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HomeMy WebLinkAboutSWP272057(3) From: Casey McCarty <caseymccarty@yahoo.com> To: Dcarey@ci.renton.wa.us Date: 11/17/2008 11:48:04 AM Subject: Re: Maplewood - Re: The Pond Hi Dan, Thanks for getting back to me. The ravine isn't much deeper today than it was when I was a kid,just a few short years ago, than it is today. This is very noticeable at the big water(?) main that crosses under the creek a few hundred feet above the end of the road/trail. The big tributary just across from the bypass line at the top of the dam is another example of the sediment coming from up the hill and being washed down by surface water off the street sewers. As I walk up the creek bottom the major tributaries, dry when it's not raining, I see cross sections of their sedimentation. Perhaps we could take a walk up the ravine to the big "Y" this coming spring and scope out the true villains of Maplewood creek. Cheers, Casey ---On Mon, 11/17/08, Daniel Carey <Dcarey@ci.renton.wa.us> wrote: From: Daniel Carey <Dcarey@ci.renton.wa.us> Subject: Maplewood - Re: The Pond To: "Casey McCarty" <caseymccarty@yahoo.com> Date: Monday, November 17, 2008, 10:50 AM Thanks Casey, That might reduce some of the sediment creation. I think the majority of it comes from the bottom ravine being eroded by high flows year after year. As we know that's the way the natural system works so to a large extent we can't change it. Daniel >>> Casey McCarty <caseymccarty@yahoo.com> 11/14/08 11:13 AM Hi Dan, My agents inform me that the dam has already filled by about 25%. Food for thought. It looks as if the city will be spending at least an average of$50,000 per year for dam clean-out-up. If the three most offending ditches off the top of the ravine were properly brought down to the creek(s) the clean-out-up effort would be greatly reduced and the fish habitat would also be more realistically restored. Wouldn't it be great if this dam cleaning effort was halved and the balance spent towards setting up better water management from above? You've heard it many times before but now you've read it. Cheers, From: Daniel Carey To: Casey McCarty Date: 11/17/2008 10:50:42 AM Subject: Maplewood - Re: The Pond Thanks Casey, That might reduce some of the sediment creation. I think the majority of it comes from the bottom ravine being eroded by high flows year after year. As we know that's the way the natural system works so to a large extent we can't change it. Daniel >>> Casey McCarty <caseymccarty@yahoo.com> 11/14/08 11:13 AM >>> Hi Dan, My agents inform me that the dam has already filled by about 25%. Food for thought. It looks as if the city will be spending at least an average of$50,000 per year for dam clean-out-up. If the three most offending ditches off the top of the ravine were properly brought down to the creek(s) the clean-out-up effort would be greatly reduced and the fish habitat would also be more realistically restored. Wouldn't it be great if this dam cleaning effort was halved and the balance spent towards setting up better water management from above? You've heard it many times before but now you've read it. Cheers, Casey From: Casey McCarty <caseymccarty@yahoo.com> To: Dcarey@ci.renton.wa.us Date: 11/14/2008 11:13:31 AM Subject: The Pond Hi Dan, My agents inform me that the dam has already filled by about 25%. Food for thought. It looks as if the city will be spending at least an average of$50,000 per year for dam clean-out-up. If the three most offending ditches off the top of the ravine were properly brought down to the creek(s) the clean-out-up effort would be greatly reduced and the fish habitat would also be more realistically restored. Wouldn't it be great if this dam cleaning effort was halved and the balance spent towards setting up better water management from above? You've heard it many times before but now you've read it. Cheers, Casey �-2 From: Daniel Carey To: Casey McCarty Date: 09/22/2008 10:21:51 AM Subject: Re: Maplewood Basin Riser Maybe this one will look less inviting. Let me know if you have start to have any problems. Daniel >>> Casey McCarty <caseymccarty@yahoo.com> 09/22/08 10:17 AM >>> Hi Dan, I've had to replace the lids on the previous boxes which were underwater. The last one lasted the full year but it was held down with lag bolts. Kids be kids. Casey --- On Mon, 9/22/08, Daniel Carey <Dcarey(d_)ci.renton.wa.us>wrote: From: Daniel Carey <Dcarey(Qci.renton.wa.us> Subject: Re: Maplewood Basin Riser To: "Casey McCarty" <caseymccarty(a-)yahoo.com> Date: Monday, September 22, 2008, 10:11 AM Have you had kid getting into the new riser? What are they doing? Daniel >>> Casey McCarty <caseymccartyCa)yahoo.com> 09/22/08 10:05 AM Hi Dan, That looks good. We'll / I'll net to get a more secure cap. F*$^#ng children. Thanks, Casey �--z C_ From: Casey McCarty <caseymccarty@yahoo.com> To: Daniel Carey <Dcarey@ci.renton.wa.us> Date: 09/22/2008 10:18:09 AM Subject: Re: Maplewood Basin Riser Hi Dan, I've had to replace the lids on the previous boxes which were underwater. The last one lasted the full year but it was held down with lag bolts. Kids be kids. Casey ---On Mon, 9/22/08, Daniel Carey <Dcarey@ci.renton.wa.us> wrote: From: Daniel Carey <Dcarey@ci.renton.wa.us> Subject: Re: Maplewood Basin Riser To: "Casey McCarty" <caseymccarty@yahoo.com> Date: Monday, September 22, 2008, 10:11 AM Have you had kid getting into the new riser? What are they doing? Daniel >>> Casey McCarty<caseymccarty@yahoo.com> 09/22/08 10:05 AM Hi Dan, That looks good. We'll/ I'll net to get a more secure cap. F*$A#ng children. Thanks, Casey �-z2-oa a From: Casey McCarty<caseymccarty@yahoo.com> To: Daniel Carey <Dcarey@ci.renton.wa.us> Date: 09/22/2008 10:05:56 AM Subject: Re: Maplewood Basin Cleaning -Start Sept. 2 Hi Dan, That looks good. We'll/ I'll net to get a more secure cap. F*$A#ng children. Thanks, Casey --- On Mon, 9/22/08, Daniel Carey <Dcarey@ci.renton.wa.us> wrote: From: Daniel Carey <Dcarey@ci.renton.wa.us> Subject: Re: Maplewood Basin Cleaning - Start Sept. 2 To: "Casey McCarty" <caseymccarty@yahoo.com> Cc: "Sam Kinzer" <samuelkinzer@yahoo.com> Date: Monday, September 22, 2008, 9:52 AM Hi Casey, The pond cleaning was finished on Sept. 11 and the pond was refilled on Friday Sept. 12. Attached is a picture of the new screen we built over the inlet to your fish pond. The holes in the riser are about 2 ffet above the bottom of the pond so it should prevent/reduce the amount of sediment that gets to your inlet. Thanks, Daniel >>> Casey McCarty <caseymccarty@yahoo.com> 08/28/08 1:21 PM Hi Dan, Thanks for the update. Casey --- On Thu, 8/28/08, Daniel Carey <Dcarey@ci.renton.wa.us>wrote: From: Daniel Carey <Dcarey@ci.renton.wa.us> Subject: Maplewood Basin Cleaning -Start Sept. 2 To: "Casey McCarty" <camp@kona.net>, "Casey McCarty-2" <caseymccarty@yahoo.com> Date: Thursday, August 28, 2008, 1:15 PM Hi Casey, The contractor has been slow in getting the job started. 9�22- O8A From: Daniel Carey To: Casey McCarty Date: 09/22/2008 9:52:38 AM Subject: Re: Maplewood Basin Cleaning-Start Sept. 2 Hi Casey, The pond cleaning was finished on Sept. 11 and the pond was refilled on Friday Sept. 12. Attached is a picture of the new screen we built over the inlet to your fish pond. The holes in the riser are about 2 ffet above the bottom of the pond so it should prevent/reduce the amount of sediment that gets to your inlet. Thanks, Daniel >>> Casey McCarty<caseymccarty@yahoo.com>08/28/08 1:21 PM >>> Hi Dan, Thanks for the update. Casey ---On Thu, 8/28/08, Daniel Carey<Dcarey(a.ci.renton.wa.us>wrote: From: Daniel Carey<Dcarey .ci.renton.wa.us> Subject: Maplewood Basin Cleaning -Start Sept. 2 To: "Casey McCarty"<camp(a)kona.net>, "Casey McCarty-2"<caseymccarty(a-)yahoo.com> Date: Thursday, August 28, 2008, 1:15 PM Hi Casey, The contractor has been slow in getting the job started. I now expect their schedule to be: Mobilize to site: Sept. 2. Drain the Pond: Sept. 3 or 4 We"ll close your valve in the pond when we start to drain it. The pond should be refilled about Sept. 12. Let me know if you have any other questions. Thanks, Daniel Renton City Hall -5th Floor, Surface Water Utility 1055 South Grady Way Renton, WA 98057 Phone: 425-430-7293 FAX: 425-430-7241 Email: dcarey(cDci.renton.wa.us •/ r 1 I I C From: Casey McCarty <caseymccarty@yahoo.com> To: Daniel Carey <Dcarey@ci.renton.wa.us> Date: 08/28/2008 1:22:08 PM Subject: Re: Maplewood Basin Cleaning - Start Sept. 2 Hi Dan, Thanks for the update. Casey --- On Thu, 8/28/08, Daniel Carey <Dcarey@ci.renton.wa.us>wrote: From: Daniel Carey <Dcarey@ci.renton.wa.us> Subject: Maplewood Basin Cleaning -Start Sept. 2 To: "Casey McCarty" <camp@kona.net>, "Casey McCarty-2" <caseymccarty@yahoo.com> Date: Thursday, August 28, 2008, 1:15 PM Hi Casey, The contractor has been slow in getting the job started. I now expect their