 311.57 U.U2 311.87 O.UO 0.01 911.88 0.00 0.00 0.00 0.00 i11.8R 112.R9 10/12/2007 CC)Itb'llI�SIG1�l, INC. PAGF. 1 � 5. EROSION/SEDIMENTATION ANALYSIS AND DESIGN: The intent of this erosion and sedimentation control plan is to minimize erosion and the transport of construction related sediments off-site. The following ESC measures are incorporated into the Erosion Control design: 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the clearing and grading plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. In general, clearing limits extend around the subject property. 2. Cover Measures: The temporary erosion and sedimentation control notes listed on sheet C2.31 specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that��ill be receiving silt-laden runoff. 4. Tr�c Area Stabilization: A construction entrance «-i11 be installed at the entrance to �1��Yi��gin`r�`hv Yr��e�r,t�x':11 ��,ii�t P?r?eting nri��ata a,qnhalt anrl minimal r-- r ultilities will be needed. See sheets C2.01 and C2.31 for location of construction entrance and detail. 5. Sediment Retention: The detentiorv'water quality vault will be used for sediment retention. Sediment retention�z�ill be designed per the 200� KCSWDI�1 Sediment Pond Calculations The runoff tributary to the sediment pond was calculated using KCRTS. The soils on site consist of Arents, E��erett material (An) and Gravel Pit according to the King County Soil Survey. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of till soils. During the erosion control phase of the project, the site will be entirel��cleared and will therefare be modeled as developed conditions. The following information «-as used to create the runoff hydrograph from KCRTS: EROSION CONTROL PHASE Total Area= 1.82 acres GROLTND COVER AREA(acre) Im ervious Area 1.53 Till Grass (pervious area) 0.29 The resulting hydrographs are: 2yr= 0.73 cfs l0yr= 1.00 cfs 100yr= 1.95 cfs _ Surface Area: SA=2080 sf/cfs * Qz Q2= 0.73 cfs SA=2080 sf/cfs * 0.73 cfs= 1518.4 SF The designed sediment pond is 32' x 50' at the standpipe overflow elevation SA= 1600 SF> 1�19 SF� OK Pond Geometrv: 3:1 interior side slopes 3.5' depth (min) The top of the sediment storage is EL 308.5. The elevation of the top of the standpipe is EL 312 (3.5 feet of depth). The bottom of the pond is 307.5 (1 foot of sediment storage). � • Riser Pipe I LESi�ii i iOvJ= �lp= i.vv Cl� The flow capacity for a 12" diameter riser with 1 foot of head is approx 3.8 cfs»1.00 cfs required. • Emergency Overflow Spillway Design Flow=Qloo= 1.95 cfs H=0. 5' L=(Qioo�3.21H3�Z))-(2.4H)_(1.95/1.13)—(0.48)=0.52 (6' min per section 5.3.1.2 of the 200� Surface Water Design Manual) The overflow spillway shown on the plans is 6 feet�vide> 0.52' required. • Dewatering Orifice: Orifice area=AS(2h)0�5/(0.6)(3600)Tg°�' _(1600)(2*3.�)o.s/(0.6)(3600)(24)(32.2)o.s =0.0144 sf Orifice diameter=24(orifice area/�)°�' =24(0.0144/�)o.s = 1.62 inch. USE 1.7� inch � � � A z w a a. d STORM DRAINAGE ANALYSIS FOR PHASE 2 C��R_�i��T.�F. ��'.T .� C�i'i�➢R A�''T�'. KF.NTON,WASHINGTON g v�'�r �4'`' r G� � . �. .