schedule to be: Mobilize to site: Sept. 2. Drain the Pond: Sept. 3 or 4 We"II close your valve in the pond when we start to drain it. The pond should be refilled about Sept. 12. Let me know if you have any other questions. Thanks, Daniel Renton City Hall - 5th Floor, Surface Water Utility 1055 South Grady Way Renton, WA 98057 Phone: 425-430-7293 FAX: 425-430-7241 Email: dcarey@ci.renton.wa.us CC: Sam Kinzer<samuelkinzer@yahoo.com> g- zs -ogA From: Daniel Carey To: Casey McCarty; Casey McCarty-2 Date: 08/28/2008 1:15:28 PM Subject: Maplewood Basin Cleaning - Start Sept. 2 Hi Casey, The contractor has been slow in getting the job started. I now expect their schedule to be: Mobilize to site: Sept. 2. Drain the Pond: Sept. 3 or 4 We"II close your valve in the pond when we start to drain it. The pond should be refilled about Sept. 12. Let me know if you have any other questions. Thanks, Daniel Renton City Hall - 5th Floor, Surface Water Utility 1055 South Grady Way Renton, WA 98057 Phone: 425-430-7293 FAX: 425-430-7241 Email: dcareyCc_ci.renton.wa.us ZD6 SoT - 3Yo0 8 From: Daniel Carey To: Casey McCarty; Casey McCarty-2 Date: 08/15/2008 9:16:07 AM Subject: Maplewood Basin Cleaning -Aug 25 or 26 Hi Casey, I met with the contractor yesterday, The Phoinix Corp. Their schedule is: Mobilize to site: August 21-22. Drain the Pond: August 25 or 26 You should have your pump in the creek on the 25th or 26th. We"II close your valve in the pond when we start to drain it. The project should be complete and the pond refilled about Sept. 8-10. Let me know if you have any other questions. Thanks, Daniel Renton City Hall - 5th Floor, Surface Water Utility 1055 South Grady Way Renton, WA 98057 Phone: 425-430-7293 FAX: 425-430-7241 Email: dcareV(a).ci.renton.wa.us 0212008 13>23 2062967055 PAGE 02/02 • 2. nD CI CAM,Inj ELM King County Department of Development Project. No.: L70G1122 and Environmental Services � 900 Oakesdale Avenue Southwest Activity No.: L08G1178 Renton, WA 98057-5212 206-296.6600 TTY 206-296-7217 Date: August 22,2008 www.metrokc.gov PERMIT EXTENSION APPROVAL Permit Type: G-INSPCT Sub Type: INSPGRAD Title: RAVENSDALE SAND PIT#1122-718 Date Issued: 08-22-08 Description: Sand extraction and disposal site. Expires: 04-26-09 Site Location: 28131 Black Diamond-Ravensdale Rd SE Parcel No.: 362206 9065 Applicant; Reserve Silica Corp Owner's Name: Reserve Silica Corp Address., P.O. Box 99 Address: Same Ravensdale,WA 98051 Phone No.: 425-432-1241 Plaone No.: Same Other Information: Please refer to the above project number when making inquiries regarding thiscxtension. For Permit information or requests for inspections, call your Grading/Cicaring Inspector at206-296-6783. The above referenced project has been approved for issuance of a one year(1) extension. All conditions attached to this project and its associated activities, if any, must be complied with by the contractor and verified by your Grading/Clearing Inspector or this permit will become null and void. Appr-ov a By Title/ Date 22."2008 1 3:.23 206296 055 PAGE 01/02 dr • King County Dept.of Development and'EnvironmelT sorvices r Land Use services-Division 900 Oakesdale Avenue Southwest - Renton, Washington 98055-1219 Fax No. 206-296=7,0si5- . FAX COVER SHEET TO: Oa, FAX NO.; PHONE NO,: Total numbers of pages including this cover sheet; Date. Time: r' From: dYc Phvne: DSenders Nam® � �p -Senders Phone Permit Name/Number: J !COMMENTS From: Daniel Carey To: Edwin Wong Date: 08/20/2008 10:28:04 AM Subject: RE: Hydroseeding Specs -Application Rates Hi Edwin, At the given rates of pounds per 1000 sf the application rates meet(and actually exceed)the specs. Thanks Daniel >>> "Edwin Wong" <ewong@phoinixcorp.net>08/20/08 9:46 AM >>> Hi Daniel, The seed mix is called "Rapid Gro Lawn"and the specs are per 1000 sf: 50# Wood Fiber Mulch 10# 70%Turf type Per Rye, 15% Creeping Fine Fescue, 15% Chewings Fine Fescue 10# 25-5-15(w/scu) .50 Floc Loc Let me know if you have any more questions, Edwin ---------------------------------------- The Phoinix Corporation Cell: (206) 940-9590 Email: ewong(cDphoinixgroup.net ---------------------------------------- -----Original Message----- From: Daniel Carey fmailto:Dcarev(a)-ci.renton.wa.usl Sent: Wednesday, August 20, 2008 8:59 AM To: Edwin Wong Subject: Re: Hydroseeding Specs - More Informations Needed Hi Edwin, Either mix will be acceptable. The mix referred to below from Rapidgro is not named, and their web site does not give seed mixes or other specifications so it's not useful. You need to confirm the application rates for the seed mix, mulch, tackifier per the specs. ? Is the wood fiber mulch 50#, 50 pounds per? ?seed mix 10#, 10 pounds per? Please check and resubmit. Thanks, Daniel Briar Group Inc. Home Page Pagel of 3 ' icnc 5QIAP GQ0UV, HELLO of INC., SUMMER! &—e ing Your I lydrosceding Contractor Carol's Call us at 1-800-635-TURF Summer Tips Email Us 8-4:30 Monday-Friday•8-noon Saturday Don't delay your purchase because temperatures are warm. Summer weather produces the quickest germination. Your grass will nearly jump out of the soil when coupled with our Stay Moist moisture retention product. It is a GREEN thing. 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FAQs Aside from increasing the energy Lawn Care&Feeding efficiency of our homes and cars,what Carol's Seasonal Tips can the average homeowner do? ABOUT US Plant somethinggreen today!g Y• �;; Frier wrst=]nc@ Our Team Satisfied Customers Our Guarantee You can improve your local environment: Reduce the amount of bark mulch and increase the amount of grass,trees and shrubs in your yard. During photosynthesis, plants absorb carbon dioxide and emit If the answer isn't in our FAQs, oxygen. feel free to call us at 1-800-635- Decrease the amount of heat-generating, impervious surface around your home. TURF or Email Us . • Reduce your water use with our earth friendly products and water-saving hints. Unlike many trees that go dormant in the winter, our new product http://www.rapidgro.com/ 08/20/2008 'Turf& Maintenance Products Pagel of 3 UP, INC • 1-800-635-TURF •Mon-Fri 8-4:30 • Sat 8-noon • HOME HOME Rapidgro Lawns Special Lawn Mixes Earth Friendly Products Erosion Control FAQs-Lawn Care-Tips About ON THIS PAGE '`RAPID GRO LAWNS `PREMIUM&DELUXE LAWNS *ORGANIC LAWNS LAWN MAINTENANCE PRODUCTS Papid G " M(A �� RAPID GRO LAWN© may' A beautiful lush carpet of emerald green grasses is our guarantee. Rapid Gro Lawn will make you the envy of your neighbors. I � 'dt V ill id illl Ilu V II 'w Before Rapid Gro Lawn application Briar Group Inc. provides you with a site- specific turf seed mixture at no additional cost.Whether your site is sunny, shady, 1 day after application or a bit of both,the blend of grasses in will be appropriate. d di diup'I�ui ill i ' V Rapid Gro LawnO the fastest performing turf product on the market is our most P P 9 popular lawn application. On your prepared soil, Rapid Gro Lawn is as simple as water and watch it grow. If we compare Briar Group's Rapid Gro Lawn product with other hydroseeded lawns on the market,we find that Rapid Gro Lawn produces 2,386,100 more grass plants per 1000 square feet.This is why our Rapid Gro Lawn is denser from the first ; mowing. 6 weeks after lawn application http://www.rapidgro.com/turfhtm 08/20/2008 Maplewood Creek Sediment Basin Cleanup Project Phoinix Corporation Project Manager: Edwin Wong Cell Phone: (206) 940-9590 1. PROPOSED SOURCE AND SPECIFICATONS OF MATERIALS Streambed Gravel and Creek Boulders The 28 ton of streambed gravel and 2 ton of creek boulders used for this project will come from Stoneway Concrete's Rock Pit, Kangley Sand& Gravel. Their address is 32500 SE Kent-Kangley Road, Ravensdale, WA with license#PSA 512. The specifications for the streambed gravel are per project specifications in Detail 1 and 2 of the plans. The specifications for the creek boulders are per project specification in page 9 of 11, in section 1-09.14(1) Basic bid. Below are the specifications for the streambed gravel and creek boulders 18 Ton of Streambed Gravel (Detail 1): Will consist of a rounded, naturally occurring, granular material with an organic content less that 3% by volume. GRAVEL REPLACEMENT SPEC. IN HIGH FLOW AREA FROM SEDIMENT BASIN TO FLOW SPUTTER SIZE Percent Finer by Weight 121--9" 100-70% 9"-6" 70-40% 6"-3" 40-20% 20% 10 Ton of Streambed Gravel (Detail 2): Will consist of a rounded, naturally occurring, granular material with an organic content less that 3% by volume. GRAVEL REPLACEMENT SPEC. IN LOW FLOW AREA BELOW FLOW SPUTTER SIZE Percent Finer by Weight 4" 100-75% 2" 75-30% 1" 30- 0% 1/4" 0% 2 Ton of Creek Boulders: Will consist of naturally occurring rock per Standard Specification Section 9-13.7(1) Rock for Rock Walls. Each creek boulder will be a Two Man rock approximately 12"xl5"xl8"m size(160 to 300 pounds ea). Small rock (chinking) material) shall not be delivered to the site. By-pass Structure To bypass the creek above the sediment basin an Aqua Barrier will be used. Followed are the specifications and dimensions. aa•\ a� 6b- fY' m a I s y p ro can tAl g Ail *a �w,l d .. a 4 i a,: I Itk „ :ice OR REN Aqua-Barrier TM Water Inflated Dam Product Specification 1.1 Specification A water-inflated temporary dam shall consist of the following: 1) The water inflated dam will consist of a self contained, single tube with an inner restraint baffles)/diaphragm(s) stabilization system. The water- inflated dam must have the ability to stand alone, without any additional external mechanical or gravitational stabilization devices, as a positive water barrier and water management system. 2) The water-inflated dam shall be produced from heavy gauge polyvinyl chloride (PVC) reinforced with polyester. The PVC fabric used to create the inflatable dam will be infield repairable utilizing a vinyl adhesive and patch material. 3) The water-inflated dam must maintain mechanical stability in addition to providing anti rolling when exposed to uneven hydrostatic pressure from either side 4) The self-contained water inflated dam shall have threaded fill ports and drain ports for rapid inflation and draining. The dam will be equipped with end lifting loops used to control the dam with equipment during the installation and removal process. 5) Method for connecting the individual units together will consist of overlapping the end of the units a specific length which will create a watertight connection. No other devices or methods for connecting the barriers are required. 1.2 Aqua-Barrier TM Product Description Aqua-BarriersTM are water-inflated dams used to control invasive water in floodwater situations, a means of water management to provide access to underwater areas for construction and maintenance operations, hazardous liquid containment,sediment retention in environmentally sensitive areas in addition to a continually expanding list of water control related applications. Aqua-BarriersTM are a single tube devise with a patented inner restraint baffle(s)/diaphragm(s) stabilizing system required for stability. 1.3 Dam size requirements The water-inflated temporary dam height shall be determined as follows: 1) Static water height conditions shall not exceed 75% of the properly filled height of the barrier. 2) Dynamic water height conditions shall not exceed stated value during hydrodynamic installation procedures (See dynamic installation instructions for complete list of requirements). 3) Installation site criteria are required for assessment of all relevant factors. Excess slope,high water velocities,dynamic loads resulting from wave actions,mounting surface irregularities,and changes in interrelated hydrological conditions can increase the required water inflated dam height verses retention height requirements. Hydro-Solutions,Inc. 5119 Ashley Court Houston, TX 77041 Ph 800-245-0199 Fax 832/243-9109 Aqua-BarrierTM Standard Heights & Dimensions Ford 2/h1;(22 511.52 4/1.2 60(227)' 1 8 l 85 18/45.7 (30 oz)' 32(./145 3/.91_(22_oz) 8.5/259 7.1.213 158_(598) 2.701-1.23 27/68.6 (30 oz) 516/234 4/1.22(22 oz) 12/3.65 1013.05 256(1136) ' 3921-178 36/91.4 (30 oz) 600/273 511.52 (30 oz) 15/4.57 12.5 1 3.81 390 0 775) 931 /423 45/ 1 14.3 6_LL83_(34 oz) L8.1_S A8 LS_� 5h4�2555)) 1098/498 54/137.2 7/2.13 (30 oz) 21/6.40 175/533 770(3479) 1224_1556 63 L_160-0 &L2 4(30 bZ} 24/7,32 20J_6J W07(,3811) 1620/7 3 S 72J183 0 ** This depth of water represents 75%of the height of a fully inflated Aqua-Barrier"'. It is required that a minimum 25% freeboard capacity be maintained during all phases of a project. Excess slope and grade,soil composition, moving water,and related hydrological criteria may increase or decrease the ability of an Aqua-Barrier"to perform as projected. Aqua-Barrier TMConnection Requirements Each inflated Aqua-Barrier'"section is straight without the ability to bend.When joining Aqua-Barriers-,an overlapping technique is used. Simply place the barrier to be inflated on top of the end -__ 2__— 3 of the inflated barrier and begin the inflation process.The amount 4.5 of overlap will be determined by barrier heaight. 4 6 See table at right. 5 7.5 9 7 1G5 8 12 Standard Aqua-Barrier TM Configurations Aqua-Barriersr" can be used in a variety of configurations to meet STREAM BED your specific dewatering needs. BODY OE WATER / SHORELINE DEWATERED "— —� s: z DEWATERED AREA =1 DEWATERED AREA o AREA STREAM BED -K.=.-.� .;, �, t TER BODY OF WATER BODY OF WA TEE PEE CONFIGURATION CORNER CONFIGURATION BRIDGE PIER CONFIGURATION SHORELINE SHORELINE " DEWATERED AREA o c c 0 3 c Y o BODY OF WATER SHORELINE IN-LINE PUMP AROUND CONFIGURATION IN-LINE PARTIAL BLOCK CONFIGURATION For more information, visit *US Patent#5865564 www.hydrologicalsolutions.com ©2003 HYDRO-SOLUTIONS.INC. Aqua-Barnerm stabilization Components Freeb,oard VuF+aor has the �3 .e rtt a!of t tng tit water ve s (3gor or s � � Surface� frictloo Aqua- l-requke stoface ftktkm t stabitte whim txpoWO#,*une*ltltntC pm-ssurcs.baniers exposed to weak soils Ock 1h irate baffle system s Mayrre� w6 frebwd..: The patentea hteMd tr int ti ) kxk to pl&ce when the barw is exposed to We~hydtostatk - Aqua-BarrierTM Accessories: Fill Ports Aqua-Barriers'"are equipped with 3-or 4-inch ID,industrial-grade, Ek threaded fill ports.Fill ports are < <; installed in pairs near each end of the barrier i j AF hI'�I i�l��liild i� ;lad NFa � z End Pipeloopsil AI Pipeloops are fabricated on each end of the barrier to facilitate precise placement ." a Drain Ports and rapid removal.Inserting a There are 8-inch ID drain ports on each end of the pipe through the loops allows ; barrier.Additional drain ports are also located along you to maneuver the barriers both sides of the unit;the number and position vary with an elevated,heavy depending upon barrier length. �t equipment arm. Inc' Gall 800-245-0199 today for more information. 9597 Jones Road,#367•Houston,Texas 77065 phone 281-807-0890•fax 281-807-1218 AquamBarrier Capped, 4 Inch Fill Port Standard Configuration Patented Internal Double Baffle System Capped, 81nch Drain Port Standard, 4 Inch Fill Pipe O ' O Capped, 8 Inch Lifting Loop(s) Drain Port Inflated double baffle ®apA �m illustrating the patented inner restraint double baffle system. Patented Internal Double Baffle System All external and internal components are welded together. This one-piece construction principle eliminates the problems associated with detached internal or external components which may become misplaced. Inflated exposed to water on both sides. Patented Internal Baffle System Inflated 4 stabilized. / Dewatered / Side i Internal baffle in tension guaranteeing a safe, stable system. The Aqua-Barrier utilizes a patented fixed internal baffle system which insures a safe and stable system. When the Aqua-Barrier is exposed to uneven hydrostatic pressure, the internal baffle system locks into place. The Aqua-Barriers' system guarantees stability & safety. 2. BID ITEM 1: WORK PLAN A. Proposed Construction Sequence with Accordance with Attached Schedule (Bid Item 1) - Mobilized to site. - Organize and prepare site and coordinate with the City, Golf course, and private owner. (Bid Items 2 and 3) - Install fish screens above aqua barrier and sediment basin(used as stream bypass). - Fill up aqua barrier with stream water. - Install aqua barrier over plastic sheeting above the sediment basin. - Dig sump just downstream of bypass structure and install electric submersible pump to collect any surface or ground water flow that sweeps from bypass structure. - Perform fish rescue in the sediment basin. - Once fish rescue in the sediment basin is completed, 6-12 test holes will be dug to confirm the location and elevation of backfill material and PVC linear. - Once sediment depth has be verified, excavation and removal of sediment in the basin will begin from the bottom to the top (downstream to upstream),beginning with the wettest sediment in the basin,which will be excavated and stockpiled first to allow for more draining time. Sediment removal in the basin will take approximately 3 days. (Bid Items 2 and 3) - Install a fish screen above the bridge to keep fish from entering the work area. - Perform fish rescue in the section of stream where work will be done. If stream flow is low then fish rescue can proceed immediately. If stream flow is high then stream will be diverted by creating a dam with sandbags and using a trash pump to bypass the section of stream where work will be done. The temporary dam will be built above the bridge and stream section will have to be drained before we can proceed with fish rescue. Stream section will be constantly monitored to avoid/minimize stranded fish. - Place Alterna Mats around areas where heavy equipment will be used. (mats used for heavy equipment