� ' r /� " �� 33281 �� `' ' �`sjSpE4�,�`��m (� ��NAL��. (��Vl Approved by: Robert H.Stevens,P.E. �/ Date: August,2004 �REs �2-oa- Core No.: 99121 RENT�N MINI STORAGE TABLE OF CONTENTS l. Project Overview 4. Conveyance System Analysis and Design 5. Erosion/Sedimentation Analysis and Design 1.PROJECT OVERVIEW: Phase 2 of the Stor-House Self Storage is located on the southwest corner of the Stor- House Self Storage and Office Pazk. The site plan and type of buildings for Phase 2 will be consistent with the Phase 1 portion of the Stor-House Self Storage project. The initial improvements for the original design considered future improvements for the azea of Phase 2. The total property is 7.77 acres. 'I'he west 50 feet was intended to continue to slope to the west. The remaining area, 7.0 acres, was intended to slope to the detention/infiltration facility. The design for phase 2 will not exceed the area originally designed to go to the drainage system. Phase 2 improvements are intended to only come within 55 feet of the west property line, 5 feet short of what was considered in the original parameters. Since the detention system was sized for the ultimate build-out of Phase 2, this report will not reanalyze the detention facility or downstream. Please refer to the Appendi� for the original design of the detention faciliry. The only aspects of the new Phase 2 design that will need analysis are the conveyance system and erosion control. 4. CONVEYANCE SYSTEM ANALYSIS AND DESIGN: The conveyance system for the site was designed for both the 25-year, 24-hour storm and I the 100-year, 24-hour storm. A conveyance sheet was generated for the 25-year and 100- year storms using the rational method to calculate flows for each area collected by each I catch basin. The precipitation rates for the 25-year, 24-hour storm and the 100-year, 24- I hour storm are 3.40 inches and 3.90 inches consecutively. ', T'he flows generated from the 25-year, 24-hour and 100-year, 24-hour storms were input III, into a backwater analysis spreadsheet to confirm adequate sizing. �' A weighted C value was used for each area collected by each catch basin. The same I weighted C value from the original desib was used. The average C value for the overall i developed site is (0.6 AC*0.25 +6.4 AC*0.90)/7.0 AC=0.84. '' The original conveyance analysis was used to deternune tailwater elevations at the new ' CB 5. However it was appazent that the basins have changed from the original assumptions for the basins of Phase 1, CB 18 and 19. The revised analysis gave us a tailwater elevation at CB 19 (phase l,CB 5 phase 2) of 311.01 for the 25-year event and 312.25 for the 100-year event. This tailwater ele�-ation «-as used for both CB 1 and CBS to be conse�rvative. The backwater analy�sis was performed to ensure that during the 25-year design storm, the maximum water surface elevation in each structure did not exceed an elevation equal to 0.5' below the rim and during the 100-year design storm, the maximum water surface elevation did not cause flooding of structures. Exceedance of a rim would be allowed if the topography of the basin would allow the overflow to be conveyed to the next downstream catch basin or if the topography could ensure that ponding would not cause structural damage. During the 25-year, the head«-ater elevations did not exceed 0.�' less the rim. During the 100-year, the headwater elevation exceeded the rims in CB 2, CB 3, CB 6 and CB 7. The overflow from these catch basins will pond within the roadway and will not flood any adjacent buildings. _.;�.:; __ _ .__ ____NW.�/4, NW 1/4, SEC. 16, TWF'. 23 N., RGE. 5 E., W.M. _ __ . ;_ , : �; ! CB 2 CB 3 � ' ' nPE i nPE i CB 4 ; � � � R/M .312.12 1YPE l ' i >2"lE .309..35 RlM 312.17 RlM 312.89 ; � � � ��i � � 12 /E .309.79 12'"lE ,310.49 I � �,: i � � � ` � � SD �� _ I � � } I ; ; �:8 � � I � ,�. � rrnEi 0.19 0.23 0.39 i � , � � �� i R/M .312.4.3 0.16 12'iE ,�09 0.� ; ; , : - (z 4' covFR) 0.14 0.17 0.27 ! � ; -- ., ;� ' � SD � SD ! i a ; � { � � � L�'B�5 CB 6 CB 7 CB 8 ' . ' � TYPE l TYPE l ; RlM .311.72 RlM ,312.12 RlM 312.17 1)'PE l ' 12"lE ,309.42 12"/E 309.73 12"lE .310.17 RlM ,312.89 i ; (1.3' COIiER) (1.4' COIiER� (1' COIiER� 12"/E .3>0.87 (1' COIERJ � S TORM DR�1/NA GE EXH/Bl T � STOR-HDUSE SELF STORAGE � � i � Ro �, � � c S C A L E. 1 " - 4-O� �, 1560-1407N A liE. NE, SU/TE' 100 BELLEViJE W.4 98005 1471 1 NE 29ih Place,N 10� D A TE OS/OB/03 S H E E T �r O no �0 80 � Bell.vue,Washin9ton 98007 L a15.885.7877 Fux I75.885.7963 �DESIGN DESIGNED RHS -1 1 ENGINEERING • PLANNING • SURVEYING DRAWN �EH PROJECT NUMBER �i 99121 i STCOI�.M �iO�VEYAI`Il.:'Li S�'STL'1V1. D,L' I.'��7CN I.00ATION: KINGCOUNTY 24-IIRRAINTALL: 3.4 INCHES IUS NANII?: I'h;ise 2 ti�urlluusc ticlf tilur�i�c JOIS NU��IBLR: 9y�12] i'Itl{PAKI?D Itl': It.Slcccn. 1)b:Sl(;N,ti'1'UINI: ZS 1'I;A1f �m��.iuhirN��#L euNni r v��,�i�u�t:ttvii�ius 1'i�M�q� li�tqi u�i.'�I �P�uulr�A�tv� I �i� �� u��' i; rmi ilr��. � nrii�,U',� i IkAVi�l, 1'll'1?C'ANA'l'1'll'4l'JM1iMAkY�, � �' n�,i, `�� ieL1LGM1I��LN1 :� A�u,n ' �,:.i ��Luull�lcll.N� � nxl,h�. Sl1M1iu1 iL'�uNU. i�NIL'NS�n��.�� ' uAw',� MANN�N�YS �>�nM1uct�.�t �� S�ur�� I� L�.nb�u�l v��al�l,'i rni�l? V(ruu1,J 1y1�,1�,1.� '�(ACItlQttl , l�, �,Y�kOfvl ��)(� ��.fAC112.S1 �1l' fA*4)�' ' (A*c,) (MINUILs) '�.pNIYILU Ic�1�51�:�� :�"n' ��(1N1.13FS) I';�''fIFItQI..N'!')� Plll)�.�� 1'1/yLC1'. IMINITI�hi 1(��'�) U��PISLCi (IL'kCICNI')��. 8 7 0.270 I 0.84 0.227 0.227 10.00 2.02 0.459 0.012 12 0.500 140 2.52 0.93 2.729 3.47 16.8 7 c� 7 G 0.170 0.84 0.143 0370 10.93 191 0.706 0.012 12 0.500 87 2.85 0.51 2.729 3.47 25.9% 6 5 0.140 0.84 0.118 0.487 11.44 1.8G 0.904 0.012 12 0.500 63 3.08 0.34 2.729 3.47 33.1% 5 ex 0.160 0.H4 0.134 0.622 11.78 1.82 1.132 0.012 12 0.500 12 3.27 0.06 2.729 3.47 41.5% � 4 3 0.390 0.84 0.328 0328 10.00 2.02 0.663 0.012 12 0.500 140 2.85 0.82 2.729 3.47 24.3% 3 2 0.230 0.84 0.193 0.521 10.82 1.92 1.002 0.012 12 0.500 8'I 3.18 U.46 2.729 3.47 36.7% 2 1 0.190 0.84 0.1G0 O.ti80 ll.27 1.87 1.274 Q012 12 0.500 63 3.41 031 2.929 3.47 46.7% 8/17/04 Core Design, lnc. PAGE 1 �7�lJlV.�'A �ON'Y liY'A��l�'L' S�T�7Tla� D�S��TN � LOCAT[ON: KING COUNTY 24-HR RAINFALL: 39 INCHGS ►OR NAi�1I�.: I'h:�tic 2 titur-Iluuse ti�df S(nraKc J(lli N1:�1151{IL: 9Y721 7'ILI?PAILI�:U ISS: R.Slcvcus UI�:SII:IV ti'I'(�I2Al: I1111 YI�:AIi iNrRr.n+inrrnl. � ��iimprr imrr��vwii9 ��nu bC ,Iun�Nr•nw,�� Tun�n�hA¢r � Pu�e�� i^irL ; rlrL '� Ar��uAr'. �HnYi�.i. �� PII'1?CAl'ACf`I`��;1111h1AK}�; '�' � i� ��L '� ('�ti ,� u'r �� 4.��rI:�1�� I�N�i911'� N�:LUbll�i ' 17M�� f�1i4�u��,). ,v(17 L�1�� 'l�rn(..t)ll�(llt. � ��i�IR)til.fjNll'NI \IiI]A <'fll;�l'I('II'N'1 � AR�A' til7hf(lf�' rflN�' 7N7NN51'IY�. I1,UW M13ANNIfv., . 111M1 1 R�' S . i i,. �i[I'R�M "'T(� „ (A�RES) ;��I J.��'C' IA"�CI la�j"�'1i IHIlN119'L'Sl I' ON/�llil�.�. �ICIiH) � �.'.flNlllll,l',ll fl't.RC16N1'I 01�1'1�'�i �i0iV41C) i (h1WlJffhAl .