to minimize impact and soil erosion) - Once fish rescue is completed and depending on stream flow the following will be done: if low stream flow, sand bags will be placed in between where the sediment will be removed and stream channel to reduce/prevent unwanted sediment from entering the stream. If no stream flow, no need to place sand bags so excavation and removal of sediment begins immediately. - Remove sediment from between bridge and above flow splitter. - Remove fish screens and sandbags or if necessary stream bypass structure. (Bid Items 5,6, and 8) - Clear and grub areas where gravel and boulders will be placed. - Place Alterna Mats along stream where heavy equipment will be used to place gravel and boulders. - Place gravel and relocate boulders in the three sections above the flow splitter using an 18"trim PVC pipe. - Place gravel in the two areas below the flow splitter using an 18"trim PVC pipe. (Bid Items 4 and 7) - Hydroseed and perform erosion and sediment control measures in the disturbed areas along the stream and around the basin. - Remove aqua dam. - Fill up sediment basin. - General clean up and demobilize. B. Mobilization Plan - All heavy equipment and materials used for this project, including gravel and boulders,will arrive on-site on August 21S`, 2008. - The designated parking lot south of the sediment basin will be used as the staging area. - The heavy equipments used for this project are: Volvo EC 160 excavator, Volvo T190 Skid Steer, and 6-8 dump trucks. C. Disposal Site - The disposal site for the sediment from the basin,above the flow splitter, and in between the bridges will be onto a private property near Falls City operated by World Excavating(Derek Meadows), 1429 Ave D#281, Snohomish, WA, 98290, phone#360-563-4999 3. BID ITEM 3: CREEK BYPASS Sediment Basin To bypass the creek above the sediment basin,an aqua barrier(4' high X 20'long)will be used. It will be filled with stream water and placed over plastic sheeting keyed into the creek bed to limit potential underflow using a Volvo EC 160 excavator(40,000 lbs). - Install a fish screen above the aqua barrier to keep fish from entering the work area. - Fill up aqua barrier with stream water. - Once aqua barrier is filled, aqua barrier will be placed over plastic sheeting and angled toward the 18" inlet bypass pipe. - Dig a sump just downstream of the bypass structure and place a 55 gallon drum to collect any underflow. - Install an electric submersible pump inside the sump and pump collected stream water into the 18" inlet bypass pipe. Electric submersible pump will be working 24 hours a day to keep water from flowing into the sediment basin. Flow Splitter If there is no rain event before and during the project and stream flow is low then the stream section between the bridge and the flow splitter will not need be diverted. Sand bags will be placed in between the stream channel and the area where sediment will be removed to minimize unwanted sediment from entering the stream. If stream flow is high, then a dam would be built just above the bridge using sand bags and a trash pump will be used to divert stream water downstream of the flow splitter. - Install a fish screen above the bridge to keep fish from entering the work area. - Perform fish rescue in the section of stream where work will be done. If stream flow is low then fish rescue will begin immediately. If stream flow is high then a dam will have to be built above the bridge and stream will have to be drained before we can proceed with fish rescue. Stream section will be constantly monitored to avoid/minimize stranded fish. Once flow is low enough we will proceed with fish rescue using fish nets (approx. 6"x 8")with handles. - Once fish rescue is completed and depending on stream flow the following will be done: low stream flow, sand bags will be placed in between the sediment and stream channel.No stream flow,no need to place sand bags so excavation and removal of sediment begins immediately. - Remove sediment from between bridge and flow splitter. - Remove sand bags or dam and fish screen. Fish Rescue To perform fish rescue in the creek, sediment basin, and fish ladder; 3-5 laborers will be dedicated for a whole day. The laborers will walk the creek bed immediately after the bypass structure is set into place to rescue any stranded fish/aquatic life. The basin will be drained as much as possible without stranding fish. A trash pump with a fish screen on it will also be available to drain low spots. Once fish are grouped in puddles, fish rescue will proceed using fish net with handles and placed into buckets. Buckets will be emptied within the Is'hour after the first fish has been placed in it and released downstream of the flow splitter structure. 4. BID ITEM 3: REMOVE,HAUL,DISPOSE OF SEDIMENT The disposal site for the sediment from the basin, above the flow splitter and in between the bridges will be onto a private property near Falls City operated by World Excavating (Derek Meadows), 1429 Ave D#281, Snohomish,WA, 98290,phone#360-563-4999. Sediment Basin Once fish rescue has been completed in the sediment basin, 6-12 test holes will be dug throughout the basin to confirm the location and elevation of the backfill layer and PVC liner at the start of construction and during excavation if needed. Sediment will be dug using a Volvo EC 160 Excavator with a smooth bucket to avoid disturbing and damaging the imported backfill layer and PVC liner. Sediment will be excavated from bottom to top (downstream to upstream) to allow for more draining time for the wettest sediment. - Dig 6-12 test holes to confirm the location and elevation of the backfill layer and PVC liner. - Excavate and stockpile sediment from bottom to top(downstream to upstream) to allow for more draining time for wettest sediment. - Haul sediment out using 6-8 single dump trucks, it should take approximately 3 days to complete. Above the Flow Splitter and Area Between Bridees The accumulated sediment above the flow splitter will be removed to match the original elevation of the bottom of the high flow weir. The excavation will be slope gently upstream to blend into the channel at the north end of the flow splitter. The accumulated sediment on the south side of the splitter structure will be removed down to the rip-rap layer. The accumulated sediment and vegetation in the area between the bridges will be removed to the bottom of the channel and the rockery on the east bank backfill layer and PVC liner. Sediment will be excavated using a Volvo EC 160 Excavator and hauled with single dump trucks. 5. BID ITEM 5,6,and 7: GRAVEL PLACEMENT AND CREEK BOULDERS The source, specifications, and gradation for the gravel and boulders used for this project are specified on"I.PROPOSED SOURCE AND SPECIFICATONS OF MATERIALS". Sediment will be loaded with an excavator onto 6-8 single dump trucks. Once arrived at the disposal site(private property near Falls City operated by World Excavating),proper heavy equipment will be available to spread/stockpile sediment. Detail 1 and 2 To gain access to the stream for gravel placement cutting and removing vegetation will have to be done first. Alterna Mats will be placed on the ground where 6. BID ITEM 7: HYDROSEED Sub-Contractor: ProLandscape Supply, 17909 Bothell-Everett Hwy, Bothell,WA Phone: (425)488-3490 Fax: (425)488-3619 DOT no/clover Erosion Seed Mix is a mixture of 45%Creeping Red Fescue,45% Perennial Ryegrass,and 10%Highland Colonial Bentgrass. DOT no/clover is designed specifically to provide a quick establishing,perennial erosion control ground cover. DOT no/clover was developed by the WA DOT to provide a low maintenance alternative to standard lawn seed mixes. It can be used on any site that requires erosion control. Features: Rapid Establishment Low Water Requirement Meet WA State Erosion Specification Low Growing Contains no Clover Summsted Uses: DOT no/clover is ideal for use on slopes,road medians,open spaces, fields, or any erosion situation where rapid establishment, low maintenance and quick cover are primary concerns. DOT no/clover is produced in and specifically formulated for the Pacific Northwest and its unique conditions. DOT no/clover is ideally suited for erosion sites that require a seed mix with no clover. Establishment and Management DOT no/clover will germinate in 7-14 days depending on soil temperature and moisture. For best results,DOT no/clover should be planted 1/8"-1/4"deep. Frequent, light irrigation or rainfall is needed for best germination. Lime soil&apply starter fertilizer prior to seeding. DOT no/clover has low fertility requirements. Mow at end of growing season. SWP-27-2057 D. Carey Maplewood Sediment Basin 2008 Cleaning 9/24108 Elevations of basin bottom after cleaning on 9/11/08 Taken with contractor's level. By D. Carey and Contractor(Edwin Wong). Taping point distances from N corner of Fish Weir and NW corner of overflow spillway NW corner Overflow Spillway crest EL = 112.68 Feet Distance from Distance from N corner NW corner Location Point Fish Weir ft m verflow S illwa m BS+ HI FS- Elev. Instrument at NW side of basin ( feet) ( feet ) 6.62 119.30 West side toe, 1/3 way up S1 34 10.36 49 14.94 10.66 108.64 West Side, 1/2 way up S2 60 18.29 57 17.37 10.38 108.92 West Side, 2/3 way S3 92 28.04 77 23.47 10.36 108.94 North end, west corner S4 115 35.05 96 29.26 9.88 109.42 North End, East corner S5 120 36.58 85 25.91 10.56 108.74 East Side, 2/3 way S6 110 33.53 65 19.81 10.82 108.48 East Side, 1/3 way S7 92 28.04 36 10.97 10.86 108.44 Middle, 1/3 way S8 64 19.51 30 9.14 10.96 108.34 Middle, 2/3 way S9 86 26.21 59 17.98 11.02 108.28 Southwest side toe S10 43 13.11 23 7.01 11.04 108.26 Overflow Spillway, NW comE S11 0.00 0.00 11.22 108.08 Overflow Spillway, NE cornea S12 0.00 0.00 11.20 108.10 0 119.30 Check, top of Fish Weir Struc. 