�(Clti) Ui�PK1U '��(PLIi�'INI1�' 8 7 0.27U U.84 U.227 0.227 10.00 239 0.541 � r110.012 12 0..500 140 2.62 O.R9 2.729 3.47 19.8�% 7 6 0.170 0.84 0.143 0.370 10.89 2.26 0.836 0.012 12 0.500 87 3.02 0.48 2J29 3.47 30.6%� 6 5 0.140 0.84 0.118 0.487 1137 2.20 1.072 0.012 12 0.500 63 3.23 0.32 2.729 3.47 393% 5 ex 0.160 0.84 0.134 0.622 11.69 2.1G 1344 0.012 12 0.500 12 3.44 0.06 2.729 3.47 49.2% 4 3 0.390 0.84 0328 0328 10.00 239 0.782 0.012 12 0.500 140 2.97 099 2.729 3.47 28.6% 3 2 0.230 0.84 0.193 0.521 10.74 2.28 1.185 0.012 12 �.500 87 332 0.44 2.729 3.47 43.4'� 2 1 0.190 0.84 O.1fi0 0.680 11.22 212 1.510 0.017_ 12 0.500 63 3.54 030 2.729 3.47 553°l0 8/17/04 Core Dcsign, Inc. PAGE 1 UACK W A'1'N:R CAI.Ct�LA170N5 � ODNAME: Yhase2SWr-FlauseSelfStoraCe PREPAI(EUIfY: H.STEVENS I OU NUMDER: 99121 UF,SICN tiTORM: 25 YEAR ENTRANCG ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCT(ON PIPE PQ'E MANNING'S OUTLET INLN:T P1YE FLOW VELOCITY TAILWATER FAICI(ON HCL HGAD IIEAD CONTROL CONTROL VCLOCITY HEAD HEM HEADWATER b'ROM TO FLOW LENGTH DIA. n ELEVATION ELEVATION AREA VELOCITY IIEAD CLCVATION LO85 ELEVATION LOSS LOSS ELEVATION ELEVATION II6AD LOSS I.OSS ELEVATION CU C11 CFS FEET (lN VALUC (RF.F.T) FEET S FT) (F1'/SEC) (FEET) (FEE'17 (REET (FEET) (FEET) (FEET) (FCET) FEET EET FF,ET) (F6F.T (FF.RT) HIM P:I, 2 1 13 67 12 0.012 309.03 30935 IU9 L(2 O,OA 31L01 0.07 311.06 0.01 0.04 311.13 0.0U O.b3 U.00 0.00 311.10 312.12 3 2 1.0 R7 12 0.012 30935 30979 0.7v 1.2N 0.03 311,10 0.06 3I116 0.01 0.03 311.1Y 0.00 0.01 0.00 0.00 311.1R 312.17 4 3 0.7 140 12 OAI2 109.79 310.49 0.7'J 0.84 U.OI 3I1.I8 O.OA 311.49 0.00 0.01 3ll.50 O.c10 0.00 0.00 0.00 311.50 312.R9 6 5 09 63 12 0.012 309.42 309.73 0.79 1.15 0.02 31 LOl 0.03 311.04 0.00 0.02 311.07 fl.UO 0.01 0.00 0.00 311.06 312.12 7 6 0.7 R7 12 OAl2 709.73 310.17 0.79 09U OAl 311.06 0.03 311.17 0.00 O.UI 31L19 U.OU 0.01 n.no 0.00 31L18 312.17 s � u.5 tau i2 u.ui? �tu.l7 31U.87 0.79 O.SR OAl 311.IR 0.02 31t.87 0.00 0.01 311.88 0.00 OAO OAn O.Oa 31i.N8 'tt2.x�� 8/17/04 PAGE 1 � � IfACKWAI'ERCALCULATIONS � ' - � � 06 NAMG: Plmse I SIoo-lluuse Self Storoee PItEPAR�U IiY: R S1'EVENS I 06 NUMDER: v9121 UN:SIGN S"fORM: 100 YN:AR ENTRANCE ENTRANCE EXIT OUTLGT INLET APPROACtt DEND JUNCTION � P�E PIYE MANNINGS OUTLET INLET YlY6 N'LUW VELUC(TY TAQ.WATER FRICI'ION HGL HEAD HEAD CONTROL CONTROL VELOCITY IIEAD IIEAD 11EADWATER EROM TO N'LOW LENGTH DL1. n ELEVATION ELEVA'1'lON AItIA VELOCITY lIGD CLEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION IIGAD LOSS LOSS ELEVATION � CB CR CFS (FEET) (IN) VALUE F.G:T EEET) (5QFT) (FT/SCC) (FECT (RF.F.T) (FF.F.T (FF.b:1') (FF.F.T) (FRR.T) (FEET) (FCET �EE FECT CET (FGET RIMGL 2 1 LS 63 12 0.012 30U,03 30935 099 1,92 0.06 312.25 0.10 31235 0.01 0.06 312.41 0.00 0.04 0.00 0.00 31238 912.12 3 2 1.2 87 l2 OAl2 30v33 30vJ9 0.79 1.51 0.04 312.3R O.OR 312.46 0.01 0.04 312.50 0.00 0.02 0.00 0.00 312.49 312.17 4 3 0.8 140 12 OAl2 30JJ�� 310A9 0.79 1.00 0.02 312.49 0.06 312.54 0.00 0.02 312.56 0.00 0.00 0.00 0.00 312.56 312.89 �� 6 5 1.1 C,3 12 0.012 709.42 30973 O.�Y 13G O.Ol 312.25 0.05 3I230 0.01 0.03 31233 0.00 0.02 0.00 OAO 312.32 312.12 7 6 0.8 87 12 0.012 309.73 3I0.17 0.79 1.06 UA2 31232 0.04 31236 0.00 0.02 31238 OAO 0.01 OAO O.W 31237 312.17 8 7 0.5 140 12 0.012 310.17 3t0.%7 uJ9 O.G9 OAl 31237 0.03 312.40 0.00 0.01 312.41 0.00 0.00 0.00 0.00 3I2.41 312.89 ��, I 8/17/04 - PAGE 1 REVISED PHASE 1 CALCULATIONS STOR.IVI CUNV[i�AN�L �7 L STEIYI,��liS1CIN i '� LOCA'1'ION: KING COUNTY 24-HR RAINI�'ALL: 3.4 INCHES IOIt tiA11f:: 1c�;is Scll'titur:iy;c and Oflicc JO)i NU�UISI?IL: 99121 1'REYAItb:U Bl': It.titc�cus U�SIGN,ti'fUltAl: 25 YI�:AIt inciircnu;nini, kimnrs iou•lckvions 1mu.pr �ininr.v.i riuuucnkl', rire i�irc ��ir� , nrrrUni, renvai. k'll'I?CAP�ICL'C1'til'R111AR]' �'IVI,SI�:rnll'N'f ntU:A (:Ui,lt-ICIIiN'P � Aki(A Sl'ht�(ll'� t�.u.