4.16 115.14 Maple08-SurveyBottom-ELevs.xls 22 Coordinate Table Coordinate Table Ln Pt # Northing Easting Elevation Descriptor Pt # Northing Easting Elevation Descriptor 0 62 176346.08 1311633.04 125.94 SET HTK 392 176445.13 1311727.12 133.4 BRK 63 176047.52 1311433.47 114.69 SET HTK 393 176433.78 1311735.83 132.8 TOP 200 176023.55 1311495.52 115.30 to cl calc 394 176413.01 1311706.86 130.9 TOP N 36"�i ADS PIPE � P 201 176040.15 1311501.38 cl back calc 395 176379.15 1311671.02 128.1 TOP 1 202 176037.80 1311508.51 se cor calc 396 176333.08 1311629.26 125.5 TOP 112. �� 203 176063.21 1311516.89 ne cor calc 397 176296.26 1311604.16 124.4 TOP 204 176067.91 1311502.64 nw cor calc 398 176266.39 1311582.51 122.9 TOP 205 176042.50 1311494.26 sw cor calc 399 176305.40 1311592.27 120.15 CULV U) 206 176069.52 1311450.41 se cor calc 400 176286.95 1311600.67 118.24 CULV CB TYPE I - SOLID 207 176066.79 1311441.83 sw cor calc 401 176236.58 1311582.62 114.8 CRK LID RIM EL. 122.5 I.E. 208 176076.41 1311438.76 nw cor calc 402 176263.03 1311602.67 116.4 CRK 115.8 (18" E) I.E. 8 M° 209 176079.14 1311447.34 ne cor calc 403 176305.70 1311626.82 118.1 CRK 115.8 (18" SW) 21 "o0 210 176068.21 1311446.31 cl calc 404 176331.95 1311649.10 119.3 CRK 301 176071.94 1311441.21 115.1 TOP 405 176351.16 1311668.62 120.9 CRK 302 176070.37 1311450.12 115.1 TOP 406 176364.81 1311682.59 122.0 CRK 303 176078.29 1311447.63 115.1 TOP 407 176381.93 1311701.50 123.5 CRK 304 176074.32 1311448.68 111.11 WEIR 408 176397.79 1311721.06 125.1 CRK 84 BYPASS PIPE INLET 305 176069.30 1311445.96 108.10 IE PIPE 409 176411.97 1311740.12 126.7 CRK STRUCTURE 306 176071.82 1311441.50 108.16 IE PIPE 410 176440.19 1311781.31 129.2 CRK REMOVE SEDIMENT FROM BETWEEN ALL ROCK WEIRS. - 18" IE=116.46 307 176049.47 1311498.66 103.92 VALVE 411 176463.11 1311832.36 132.8 CRK ' SEDIMENT BASIN CLEANING AS-BUILT 9/11/2008 308 176046.22 1311508.55 103.97 VALVE 801 176197.98 1311583.90 117.0 BRK USE SMOOTH BUCKET, NO TEETH. % Bottom Locations b 309 176064.14 1311509.30 105.34 INLET STR 802 176174.10 1311581.65 117.1 BRK / APPROX 1 /2 to 2/3 OF ROCK HEIGHT SHOULD BE y Taping g From North Corner 310 176049.43 1311510.58 110.65 WEIR 803 176157.04 1311581.92 116.8 BRK EXPOSED. SEE PHOTOS OF PREVIOUS CLEANING. ,% of Fish Weir and NW Corner of Overflow Spillway. 311 176041.57 1311501.85 115.18 INLET 804 176093.02 1311581.27 116.2 BRK Elevation by Level. 312 176000.13 1311487.44 101.36 WEIR 805 176027.89 1311558.12 115.3 BRK CITY MAY DIRECT AND ADJUST CLEANING AS NEEDED. Points S-1 thru S-12. By D. Carey 313 175997.41 1311495.34 107.67 OUTFALL STR 806 175998.10 1311547.34 114.9 BRK 314 176002.72 1311479.46 107.65 OUTFALL STR 807 175977.92 1311517.33 112.6 BRK g2o L to L to 315 176007.32 1311489.82 110.62 OUTFALL STR 808 175968.84 1311499.81 108.9 BRK ' Point EL(ft) Fish Weir Spillway 316 176001.34 1311478.46 106.9 TOE 809 175975.39 1311491.73 107.7 TOP 317 176010.85 1311452.08 107.1 TOE 810 175995.09 1311500.65 108.2 TOP PVC LINER - APPROX LOCATION ��� 44 ® S1 108.64 34' 49' West Side, 1 /3 way up 318 176020.35 1311422.32 107.1 TOE 811 176002.71 1311498.39 108.4 TOE 1 .0 FT UNDER THE GRAVEL LAYER `� �' 4s S2 108.92 60' 57' West Side, 1 /2 319 175984.16 1311408.66 105.3 TOE 812 176001.01 1311515.74 110.5 TOE LINER EXTENDS UP THE SIDES TO EL 113.2. Q� P� 8 CAUTION 320 175992.92 1311386.80 105.6 TOE 813 176001.24 1311535.76 114.4 BRK 47, \ S3 108.94 92' 77' West Side, 2/3 321 176013.60 1311406.07 109.8 TOP 814 175984.42 1311395.97 105.29 CL F a 3 PVC LINER SHALLOW 322 176022.43 1311391.95 109.8 TOP 815 176028.95 1311401.12 111.94 CL ° \ S4 109.42 115' 96' West, NW corner 323 176054.86 1311392.29 113.9 TOP 816 176079.64 1311420.61 114.90 CL � � 3 IN UPPER AREA HAND DIG TO LOCATE S5 108.74 120' 85' East, NE corner 324 176042.11 1311418.89 114.0 TOP 817 176104.22 1311435.21 115.02 CL a3 9 607 S6 108.48 110' 65' East, 2/3 way up 325 176024.48 1311473.94 114.9 TOP 818 176144.19 1311471.01 114.69 CL CB TYPE I - SOLID i 6 S � 327 176023.11 1311523.85 115.0 TOP 819 176183.44 1311507.48 116.90 CL LID RIM EL. 115.39 i 83> 5x S7 108.44 92 36� East, 1 /3 328 176029.29 1311506.33 115.3 TOP 820 176226.75 1311546.05 120.92 CL I.E. 111.5 (18" NE) % / S8 108.34 64 30 Center, 1 /3 way up 329 176039.69 1311502.51 114.8 TOP 821 176273.30 1311577.81 123.45 CL I.E. 111.5 (18" SW) % 832 330 176041.20 1311498.15 114.7 TOP 822 176318.58 1311611.35 125.47 CL � 8�9 / � ROCK WEIRS S9 108.28 86 59, Center, 2/3 way up 331 176034.06 1311490.77 115.1 TOP 823 176170.63 1311532.13 113.08 TOE RX 12' i 86_z d / S 10 108.26 43 23 SW side toe 332 176044.24 1311456.33 115.0 TOP 824 176166.56 1311531.16 113.71 TOP RX REMOVE SEDIMENT TO BASE GRADES ' i ?� / -- -- Spillway 333 176051.15 1311449.36 114.9 TOP 825 176163.79 1311532.30 112.23 TOE RX AT TOP OF IMPORT BACKFILL AND UP SIDESLOPES. 80� S11 108.10 NW corner, p y , ' � �<_? � / S12 108.10 --' --' NE corner, Spillway 334 176066.85 1311441.69 114.E TOP 826 176152.37 1311556.44 113.59 TOE RX 20 USE SMOOTH BUCKET, NO TEETH. _ P Y 335 176047.94 1311439.51 114.72 TOP CL 827 176149.59 1311554.28 113.90 TOP RX HAND DIG AS NEEDED TO IDENTIFY IMPORT BACKFILL �� /- - 2� z9 336 176037.36 1311456.62 115.12 TOP CL 828 176148.95 1311553.01 111.68 TOE RX 3 337 176022.92 1311497.30 115.30 TOP CL 829 176166.41 1311562.24 113.90 TOE RX 16' AND PVC LINER LOCATION. CONTRACTOR RESPONSIBLE , / / 338 176009.69 1311534.43 114.85 TOP CL 830 176163.70 1311558.52 114.48 TOP RX FOR REPAIRING ANY DAMAGE TO LINER. ; 22®42s 8,1 03 339 176028.04 1311534.93 114.2 TOP 831 176163.07 1311557.89 113.04 TOE RX Fk 340 176036.30 1311543.53 114.0 TOP 832 176184.82 1311542.42 113.46 TOE RX 15 t094a' 8`6 ` \ SEDIMENT BASIN CLEANING AS-BUILT 9/7/2007 341 176100.37 1311567.95 113.6 TOP 833 176180.92 1311540.62 114.73 TOP RX CAUTION Locations from Contractor staking 2004 cleaning Points. 342 176149.36 1311569.28 114.6 TOP 834 176179.89 1311540.04 113.17 TOE RX / 231 25 828'd PVC LINER SHALLOWorner 343 176181.58 1311569.35 114.6 BRK 835 176196.42 1311551.32 114.14 TOE RX �24 ®S3 F� '0894 Rol 1O .19 116.15 TOP RX 8 220 AT UPPER EDGES 344 NW 1 Corner,12,13 f of Overflow Spillway.rom Taping �Elevation by Laser WLev Ieir nd 345 176128.14 1311580.13 115.8 RKY 837 176191.19 13115407.43 113.90 TOE RX 93 i HAND DIG TO LOCATE 346 176104.76 1311581.22 115.9 RKY 838 176202.47 1311564.98 113.38 TOE RX 30' Points R-1 thru R-13. By D. Carey / RAMP 8s; 6i 8 347 176081.80 1311576.17 115.4 RKY 839 176200.92 1311564.70 114.60 TOP RX CB TYPE I - SOLID / 9S5 4 l L to L to 348 176070.34 1311572.71 115.7 RKY 840 176198.69 1311562.98 112.75 TOE RX LID RIM EL. 115.07 / 86 70e 4 Point EL�ft) Fish Weir Spillway 349 176058.09 1311569.23 115.9 RKY 841 176210.52 1311569.98 113.67 TOE RX 5' I.E. 110.0 (18" NE) ; / S2 R4 350 176034.17 1311559.55 115.2 BRK 842 176210.46 1311568.78 114.59 TOP RX I.E. 1 10.0 (18" S) ; / ® R� ® l Et 1°8 i ® R 1 108.61 41 50 West Side 352 176064.73 1311392.27 113.9 TOP 843 176208.81 1311568.94 112.93 TOE RX / R 'Qe 2 2 s E� �0 4 5 i R2 109.25 109' 90' NW End of Basin 353 176080.71 1311400.30 114.2 TOP 844 176216.41 1311575.67 114.38 TOE RX 20, / 8s3 7 28 I 354 176095.16 1311417.94 114.5 TOP 845 176215.54 1311575.85 114.79 TOP RX 10 I R3 108.93 1 1 6 87 Middle of N End 355 176100.73 1311410.41 113.0 TOE 846 176214.14 1311574.23 113.73 TOE RX i / Y 88.> l R4 108.55 115' 77' NE Corner of End 356 176085.46 1311393.29 112.1 TOE 847 175986.33 1311460.22 105.42 MH FISHW ®R,° ss F 357 176072.34 1311380.63 111.5 TOE 848 176253.25 1311586.95 116.98 SD STRUCT UREUTLET �y 8s3 O 'R� f 10 E 1°835 �Og 8 R5 108.27 101 52 East Side 358 176039.47 1311376.03 109.9 TOE 850 176133.31 1311511.66 109.7 TOE ,8'' Fc �08 8s� R6 108.27 18.5 21 (To cutout, NE corner) 359 176107.48 1311434.18 115.07 CB 851 176118.39 1311499.00 109.4 TOE 18"N IE=108.72 L 64 MC s,� / R7 108.15 NE Corner Overflow Spillway 360 176127.30 1311442.95 114.3 BRK 852 176113.51 1311484.10 109.2 TOE 8"E IE=108.40 I ® ® oo ® 361 176164.01 1311477.13 115.1 BRK 853 176101.20 1311464.39 109.2 TOE 1 x Rj, S8 E RS / 8o, R8 108.15 NW Corner Overflow Spillway 362 176167.95 1311487.81 '115.39 CB 854 176061.96 1311466.83 108.8 TOE 42"S IE=108.16 ; Fc r0845 �0 34 E� �082 / R9 108.20 34' 28' South End 363 176189.68 1311503.27 117.1 BRK 855 176051.73 1311497.16 108.5 TOE / R10 108.35 75' 42.5' Center of Basin 364 176225.64 1311537.75 120.6 BRK 856 176041.49 1311515.53 108.8 TOE 365 176252.16 1311567.99 122.5 CB 857 176045.44 1311530.79 109.0 TOE \ / R 1 1 108.45 23' 49' East Side 366 176248.33 1311573.15 122.4 TOP 858 176105.53 1311552.68 108.9 TOE 816 WEIR (304) / ' 367 176208.58 1311542.45 119.6 TOP 859 176131.29 1311553.18 108.9 TOE 2p8 ,,Or 111.11 R8 �, / Z R 12 108.87 60 55 East Side 368 176172.75 1311516.81 i 15.5 TOP 860 176134.15 1311538.93 109.2 TOE S77 << 1081 / �W R 13 . 108.63 72' 56' East Side 369 176145.21 1311499.75 114.4 TOP 861 176126.22 1311518.85 108.9 TOE 706 5 3�. / �� 370 176123.69 1311493.41 110.9 RAMP 211 176046.57 1311441.09 114.7 CL INT CALC 0 10 8 0 371 176122.49 1311482.94 110.9 RAMP 864 176398.42 1311682.81 129.3 CL <, s� / a� 372 176138.90 1311483.30 114.2 TOP 865 176431.04 1311720.80 132.5 CL PVC LIN R TQ R ' s F� R�2 e� 7 E� �084 / 373 176117.50 1311460.32 114.4 TOP 866 176445.02 1311737.54 133.6 CL , APPROX. i\ s082o 8`v e� �o6sS /l 375 176088.80 1311439.51 114.7 TOP 868 176463.93 1311834.26 133.56 TOPLOLOG12 1/ 1% 376 176076.49 1311438.70 114.7 TOP 869 176463.64 1311833.42 131.92 TOE LOG s3 i z 17o 4 �08 / 377 176160.79 1311523.18 110.9 TOE 870 176463.00 1311831.81 131.74 TOE RX 12 to ��s2ps 8s 8s� 2 / 378 176146.13 1311558.96 110.8 TOE 871 176462.83 1311830.94 132.97 TOP RX / 379 176185.82 1311558.73 112.7 CRK 872 176462.28 1311829.97 131.48 TOE RX i Tpp 2 / 380 176200.68 1311567.74 113.3 CRK 873 176452.61 1311809.48 130.66 TOE RX 10' 381 176214.61 1311577.01 114.5 CRK 874 176451.42 1311807.70 130.85 TOP RX 384 176253.22 1311585.77 '120.45 STRUCT 875 176451.77 1311807.26 129.36 TOE RX 815 TOP / l 385 176253.14 1311587.23 116.46 VALVE 876 176439.76 1311781.75 129.02 CL LOG 10' 2pb TOp / 386 176253.67 1311589.95 116.47 STRUCT 877 176438.90 1311781.19 129.33 TOP LOG 387 176268.16 1311564.69 122.8 BRK 878 176439.48 1311780.10 126.92 TOE LOG / 388 176304.36 1311595.15 124.6 TOP 879 176427.24 1311761.17 127.50 TOE RX 9' SPILLW Y STRUCTURE roE M�qR T� / CREST EL. 1 STRUCTURE 389 176346.67 1311625.24 125.8 BRK 880 176426.77 1311761.03 127.76 TOP RX �Y 390 176386.38 1311660.99 128.5 BRK 881 176426.40 1311760.23 126.51 TOE RX PO _j VALV 8"W IE=106.52 391 176422.03 1311701.30 131.5 BRK 882 176411.05 1311739.33 126.36 TOE RX 11' MC 7X00 VA L 8"E IE=109.62 8121.3 DATE OF FIELD SURVEYS: BYPASS PIPE INLET Coordinate Table STRUCTURE Pt # Northing Easting Elevation Descriptor RAMP 0' 20' e 220, 223-225 & 231 7/29/97 81�' ,6 300 SERIES 9/25 97 883 176410.18 1311739.24 126.89 TOP RX I I 800 SERIES 2/58 884 176410.16 1311738.10 125.00 TOE RX o SCALE" 1" = 20' 84� SPILLWAY 885 176398.24 1311720.77 124.99 CL LOG 11' ALL S OUTLET HOTS ARE FINISHED SURFACES 886 176397.69 1311720.10 125.03 TOP LOG 887/� STRUCTURE 888 176382.16 1311700.15 122.89 TOE RX 11' 1 6397.43 1311719.63 123.07 TOE LOG GRAVEL PARKING NORTH 889 176381.19 1311699.07 123.76 TOP RX / Z 809 O 20 1997-98 BASIN AS-BUILT SURVEY 890 176380.97 1311698.37 121.61 TOE RX 891 176365.42 1311682.06 121.86 TOE RX 11' d SAN. SEWER MH Z ORIGINAL CONSTRUCTION 892 176364.90 1311681.26 122.28 TOP RX N RIM.EL. 105.42 CTR. ,� 8 ! Scale: 1 Inch = 20 Feet 893 176364.27 1311681.16 120.64 TOE RX CHANNEL EL. 97.4 894 176350.77 1311668.98 120.82 CL LOG 12 m 895 176350.15 1311668.55 121.01 TOP LOG 896 176349.91 1311667.78 119.45 TOE LOG 897 176332.20 1311649.26 119.14 TOE RX 9' of wASti, AS - BUILT 2008 Cl N �� "cam S- 5U ! '_.T 60 CLEANIIN N Vf Z 1 Add 2008 As-Built Points Table Turned off suRVEvm HORRO Ai NAD 1983/1991 ► ��6/16/08 FORREC AP13ROV L xxxxx 1999 2004 Asbuilt Info For ClarityDWC 9 24 8 DEWED: AS NOTED CITY O MAPLEWOOD CREEK SEDIMENT BASIN REL : FOR APPROVAL ' DC BY Daniel Carey 6/16/08 DRAWN: Da R E N TO N 2008 CLEANING & MAINTENANCE PROJECT ENS ONE I DATUM ORIGINAL PLANS STAMPED BY: CHECKED: AT FULL SG1LE Planning/Building/Public Works Dept.t. BY RONALD d STRAxA oN:6/18/08 DC / IRS W NOT ONE INCH p SEDIMENT BASIN BASE GRADES PE #9727 EMRES: 10/16/09 N 0. REVISION BY DATE A P P R -PR-ED: SCALE ACCO �" "' SHEET: OF: Z IRS X 3 O W D 2 01517 L oju n X 97 . 7 o i N - f� O -T/ - N 9 2 0 �°/ 4 P � D- 0 4 0 18TH TEE �`, v`� McCARTY ------ S le- 1 0 ee U3 GRAVEL SEE DETA L 1 ' t�i ` ' PROPERTY ' Scale: 1 Inch = 40 Feet v 1' / - SINGLE DUMP TRUCK 0 O r NO TRAILERS CARS P p.T � , ,' ;- U4 DQ BOULDERS '/ M TC / / �'/C�N / / EX. BYPA, S INLET / E ' AND VALVE , ,' INS T ILL TEMP AR BYPASS STRUCTURE 18TH TEE ; � - . F0, CREEK IVER�SION 88. 2 U REMOV��DIMENT BY ASS CREEK INTO 18" PIPE ' X '� / TEMP RARY) r i i FLOW S P LI ER S R CTU R E ACCESS TO CREEK - REMOV A ROX 1 to 3 FEET DE SEDIMENT. FROM WEST SIDE ONLY = �� ' i �' � :- .� � FROM B WEEN ROCK WEIRS EE/ BA E GRADE PLAN FOR APPROX ' - D SEE BARE AREAS ROUND BASIN , ,� ��' - _ LO ATI0N S L1 GRAVEL - X 1�'O AFT R C EANING (APPRO C SEE DETAIL, ,, T / REMOVE SEDIMEN -� � /,� --���--_ .- . `- CAUTION PVC LINER A - EX. 18 BYPASS PIPE i APPROX LOCATION FROM FLOW SPLI SEE DETAIL 3 AC ESS ROD �' = SEDIMEN BASIN REMOVE APPROX '4 TO 5 FEET OF FISHWA OUTLE,� �'� ._.:-. ACCUMU TED SEDIMENT 1 2TH _ SEE BA E GRADE PLAN GREEN / :: A ti _ / �0 8 4. 0 FISH LA ER r L2 GRAVEL V X SEE DETAIL 2 74. 3 HIGH FLOW VA E o CHANNEL (DRY) Mc AR OND ERFLOW GRAVEL AND REPAIR NOTES / PILLWAY F i 1 . CITY MAY ADJUST GRAVEL 96 , 5 \ PLACEMENT LOCATIONS AND AMOUNTS \AS NEEDED. GRAVEL AND REPAIR NOTES \ � J 2 LIMITS FOR PARKING LOT USE \ ' 1 . CITY MAY ADJUST GRAVEL U4. ADD BOULDERS TO WEST BANK AS BY CONTRACTOR \\ PLACEMENT LOCATIONS AND AMOUNTS / DIRECTED BY CITY. ADD GRAVEL TO \ AS NEEDED. / CREEK AND UNDER DOWNSTREAM BRIDGE AS DIRECTED.. / MAPLItWO D REEK U1 . PLACE GRAVEL APPX 8" - 1 " 2 / PARKING THICK PER DETAIL 1 . 80. 1 U5. REMOVE ACCUMULATED SEDIMENT LOT / X AND VEGETATION ALONG EAST BANK AIRWAY CROSSING 7 . /� U1 GRAVEL SEE ' DETAIL 1 U2. MOVE LARGE BOULDERS IN CREEK 73. 3 / ANPD PLASTIC5TO 2'. USE E SAND BAGS FLOW AROUND TO EAST BANK. ADD NEW BOULDERS X WORK AREA. TO BANK AND CREEK AS DIRECTED. / PLACE GRAVEL TO RESTORE CREEK PLACE GRAVEL AS DIRECTED. U LOCATE BOULDERS /� / GRAVEL SEE DETAIL 1 W �, BED. / L1 . ADD GRAVEL PER DETAIL 2. » /: v X _/� '� U3. PLACE APPX 6 GRAVEL. 74. 6 �� L2. ADD GRAVEL SIMILAR TO DETAIL 2 FROM DOWNSTREAM DROP LOG TO o / EDGE OF UPSTRE,40 POOL. 4 1 8 T H T E F - ---- ` u�` McCARTY � U3 GRAVEL SEE DETAIL 1 �" to ' V > PROPERTY / I . SINGLE DUMP TRUCK ONLY ACROSS BRIDGE N FLOW SPLITTER CLEANING AND CHANNEL WORK DRAWING T PATH No TRAILERS v BAR C NOTES 4 D BOULDERS �► TCy�� / 1 . CONSTRUCTION SHALL NOT INTERFERE WITH GOLF COURSE AND PARKING LOT USEI RT" T�r\ NE A EXCEPT FOR CLEANING FLOW SPLITTER, AND AS NOTED. 0 2. ONLY SMALL SOFT TIRED VEHICLES MAY BE USED WEST OF THE FLOW SPLITTER. 3. DEBRIS AND BRUSH REMOVAL LOCATIONS MAY BE ADJUSTED BY THE CITY. SEDIMENT BASIN CLEANING DRAWING 4. GRAVEL PLACEMENT LOCATIONS AND AMOUNTS MAY BE ADJUSTED BY THE CITY. P L�p�SC 1 o w/ ! ✓�Awl� o 3 a J. o Q i 2008 Cleanin N t` SURVEYED: SCALE: DATE: RECOMMENDED Q HORIZONTAL r o 1M�iesi �► 6/1 6�08 CITY OF FOR APPROVAL !�'pIs A �a DESIGNED: AS NOTED •% �- MAPLEWOOD CREEK SEDIMENT BASIN fiat ` BY Daniel Carey 6/16/08 SS�ONAIEN DRAWN:t"In tz`' DC ONE INCHAIIIIIIIIIIIIIII R E N TO N 2008 CLEANING & MAINTENANCE PROJECT �� DRAWING NO:BY ��10J1� CHECKED: AT FULL SCALE DATU M Planning/Building/Public Woks Dept. SEDIMENT BASIN AND FLOW SPLITTER DC / RS IF NOT ONE INCH oN0. REVISION BY DATE APPR ^ RS AL SGE ACCOM LY SHEET, x OF: 3 0: W 21015171 Coordinate Table Coordinate Table Ln O Pt # Northing Easting Elevation Descriptor Pt # Northing Easting Elevation Descriptor N 62 176346.08 1311633.04 125.94 SET HTK 392 176445.13 1311727.12 133.4 BRK r_� %\ 63 176047.52 1311433.47 114.69 SET HTK 393 176433.78 1311735.83 132.8 TOP N 36"0 ADS PIPE 200 176023.55 1311495.52 115.30 top cl calc 394 176413.01 1311706.86 130.9 TOP 201 176040.15 1311501.38 cl back calc 395 176379.15 1311671.02 128.1 TOP CL 202 176037.80 1311508.51 se cor calc 396 176333.08 1311629.26 125.5 TOP �\ 203 176063.21 1311516.89 ne cor calc 397 176296.26 1311604.16 124.4 TOP 204 176067.91 1311502.64 nw cor calc 398 176266.39 1311582.51 122.9 TOP 205 176042.50 1311494.26 sw cor calc 399 176305.40 1311592.27 120.15 CULV 206 176069.52 1311450.41 se cor calc 400 176286.95 1311600.67 118.24 CULV CB TYPE I - SOLID 207 176066.79 1311441.83 sw cor calc 401 176236.58 1311582.62 114.8 CRK LID RIM EL. 122.5 I.E. 208 176076.41 1311438.76 nw cor calc 402 176263.03 1311602.67 116.4 CRK 115.8 (18" E) I.E. ti, 41c A 209 176079.14 1311447.34 ne cor calc 403 176305.70 1311626.82 118.1 CRK 115.8 (18 SW) "00 210 176068.21 1311446.31 cl calc 404 176331.95 1311649.10 119.3 CRK 301 176071.94 1311441.21 115.1 TOP 405 176351.16 1311668.62 120.9 CRK 302 176070.37 1311450.12 115.1 TOP 406 176364.81 1311682.59 122.0 CRK 303 176078.29 1311447.63 115.1 TOP 407 176381.93 1311701.50 123.5 CRK 304 176074.32 1311448.68 111.11 WEIR 408 176397.79 1311721.06 125.1 CRK BYPASS PIPE INLET STRUCTURE 305 176069.30 1311445.96 108.10 IE PIPE 409 176411.97 1311740.12 126.7 CRK 306 176071.82 1311441.50 108.16 IE PIPE 410 176440.19 1311781.31 129.2 CRK REMOVE SEDIMENT FROM BETWEEN ALL ROCK WEIRS. �- -- 18" IE=116.46 307 176049.47 1311498.66 103.92 VALVE 411 176463.11 1311832.36 132.8 CRK i 308 176046.22 1311508.55 103.97 VALVE 801 176197.98 1311583.90 117.0 USE SMOOTH BUCKET, NO TEETH. � BRK APPROX 1 2 to 2 3 OF ROCK HEIGHT SHOULD BE 309 176064.14 1311509.30 105.34 INLET STR 802 176174.10 1311581.65 117.1 BRK 310 176049.43 1311510.58 110.65 WEIR 803 176157.04 1311581.92 116.8 BRK EXPOSED. SEE PHOTOS OF PREVIOUS CLEANING. i 311 176041.57 1311501.85 115.18 INLET 804 176093.02 1311581.27 116.2 BRK CITY MAY DIRECT AND ADJUST CLEANING AS NEEDED. 