�l�. iYCCN51�lY I�I�,(1u'... �.ninNNIM1��;'C U]nAll?TLk SLUk'I: I,I�:NCfil vb.I.pCll'1 ��L'1n11�. VirUl,l,l �;�,PULL) VUC�Ii/V(I'l�l,l.l . I�IIf).�t 'PO (ACIiF;ti) ^C^� lA"CI' (A'C)� (MINU'i'U:5) ilhr711h ICPS) "ii' 0.`JCIiP;S) (PF:Itl7CN�I1 � ll'tiE'1� fl�'l/tiliCi (MINO"flSti� rtl�Al il'fl51(Ci U'P�IU:I(Mfl I I lll I).2(111 0.4d O.IGB O.IAH IU.t�U ?.OZ U.ldfl n.11l? 12 0_601� 136 :�40 1.29 2.990 3.81 11.4°!0 10 9 0.400 0.84 033G 0.504 11.29 1.87 0.943 0.012 l2 0.500 ]OG 3.13 0.56 2.729 3.47 34.5% 9 8 0,300 0.84 0.252 0.756 11.86 1.81 1.370 0.012 12 0.500 ]00 3.47 0.48 2.729 3.47 50.2'% 8 7 0.200 0.84 0.168 0.924 1234 1.77 1.632 0.012 12 0.500 100 3.6] 0.46 2.729 3.47 59.83'0 7 6 Q300 0.84 0.252 LR48 12.80 1.72 3.187 0.012 12 0.500 60 3.47 0.29 2.729 3.47 116.8'9u 6 5 0.000 U.84 0.000 5.040 13.09 1.70 8.5G8 0.012 18 0.500 56 5.15 0.18 R.047 4.55 106.S�o 5 4 0.(�00 0.84 0.504 5.544 13.27 1.68 9341 0.012 18 0.500 160 4.55 0.59 8.047 4.55 116.1°!0 4 4n 0.700 0.84 0.588 6.132 13.85 1.64 10.045 0.012 18 0.500 94 4.55 0.34 8.047 4.55 124.8% 14 13 0.300 0.84 0.252 0.252 10.00 2.02 0.510 0.012 12 0.600 189 2.76 1.14 2.990 3.81 17.1R'o 13 12 0300 0.84 0.252 0.504 11.14 1.R9 0.951 0.012 12 0.600 ]03 3.31 0.52 2.990 3.81 31.8% 12 7 0.200 0.84 0.168 0.672 11.G6 1.83 1.231 0.012 12 0.600 143 3.58 0.67 2.9y0 3.81 41.2No 18 17 0.200 0.84 0.168 0.168 10.00 2.02 0.340 0.012 12 0.700 127 2.59 0.82 3.229 4.11 10.54'0 17 16 0.200 0.84 0.168 0336 10.82 1.92 0.646 0.012 12 0.700 62 3.19 032 3.229 4.11 20.0% 16 15 0.100 0.84 0.084 1J22 11.14 1.89 3.250 0.012 12 0.700 95 4.G9 034 3.229 4.11 100.6°� ' IS 6 0.200 0.84 0.168 3.192 11.48 1.85 5.909 0.012 ]5 1.OD0 85 G39 0.22 6.998 5.70 84.4% 19 15 1.550 0.84 1.302 1.302 ]0.00 2.02 2.636 0.012 12 0.G00 122 430 0.47 2.990 3.8t 88.2% 3 2 0.100 0.84 Q084 0.084 10.00 2.02 0.170 0.012 12 0.600 59 1.92 0..51 2.990 3.81 5.7% 2 I 0.400 0.84 0336 0.420 10.51 1.96 0.823 0.012 12 0.600 140 3.20 0.73 2.990 3.81 27.5'70 1 vlt 0.600 0.84 0.504 0924 11.24 1.88 1.734 0.012 12 3.000 9 6.98 0.02 6.685 R.51 25.9% 8/17/04 Core Design,Inc. PAGE 1 __ I '��qlill�''r' Sr�,OR1d'[.CONV�YANCN.i S�!`?r�~L1V.I. UliJ�71CTN I.00ATION: KINGCOUNTY 24-HRRAINFALL: 3.9 INCHES IOIS�.'�fA�IE: Ac�,is Sclf Storagc and OClicc .1011 NUA1BliR: `�`�121 Pltifl',11t1�:1)Itl': It_tilrvcu, I)I�:.tiICV ti I'OIt11: I1111 ti'EAIt iti�c�ir•.su_NTeL� � �� «u5ucr ��irirkv�uUs r��u�:vr icei��r,�� i�<u�u,�uti� rirr: i�mr, eif•L ni;rUni. reavi�:i. PIPGCAP�1Cf"l'1'Sl:i�]1VIAK}, .PIPI'.til�:(i�11�;N1� � . ARfiA'�. � (.'.(I�,I�I�II'll�:fV'I� AHI�.A \II11111� ��(:IIN(:. IN'I�I�:NtiI'(Y� , I�1.(IW . � ,'11AN�'1:v1;'� 11IA11HTI�.It Sll.11'I�: 1.1!Nl�l�ll �'I�:LUCI'I'1' '1'1,�11�: 1)II�li1.L)�� V{I�ULI,) V(At;'L')Il,[(I�III.1.1 . 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0.84 0,252 0.504 11.07 2.24 1.128 0.012 12 0.600 103 3.48 0.49 2.990 3.81 37.7'Y 12 7 0.200 0.84 0.168 0.672 11.55 2.18 1.464 0.012 12 0.600 143 3.77 0.63 2990 3.81 49.0% 18 17 0.200 0.84 0.168 0.168 10.00 2.39 0.401 0.012 12 0.700 127 2.73 0�77 3.229 4.11 12.4% 17 16 0.200 0.84 0.168 0.336 10.77 2.28 0.765 0.012 12 0.700 62 3.29 0.31 3.229 4.11 23.7% 16 ]5 0.100 0.84 0.084 1.722 11.09 2.24 3.850 0.012 12 0.700 95 4.11 039 3.229 4.11 119.2R'o 15 6 0.200 O.ri4 0.168 3.192 11.47 2.19 6.985 0.012 15 ].000 85 6.50 0.22 6.998 5.70 99.8% 19 15 1.550 0.84 1.302 1302 10.00 239 3.107 O.Ol2 12 0.600 122 4.34 0.47 2.990 3.81 103.9�90 3 2 0.100 0.84 0.084 0.084 10.00 2.39 0.200 0.012 12 0.600 59 2.06 0.48 2.990 3.81 6.7g'o 2 1 0.400 O.R4 0.336 0.420 10.48 2.32 0.973 0.012 12 Ob00 140 337 0.69 2.990 3.81 32.5'� I vlt 0.G00 0.84 0.504 0.924 11.17 2.23 2.056 0.012 12 3.000 9 7.41 0.02 6.685 8.51 30.8% 8/17/04 -- -- PAGE 1 � BACKWATER CALCULATIONS� � - � � � �� OB NAME: Aegia Sel[Stunge aal ORce,revised YItEPA1tLU BY: K.STEVENS I OB NUMNF.R: yy121 DF.SICN STORM: 25 YEAR ENTRANCE ENTRANC6 EX1T OUTLGT INLCT APPROACft 6END JUNCTION YIY6 PIPE MANNWG'S OUTLCT INLET VtPE FLOW VELOCITY TAILWATCR FRICTION HCL HEAU 11EAD CONTROL CONTROL VELOCiTY fiEAD HEAD HEADWATER FROM TO FLOW LENGTH DIA. n CLCVATION ELEVA7'ION ARIA VELOCITY I�CAD GLCVATION LOSS ILGVATION LOSS LOSS CLCVATION ELEVATfON 11EAD LOSS LOSS ELEVATiON CU CU (CF;S) F6N71' IN VALUE (FEGT) (F�F.T) (,S U"1' FT/SEC) (FCGT) �CGT) (�[CT �EGT �EfiT) CGET GE EET FGE FF,F.T FFF.T (FF.F,7� RIM Rt, 1 v�t 1,7 y 12 0.012 307.50 307.77 n.7v 221 0.08 309.00 0.02 309.02 0.02 0.08 ?09.11 0.00 0.02 0.0o O.Oo 30v.ov 312 2 l O.R 140 12 O,Ul2 307.77 308.61 0.9J 1.115 D.02 309.09 0.06 309.6] 0.00 OA2 309.G3 0.00 0.00 UAO 0.00 309.63 312.9 3 2 0.2 59 12 n.U�2 308.61 308.96 0.79 0.22 u.UU 3U9.G3 nA0 30'�.y�i O.OU o.00 30v.9fi o.00 0.00 0.00 0.00 309.96 312.5 15 15 2.C> l22 12 0.012 307.70 308.43 OJ9 3.36 0.18 3I0.24 0.56 310.80 0.04 0.18 311.01 0.00 0.00 0.00 0.00 311,01 il2 IS (, S.y 85 IS 0.012 306.1,0 307A5 127 4.82 036 309.47 0.60 310.07 O.U7 036 310.50 0.00 0.27 0.00 0.00 310.24 311.8 16 IS 3.3 YS 12 OAl2 307.70 3083') 0.79 4.14 0.27 31024 0.67 910.91 0.05 0.27 311.22 0.00 U.01 OAO O.UO 311.21 312.35 l7 16 0.6 62 12 o.ui2 30q.3� 308.80 0.79 o.x2 o.ul 311.21 O.o2 3n.23 o.ua n.fn 3i1.24 11.00 0.00 U.00 0.00 31I24 3123 18 17 09 127 12 0.012 308.BU 309J0 O.77 0.43 0.00 31 L2A 0.01 31125 U.00 0.00 31 L25 0.00 0.00 0.00 O.OU 311.25 313.3 12 7 1.2 143 12 0.012 307.13 308.01 0.'79 1.57 0.04 310.12 u.14 31u.2C, U.u1 U.04 31031 0.00 0.02 0.00 0.00 310.28 311.6 �3 12 �A 103 12 O.u12 3nR.m 308.63 079 12l 0.02 310.28 o.u6 atu3s u.au u.u2 31037 0.00 0.01 0.00 0.00 31037 3123 14 13 0.3 189 12 OAl2 l0A.M13 309J0 0J9 0.65 0.01 310.39 0.03 310.70 0.00 0.01 310.71 0.00 0.00 0.00 0.00 310J1 3133 a vli 4.8 94 18 0.012 3na.80 305.27 1.77 2.71 O.l t 309.00 U.17 70'�.17 u.u2 u.l t 3Uv3u o.00 0.11 0.00 0.00 309.19 311.2 5 4 4,8 160 16 OAl2 305.27 306.07 197 2A1 O.II 309.19 U.2H 30Y.47 Q02 0.11 309.61 0.00 0.11 0.00 0.00 309.49 310.5 6 5 4.8 56 1R OAl2 306.07 30635 1.'77 2.71 0.11 30949 0.10 309.59 0.02 0.11 309.73 II.OU 0.2C 0.00 0.00 309.47 312.6 7 6 3.2 60 12 U.012 306.85 307.15 0.79 4.05 U.26 309.47 OAl 30y.gg 0.05 026 310.18 OAU 0.07 0.00 0.00 310.12 311.R 8 7 1.6 I00 12 o.t�12 307.15 307.G5 0.79 2uX O,U7 71U.12 0.18 310,2Y 0.Ul O.U7 31U37 OAO 0.05 0.00 0.00 31033 312.2 ) 8 1.4 100 12 U.012 3U7.l,5 308.15 0.79 1.74 0.05 31033 0.12 310.45 OAI 0.05 3111.51 0.00 0.02 0.00 0.00 310.49 311.8 10 9 0.9 106 12 OAl2 30%.IS 308.6R OJ9 120 0.02 310.49 OAfi 310.55 0.00 0.02 310.58 0.00 0.00 0.00 0.00 310.57 3122 11 l0 03 1R6 12 0.012 30fl.68 309.R0 0.7v