312 176000.13 1311487.44 101.36 WEIR 805 176027.89 1311558.12 115.3 BRK 313 175997.41 1311495.34 107.67 OUTFALL STR 806 175998.10 1311547.34 114.9 BRK 314 176002.72 1311479.46 107.65 OUTFALL STR 807 175977.92 1311517.33 112.6 BRK <0 315 176007.32 1311489.82 110.62 OUTFALL STR 808 175968.84 1311499.81 108.9 BRK 316 176001.34 1311478.46 106.9 TOE 809 175975.39 1311491.73 107.7 TOP PVC LINERNER - AT HE OX LOCATION LAYER ������' ' �4 4' 317 176010.85 1311452.08 107.1 TOE 810 175995.09 1311500.65 108.2 TOP 1 .0 F 318 176020.35 1311422.32 107.1 TOE 811 176002.71 1311498.39 108.4 TOE s 319 175984.16 1311408.66 105.3 TOE 812 176001.01 1311515.74 110.5 TOE LINER EXTENDS UP THE SIDES TO EL 1 13.2. QQ , Q�P� /�428 \ CAUTION 320 175992.92 1311386.80 105.6 TOE 813 176001.24 1311535.76 114.4 BRK F , �, 8 3 PVC LINER SHALLOW 321 176013.60 1311406.07 109.8 TOP 814 175984.42 1311395.97 105.29 CL 322 176022.43 1311391.95 109.8 TOP � � 3 \I IN UPPER AREA CL 815 176028.95 1311401.12 111.94 323 176054.86 1311392.29 113.9 TOP 816 176079.64 1311420.61 114.90 CL HAND DIG TO LOCATE 324 176042.11 1311418.89 114.0 TOP 817 176104.22 1311435.21 115.02 CL 325 176024.48 1311473.94 114.9 TOP 818 176144.19 1311471.01 114.69 CL CB TYPE I - SOLID i s 4 327 176023.11 1311523.85 115.0 TOP 819 176183.44 1311507.48 116.90 CL LID RIM EL. 115.39 / 8s Sx0O 328 176029.29 1311506.33 115.3 TOP 820 176226.75 1311546.05 120.92 CL I.E. 1 1 1.5 (18" NE) ' / �`� / 329 176039.69 1311502.51 114.8 TOP 821 176273.30 1311577.81 123.45 CL I.E. 111.5 (18" SW) ; / ROCK WEIRS 330 176041.20 1311498.15 114.7 TOP 822 176318.58 1311611.35 125.47 CL / 331 176034.06 1311490.77 115.1 TOP 823 176170.63 1311532.13 113.08 TOE RX 12' REMOVE SEDIMENT TO BASE GRADES ; 834 / 332 176044.24 1311456.33 115.0 TOP 824 176166.56 1311531.16 113.71 TOP RX / 333 176051.15 1311449.36 114.9 TOP 825 176163.79 1311532.30 112.23 TOE RX AT TOP OF IMPORT BACKFILL AND UP SIDESLOPES. /� / / 334 176066.85 1311441.69 114.E TOP 826 176152.37 1311556.44 113.59 TOE RX 20' USE SMOOTH BUCKET, NO TEETH. i _ 335 176047.94 1311439.51 114.72 TOP CL 827 176149.59 1311554.28 113.90 TOP RX HAND DIG AS NEEDED TO IDENTIFY IMPORT BACKFILLl/ / 336 176037.36 1311456.62 115.12 TOP CL 828 176148.95 1311553.01 111.68 TOE RX AND PVC LINER LOCATION. CONTRACTOR RESPONSIBLE ; / 337 176022.92 1311497.30 115.30 TOP CL 829 176166.41 1311562.24 113.90 TOE RX 16' 338 176009.69 1311534.43 114.85 TOP CL 830 176163.70 1311558.52 114.48 TOP RX FOR REPAIRING ANY DAMAGE TO LINER. // 22 3®�' 339 176028.04 1311534.93 114.2 TOP 831 176163.07 1311557.89 113.04 TOE RX / 6 �, - 1 340 176036.30 1311543.53 114.0 TOP 832 176184.82 1311542.42 113.46 TOE RX 15' R? 0,9 SEDIMENT BASIN CLEANING AS-BUILT 9/7/2007 341 176100.37 1311567.95 113.6 TOP 833 176180.92 1311540.62 114.73 TOP RX / 231 R2 E£ �� 99�� tle I CAUTION Locations from Contractor staking 2004 cleaning Points. 342 176149.36 1311569.28 114.6 TOP 834 176179.89 1311540.04 113.17 TOE RX 22� 2S o'' �20 PVC LINER SHALLOW R11 ,12,13 from Taping From North Corner of Fish Weir and 343 176181.58 1311569.35 114.6 BRK 835 176196.42 1311551.32 114.14 TOE RX Ra AT UPPER EDGES p g 344 176148.18 1311580.27 116.6 RKY 836 176193.56 1311550.19 116.15 TOP RX / F R3 �� I NW Corner of Overflow Spillway. Elevation by Laser Level. 345 176128.14 1311580.13 115.8 RKY 837 176191.19 1311547.43 113.90 TOE RX i // ®0,08 60 £� �08 � I HAND DIG TO LOCATE Points R-1 thru R-13. By D. Carey 346 176104.76 1311581.22 115.9 RKY 838 176202.47 1311564.98 113.38 TOE RX 30' CB TYPE I - SOLID MP •ss ,0 347 176081.80 1311576.17 115.4 RKY 839 176200.92 1311564.70 114.60 TOP RX / I L to L to 348 176070.34 1311572.71 115.7 RKY 840 176198.69 1311562.98 112.75 TOE RX LID RIM EL. 115.07 i > I.E. 110.0 (18" NE) ' / a6 / 9 I Point EL(ft) Fish Weir Spillway 349 176058.09 1311569.23 115.9 RKY 841 176210.52 1311569.98 113.67 TOE RX 5' I.E. 110.0 (18" S) %, / R� £G I , 350 176034.17 1311559.55 115.2 BRK 842 176210.46 1311568.78 114.59 TOP RX / ® 8S R72 4 £� 70(g.e� ® R1 108.61 41 50 West Side 352 176064.73 1311392.27 113.9 TOP 843 176208.81 1311568.94 112.93 TOE RX A?Q £� �086 Ss I R2 109.25 109' 90' NW End of Basin 353 176080.71 1311400.30 114.2 TOP 844 176216.41 1311575.67 114.38 TOE RX 20' I , 354 176095.16 1311417.94 114.5 TOP 845 176215.54 1311575.85 114.79 TOP RX °88� 3 / A� I R3 108.93 1 1 6 87 Middle of N End 355 176100.73 1311410.41 113.0 TOE 846 176214.14 1311574.23 113.73 TOE RX 'o� �R,o £J'�08 ®�� R4 108.55 115 77' NE Corner of End 356 176085.46 1311393.29 112.1 TOE 847 175986.33 1311460.22 105.42 MH STRUCTURE OUTLETFISHWAY /. 3y 8S3 Ao R7 £�C1 SD p886S 66 £' 83S J808�� R5 108.27 101 ', 52' East Side 358 176039.47 1311386.03 109 9 TOE 850 176133.31 1311581666 1110998 TOE 18"N IE=108.72 ; �L Fir 6� 4C R6 108.27 18.5 21 (To cutout, NE corner) 359 176107.48 1311434.18 115.07 CB 851 176118.39 1311499.00 109.4 TOE 8"E IE=108.40 ® ro / 6*00 / R7 108.15 NE Corner Overflow Spillway 360 176127.30 1311442.95 114.3 BRK 852 176113.51 1311484.10 109.2 TOE 42"S IE=108.16 I R>> £9s FRS / 8o R8 108. 15 NW Corner Overflow S Spillway 361 176164.01 1311477.13 115.1 BRK 853 176101.20 1311464.39 109.2 TOE 1 �08 RS £g 1 4 p y 362 176167.95 1311487.81 115.39 CB 854 176061.96 1311466.83 108.8 TOE 4s £� ,083 / R9 108.20 34 28 South End 363 176189.68 1311503.27 117.1 BRK 855 176051.73 1311497.16 108.5 TOE 364 176225.64 1311537.75 120.6 BRK 856 176041.49 1311515.53 108.8 �.r R10 108.35 75 42.5 Center of Basin TOE 365 176252.16 1311567.99 122.5 CB 857 176045.44 1311530.79 109.0 TOE ° A R 1 1 108.45 23 49 East Side 366 176248.33 1311573.15 122.4 TOP 858 176105.53 1311552.68 108.9 TOE 8�s WEIR 1.11 l oa ®F�� // ,� R12 108.87 60' 55' East Side 367 176208.58 1311542.45 119.6 TOP 859 176131.29 1311553.18 108.9 TOE 208 EL 1 1 1.11 88 £� a o oy 0� Z 368 176172.75 1311516.81 115.5 TOP 860 176134.15 1311538.93 109.2 TOE £� 1�0jg8 °cd r '6' / R13 108.63 72' 56' East Side 369 176145.21 1311499.75 114.4 TOP 861 176126.22 1311518.85 108.9 TOE 08 is 0 3y. / �� 370 176123.69 1311493.41 110.9 RAMP 211 176046.57 1311441.09 114.7 CL INT CALC 0 C 1V / 371 176122.49 1311482.94 110.9 RAMP 864 176398.42 1311682.81 129.3 CL PVC LIN R T E s9 £C 70 R, �° SEDIMENT BASIN CLEANING AS-BUILT 9/8/2004 372 176138.90 1311483.30 114.2 TOP 865 176431.04 1311720.80 132.5 CL APPROX. £z 'oa'S R��Z '0,9 / 4 Bottom Locations by Taping From North Corner 373 176117.50 1311460.32 114.4 TOP 866 176445.02 1311737.54 133.6 CL y ��\ A 20 '0875 / of Fish Weir and NW Corner of Overflow Spillway. 374 176096.38 1311443.55 114.5 TOP 867 176464.12 1311834.91 133.45 CL LOG 12' F / 375 176088.80 1311439.51 114.7 TOP 868 176463.93 1311834.26 133.56 TOP LOG o \ -10 Rg Elevation by Laser Level. 376 176076.49 1311438.70 114.7 TOP 869 176463.64 1311833.42 131.92 TOE LOG m o 2�1 \ ^� ��, 2aS Rg fz70 z / Points R-1 thru R-10. By D. Carey 378 176160.7 1311523.18 110.9 TOE 110.8 TOE 871 17646 377 0 3.00 1311831.81 131.74 TOE RX 12' 176462.83 1311830.94 132.97 TOP RX ® / L to L to 379 176185.82 1311558.73 112.7 CRK 872 176462.28 1311829.97 131.48 TOE RX '9 / Point EL(ft) Fish Weir Spillway 380 176200.68 1311567.74 113.3 CRK 873 176452.61 1311809.48 130.66 TOE RX 10' o / 381 176214.61 1311577.01 114.5 CRK 874 176451.42 1311807.70 130.85 TOP RX ® R1 108.65 41 , 50, West Side 384 176253.22 1311585.77 120.45 STRUCT 875 176451.77 1311807.26 129.36 TOE RX / R2 109.07 109 90 NW End of Basin 385 176253.14 1311587.23 116.46 VALVE 876 176439.76 1311781.75 129.02 CL LOG 10' ?