nA't 0.00 310.57 0.01 310.60 0.00 0.00 3I0.80 0.p0 onn 11.Ou 0.00 3IO.R0 3133 8/17/U4 PACE 1 � 6ACKWATER CALCULATIONS � � � 06 NAMC: Aegia Sel[Storage a�Office,rcviud PIiSPAIi�U BY: R.STEVENS I OI3 NUMIiF:H: 99121 DF.SICN tiTORM: 100 YCAR EN'PItANCE ENTRANCG EXIT OUTLET INLET ANPROACH UENU JUNCTiON PIPE PIPE MANNING'S UUTLET INLGT PII'G �LOW VELOCITY'1'AILWATER NWCTION NGL HEAD IIEAD CONTROL CONTROL V6LOCITY HEAU HEAU HEAUWATGR FROM TO FLOW LENGTH ll1A. n ELEVATION ELEVATION AREA VCsLOCI'1'Y H6AU ELEVA9'ION LOSS 6LEVATION LOSS LOSS ELCVATION ELEVATION HEAU I.OSS LOSS ELEVATION Cll C6 (CFS) (FEET) I VALUE (FEET) (CEET) (S F77 (FT/SIsC F.F.T FEF.T EF,T FF.F.T) (FF.ET) (FEGT) FEE'1� (FEET FEET F'N:M:f (FRF.T) (FEE'17 RIM CL l v1i 2.1 9 l2 0.012 307.50 107.77 0.79 2,62 O.l i 3U9.50 p.03 309.53 0.02 O.I1 309.65 0.00 0.l)2 11.00 0.00 309.ti3 112 2 1 1.0 14U 12 U.012 307.77 30A.6I 099 1.24 0.02 309.63 U.09 309.72 0.00 0.02 30995 0.00 OAO 0.00 0.00 309.74 312.9 3 2 0.2 59 12 0.012 30R.l,t 30x.96 099 015 0.00 30994 0.00 309.96 0.00 0.00 3U4AG 0.00 0.00 O.W 0.00 309.96 312.5 19 15 3.1 122 12 0.012 30270 30R.43 0.79 3.9( p.24 311.18 0J8 311.9f IL0.5 U.24 31225 0.00 0.00 OAU 0.00 312.25 312 1S 6 7.0 85 15 0.012 306.60 3U7A5 123 S.CY OSO 310.I1 O.N4 310.Y5 U,IU 0,50 ,111.55 0.00 037 U.UU 0.U0 "iI1.IR 311.R l6 IS 3.9 95 12 0.012 307]p 308.37 OJ9 A.90 037 311.18 0.94 312.11 0.07 0.37 11256 UDO u.01 0.00 0.00 312.55 3I235 17 I6 0.8 62 l2 O.Ol2 3U837 3pg.%0 0.7) 097 0.01 312.55 0.02 i12.57 0.00 (1.01 412.SY 0.00 0.00 0.00 OAO 312.59 7123 18 17 U.4 127 12 0.012 306.80 309.70 0.79 0.51 0.00 312.59 0.01 312.60 0.00 0.00 312.60 0.00 O.W U.00 U.00 312.611 3133 12 7 1.5 l43 ]2 0.012 3u7.15 3U6.01 099 1.86 0.05 311.03 0.20 311.23 OAl 0.05 ?112Y n.nu 0.03 0.00 0.00 311.26 311.8 13 12 Ll 103 12 O.Ui2 3US.OI 3p8.63 U.79 1.44 0.03 31L26 0.09 311.35 O.UI O.U_l i113Y n.on 0.01 0.00 0.00 3113H 3123 14 13 0.6 189 12 0.012 30R.63 309.7n 0.79 0.77 0.01 11138 0.05 311.42 11.00 11.111 711.44 0.00 0.00 0.00 0.00 711.44 313.3 4 vlt 5.5 94 1R 0,012 3U4.A0 30527 1.77 3.13 0.15 10Y.50 0.22 30992 0.03 0.15 lo'�.9U OAO 0.15 0.00 0.00 304.75 71L2 5 4 5.5 160 18 0.012 3U5.27 3pG.07 1.77 3.13 0.15 ipvJS 0._l8 310.17 0.03 0.15 �lu3i 0.00 0.15 0.00 0.00 3IOJfi 3105 6 5 3.3 56 1R 0.012 }pG.07 70635 1.77 3.13 11.15 9111.Ifi U.13 31029 O.113 0.15 310.47 0.00 OlG 0.00 U.OU 310.It 112.6 7 6 3B 60 12 QU12 30G.SS 307.15 0.79 4.R4 036 �10.11 O.SR 310.6R 0.07 036 311.12 0.00 0.10 0.00 000 311.09 71�.8 8 7 1.9 100 12 0.012 307.15 707.65 0.79 2.47 ain 311.03 0.25 311.2R 0.02 O.10 311.39 0,00 0.07 U.UU 0.00 31132 312.2 9 H L6 100 12 not2 'tm.65 908.15 0.79 2.07 0.07 3u.32 O.18 31L50 0.01 0.07 311.56 U.UO 0.03 0.00 0.00 31L55 311.8 10 9 1.1 I06 12 a.ln2 9ox.15 9p8.(,R 0.79 IA2 0.03 311.55 0.09 711.64 0.01 n.07 71L67 u.0o 0.00 0.00 0.00 31L67 312.2 11 I11 11.4 IR(� 12 0.012 :108.68 ,'�IIy.NI) 11.7y I).SI Il.l)Il 'i11.C�7 f1.112 ill.(iY 11.1)ll ll.11() 711.7f) 0.00 O.OU fl.11ll I1.IIU 311.711 3l"i3 8/17/04 PAGL 1 . !�✓'-�.,...�-'n..-_- �� .,'_`-- ,` f; ;.-• -^ �.�— -�-•-. � f J j sr .�� t : —_ ��.�___� /sy.,,,,..,,�, •.� �r� . �+y f f t�� I;f: /.� /'�` _ . . i j �,.��.—.._.._� , . , c ; , .. • f1� � �J �� ; �/r� 3��'1 t � � t\ ,`4 `�`�. j'',.jf f(f f `f 1/ f I l�r_�� l ! � 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The following ESC measures are incorporated into the Erosion Control design: 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the clearing and grading plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. In general, cleazing limits extend around the subject property. 2. Cover Measures: The temporary erosion and sedimentation control notes listed on sheet C2.31 specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will not be installed at the entrance to the project site since the project will abut existing private asphalt and ' minimal ultilities will be needed. See sheets C2.01 and C2.31 for location of � construction entrance and detail. 5. Sediment Retention: The detention/water quality vault will be used for sediment retention. Sediment retention will be designed per the 1990 KCSWDM Sediment Pond Calculations The runoff tributary to the sediment pond was calculated using WaterWorks hydrology software utilizing SBUH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of Type C soils. The precipitation rates used for this analysis are as follows: 2-year, 24-hour storm� 2.00 in.—used for sediment pond sizing 10-year, 24-hour storm� 2.90 in. —used for riser sizing During the erosion control phase of the project, the site will be entirely cleared and will therefore be modeled as bare ground. The following information was used to create the runoff hydro�raph from VVaten��orks: EROSION CONTROL PHASE Total Area= 1.6 acres GROUND COVER AREA(acre) CN Bare Ground 1.6 87 . Time of concentration Assumed 10.00 min. The resulting hydrographs are: 2yr=0.28 cfs l0yr=0.56 cfs Surface Area: SA=2080 sf/cfs * QZ QZ=0.28 cfs SA=2080 sf/cfs * 0.28 cfs=583 SF The designed sediment pond is 20' x 30' at the standpipe overflow elevation SA=600 SF>583 SF�OK Pond Geometrv: 3:1 interior side slopes 2.3' depth The top of the sediment storage is EL 309.6. The elevation of the top of the standpipe is EL 's i i.y �2.3 ieet oT deptn j. i ne botiom oi ine pond is 3uFs.o �i iooi oi sediment storage). • Riser Pipe Design Flow=Qlo=0.56 cfs The flow capacity for a 12"diameter riser with 1 foot of head is approx 3.8 cfs»0.56 cfs required. • Emergency Overflow Spillway Design Flow=Qloo=2.85 cfs (from rational method analysis in conveyance section) H=0.4' L=(Ql�/3.21H3�2))-(2.4H2) _ (2.86/0.812)—(0.384) = 3.2 The overflow spillway shown on the plans is 6 feet wide>3.2 required. • Dewatering Orifice: Orifice area=AS(2h)0�5/(0.6)(3600)Tgos _(600)(2*2.3)0�5/(0.6)(3600)(24)(32.2)os , =0.00437 sf Ori�ce diameter=24(orifice area/�)o.s =24(0.00437/�)o.s =0.89 inch. USE 1 inch min. 8/18/04 12 : 57 :24 am page 1 PHASE 2 STOR-HOUSE SELF STORAGE 99121 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EROS002 NAME: EROSION CONTROL 2 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 60 Acres BASEFLOWS: O . QO cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1. 60 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 0 . 00 TC. . . . . 10 . 00 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 28 cfs VOL: 0 . 12 Ac-ft TIME: 480 min BASIN ID: EROSOIO NAME: EROSION CONTROL 10 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 60 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP P�ECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 60 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 0 . 00 TC. . . . : 10 . 00 min 0 . 00 min ABSTR�CTION COEFF: 0 . 20 PEAK RATE: 0 . 56 cfs VOL: 0 . 22 Ac-ft TIME: 480 min � Z W a �