� \ TOP R2 109.23 1 1 6' 87' Middle of N End 386 176253.67 1311589.95 116.47 STRUCT 877 176438.90 1311781.19 129.33 TOP LOG 387 176268.16 1311564.69 122.8 BRK 878 176439.48 1311780.10 126.92 TOE LOG SPILL W Y STRUCTURE R4 108.73 1 15' 77' NE Corner of End 388 176304.36 1311595.15 124.6 TOP 879 176427.24 1311761.17 127.50 TOE RX 9' CREST EL. 112.68' ' ' 389 176346.67 1311625.24 125.8 BRK 880 176426.77 1311761.03 127.76 TOP RX E ARC PO/�� \ J VALV 8"W IE=106.52 R5 108.39 101 52 East Side 390 176386.38 1311660.99 128.5 BRK 881 176426.40 1311760.23 126.51 TOE RX MC �X� VA L 8"E IE=109.62 R6 108.53 18.5' 21 ' (To cutout, NE corner) 391 176422.03 1311701.30 131.5 BRK 882 176411.05 1 1311739.33 1 126.36 1 TOE RX 11' R7 108.07 NE Corner Overflow Spillway 5 :r R8 107.99 NW Corner Overflow Spillway DATE OF FIELD SURVEYS: BYPASS PIPE INLET Coordinate Table RAMP 0' 20' R9 108.15 34' 28' South End STRUCTURE 220, 223-225 & 231 7/29/97 Pt # Northing Easting Elevation Descriptor I I R10 108.53 75' 42.5' Center of Basin 300 SERIES 9/25 97 883 176410.18 1311739.24 126.89 TOP RX Cq 800 SERIES 2/58 884 176410.16 1311738.10 125.00 TOE RX SCALE" 1" = 20' SPILLWAY 885 176398.24 1311720.77 124.99 CL LOG 11' OUTLET ALL SHOTS ARE FINISHED SURFACES 886 176397.69 1311720.10 125.03 TOP LOG cRAv PARKING AD STRUCTURE SEDIMENT BASIN CLEANING AS-BUILT 9/27/1999 887 176397.43 1311719.63 123.07 TOE LOG EL I G v, Cleaned Bottom Locations b Taping, Elevation b Level 888 176382.16 1311700.15 122.89 TOE RX 11' �z 809 o zo NORTH Points P-1 thru P-10. y By D. Carey y 1997-98 BASIN AS-BUILT SURVEY 889 176381.19 1311699.07 123.76 TOP RX 890 176380.97 1311698.37 121.61 TOE RX SAN. SEWER MH "1 ® P1 EL 109.5 P2 EL 108.66 ORIGINAL CONSTRUCTION 891 176365.42 1311682.06 121.86 TOE RX 11' N RIM.EL. 105.42 CTR. % ,� 808 P3 EL 108.85 P4 EL 109.46 892 176364.90 1311681.26 122.28 TOP RX j CHANNEL EL. 97.4 Scale: 1 Inch = 20 Feet 893 176364.27 1311681.16 120.64 TOE RX / z P5 EL 109.33 P6 EL 108.79 894 176350.77 1311668.98 120.82 CL LOG 12' 3 ^� P7 EL 108.82 P8 EL 108.76 895 176350.15 1311668.55 121.01 TOP LOG P9 EL 108.81 P10 EL 108.62 896 176349,91 1311617,78 119.45 TOE LOG �• Sj 897 176332.20 1311649.26 119.14 TOE RX 9 NCleaning cV IE RECOMMENDED su DATE m. SAS NOTED HomzNAD ,saf/ias, 6/16/08 FOR APPROVAL p DE�Ea •� �- CITY 0 E �s EAR �.�► DC ML MAPLEWOOD CREEK SEDIMENT BASIN IELDWOK: BY Daniel Carey 6/16/08 Ss�ONAL G R E N TO N DC ONE INCH DATUM 2008 CLEANING & MAINTENANCE PROJECT DRAWING NO: 4 BY EXPOS W CHECKED DC / RS nT FULL � Planning/Building/Public Works Dept. SEDIMENT BASIN BASE GRADES 2 U _. _ __ __.. _ IF NOT ONE INCH & NO. REVISION BY DATE APPR vPR s srxE ACCORDINGLY SHEET- x OF. 3 Z U W W D 20 � 7 LO o ��Q� i 0 1 8TH TEE� oQ C\I �o �4U 6 4 a EX. LOG DROP (TYPICAL) �O o 'o NO MACHINE ACCESS ti E . BOULDER CLUS RS w Scale: 1 Inch = 10 Feet ON THIS SIDE ( PICAL) S�. / GRAVEL REPLACEMENT AREA / B / I (TYPICAL) A / PLACE APPROX. 1 TO 2 CY OF CLEAN GRAVEL / / I ALLOWABLE ACCESS TO SPLITTER SEE SECTION VIEW / �- - � FOR SEDIMENT REMOVAL � CONSTRUCT TEMP SANDBAG AND PLASTIC BERM � NOTED Q TO DIVERT FLOW AWAY FROM CLEANING AREA RESTORE BANK AFTER CLEANING NOTED A 0 GRAVEL REPLACEMENT AREA / FILTER FABRIC r. (TYPICAL) I O CO40 '---- PLACE APPROX. 1 TO 2 CY OF /< _14i - 40�CO AT ENTRANCE CLEAN GRAVEL AIT o Q IF NEEDED� ,C , '_ LI ACCESS TO SPLITTER SEE SECTION VIEW o�ww � / - - - � �o '� , - : - :�-- - ,''� - 1 �'15' ON THIS SIDE. _ RESTORE BANK A R i / ��`'o ' , '� CLEANING. � '0 - S� EX. ROOT LOG REMOVE ACCUMULATED SEDIMENT B APPROX 2 TO 3 I- EEI DEEP DETAIL 1 - GRAVEL PLACEMENT DETAIL 2 - GRAVEL PLACEMENT , ' � I NTS NTS NOTE D - CONTRACTOR WILL NEED TO REMOVE APPX 4' WIDTH OF SHRUBS / BLACKBERRIES TO I ACCESS CREEK AT EACH LOCATION. DO NOT CUT DOWN TREES. I i I I I EX. TREES AND EX. SHRUBS AND CUTTINGS SHRUBS PLANTED BY CITY POOL 18" - 24" DEEP DO NOT FILL POOL WITH GRAVEL I EX. LOG DROPS WITH FLOW NOTCH LENGTH VARIES WATER DEPTH VARIES T TO 6' TYPICAL 4" TO 6" (TYPICAL) FLOW -OHWL DETAIL 3 - FLOW SPLITTER CLEANING (NTS) —� WATER DEPTH VARIES �� o 2" TO 6" (TYPICAL) WEST BANK I�I EAST BANK OHWL ORIGINAL GRAVEL LAYER _ 12" THICK WEST ACCESS ROAD ORIGINAL GRAVEL LAYER EX. LARGE 51 ERODED GRAVEL LEVEL APPX EL 115.17 APPROX. 12" THICK RIP-RAP LONG (APPROX.) PVC LINER GRAVEL REPLACEMENT WIDTH VARIES ERODED GRAVEL LEVEL GRAVEL REPLACEMENT APPX EL 113. 17 ACCUMULATED SEDIMENT 6" THICK (APPROX.) 5' TO 8' TYPICAL (APPROX.) 6" THICK (APPROX) 1 TO 2 CY OF CLEAN GRAVEL 1 TO 2 CY OF CLEAN GRAVEL 1 15 . 0 — APPX - EL. . 1 - 1 14. 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . GRAVEL REPLACEMENT SPEC. GRAVEL PLACEMENT GRAVEL REPLACEMENT SPEC. GRAVEL PLACEMENT IN 13 . 0 - - - - - - - - � � � - - - - - - - - � - IN LOW FLOW AREA 1. ONLY SMALL SOFT TIRED VEHICLES SHALL IN HIGH FLOW AREA FROM SEDIMENT 1. GRAVEL SHALL BE PLACED ABOVE THE BELOW FLOW SPLITTER * DELIVER GRAVEL ON GOLF COURSE 112 . 0 — . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .BASIN - BOTTOM. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . BASIN TO FLOW SPLITTER WATERLINE ON THE WEST BANK OF THE SIZE Percent Finer by Weight (SUCH AS BOBCATS, GOLF CARTS, WHEEL BARROWS) APPX EL 108.67 SIZE Percent Finer b Weight CREEK BY MACHINE. " 0 1 1 1 . 0 — . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Y 9 4 100 - 75/0 2. GRAVEL SHALL BE PLACED AT TOP OF WEST BANK ONLY. 12" - 9" 100 - 70% 2. GRAVEL SHALL BE SPREAD BY HAND 2" 75 - 30% 3. GRAVEL SHALL BE CARRIED DOWN BANK IN BUCKETS 1..0 FT. IMPORTED- -BACKFILL 9" - 6" 70 -40% SHOVEL OVER THE WIDTH OF THE CREEK. 1" 30 - 0% AND SPREAD BY HAND SHOVEL OVER THE WIDTH 110 . 0 — ABOVE LINER (GRAVEL). . . . . . . . . . 6" - 3" 40 - 20% 3. THE CITY MAY REVIEW AND ADJUST 1/4" 0% OF THE CREEK. 109 . 0 — <1" 20% GRAVEL PLACEMENT AS NEEDED FOR 4. THE CITY MAY REVIEW AND ADJUST GRAVEL EACH LOCATION. 108 . 0 — . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - . 0 PLACEMENT AS NEEDED FOR EACH LOCATION. N DETAIL 1 DETAIL 2 107 . 0 TYPICAL SECTION A-A NTS TYPICAL SECTION B-B NTS d 30 MIL PVC 8 PERF. BASIN LINER DRAIN PIPE d O 0 N U ° TYPICAL SECTION THRU MIDDLE OF POND, WEST-EAST a pyp J. ST O� oFwasy,�'Qy (NTS, VERTICAL DISTORTED) N2008 Cleaning SURVEYED: SCALE DATE 1988 RECOMMENDED AS NOTED HORIZONTAL VERTICAL' NAw 83/1 HDRrzoNrAL: NAD ,sas/issi �► 6 16 08 FOR APPROVAL � F�' A�V\��� DESIGN DC - CITY OF MAPLEWOOD CREEK SEDIMENT BASIN FlELDBOM' BY Daniel Carey 6/16/08 Ss��NALENG R E N TO N PAGE °�'�" DC — 2008 CLEANING & MAINTENANCE PROJECT DRAWING NO: ONE INCH DATUM CHECKED: E DC / RS AT FULL SCALE Planning/Building/Public Works Dept. DETAILS BY E*W ES 1a1w 2i..1� _ IF NOT ONE INCH oNO. REVISION BY DATE AP P R APF�S SCALE ACCDRDINGLY SHEET. x OF. 3 D_ -w 2 \ LO x 9 7 . 7 �. 9 . 2 0 o i 0 40 �- LL CL 0 4 0 18TH TEE - ---_ _ S le- 1 0 ee McCARTY U) GRAVEL PLACEM NT ` �/ ca PROPERTY Scale: 1 Inch = 40 eet y . SEE DETAI 1 I SINGLE DUMP TRUCK 0 NO TRAILERS CPR PPTN - ' �/ " ' '• INE EX. BYPA S I N LET I N ST LL M P AR BYPASS S UCTURE 1 8TH TEE ; '�, , 'q � AND VA E ;� i, 8 8 . 2 - ,� / ; FO C EK IVE SION B ASS CREEK TO 18" IPE EMP RARY) , FLOW SPLI ER S R CTURE ACCESS TO CREEK ` R 0 A ROX 1 t 3 FEET SEDIMENT FROM WEST SIDE ONLY ` = F 0 B WEEN ROC WEIRS GRAVEL PLACEMENT _ , ' �� ,� EE BA E GRADE LAN FOR PPROX SEE DETAIL 2 ,p` D SEE BARE REAS OUND ASIN ; ,� LO ATIO S O AFT R C ANING APPRO T / REMOVE SEDIMEN '-" �; . I - \ CAUTION C LINER FROM FLOW SPLI EX. 1 BYPAS PIPE APPROX CATION y <v SEE DETAIL 3 I AC ESS ROD GRAVEL PLACEMENT w _ , SEDIMEN BASIN SEE DETAIL 2 O V� C' ► REMOVE APPROX 4 TO 5 FEET OF J FISHW OUTL 1 , ACCUMU TED S DIMENT 1 2TH SEE BA E GRAD PLAN AqT Q�� y GREEN i CD GRAVEL PLACEMENT SEE DETAIL 2 Ai CO I 8 4 FISH LA ER x 74. 3 77. 7 �o HIGH FLOW _, ' VA E 0 x CHANNEL (DRY) Mc AR OND GRAVEL PLACEMENT <� ERFLOW SEE DETAIL 2 • , x PILLWAY F 96 . 5 GRAVEL kACEMENT / SO DETAIL 1 / X �3. 2 / LIMITS FOR PARKING LOT USE BY CONTRACTOR c-y �2 MAPL WO D REEK / PARKING x i 80. 1 77. 6 LOT t ' AIRWAY CROSSING 7 x x 73. 3 r''� �- GRAVEL LACEMENT x SE DETAIL 1 W POND x o " 18TH TEE co co M c CARTY - ---- .7 , GRAVEL PLACEM NT ` �/ C.) PROPERTY / `. SEE DETAI 1 SINGLE DUMP TRUCK ONLY ACROSS BRIDGE N FLOW SPLITTER CLEANING AND CHANNEL WORK DRAWING RT PATH No TRAILERS v NOTES TC 1 . CONSTRUCTION SHALL NOT INTERFERE WITH GOLF COURSE AND PARKING LOT USE HMI / EXCEPT FOR CLEANING FLOW SPLITTER, AND AS NOTED. 0 2. ONLY SMALL SOFT TIRED VEHICLES MAY BE USED WEST OF THE FLOW SPLITTER. N 3. DEBRIS AND BRUSH REMOVAL LOCATIONS MAY BE ADJUSTED BY THE CITY. SEDIMENT BASIN CLEANING DRAWING 4. GRAVEL PLACEMENT LOCATIONS AND AMOUNTS MAY BE ADJUSTED BY THE CITY. O� ►G� vAL p L A N.s p J. S c�/ PC S fRMp of wAs,ywl `9 O N G I h n N IS SURVEYED: SCALE: DATE. VECILL: NAw teas R►I RECOMMENDED 2 72 Q AS NOTED HOWIDIVAL- t" tom'/1M CITY 01- 5/22/07 FOR APPROVAL 9oo � �� DESIGINIDC '-'- MAPLEWOOD CREEK SEDIMENT BASIN Fl°.DBOM. BY Pc,,, s-_2 3_ z NA Sob? DC: T M R E N TO N 2007 CLEANING & MAINTENANCE PROJECT PAGE, NG NO: ONE INCH BY EXPIRES 10/16/�-7 CHECKED: RS AT FULL SCALE DATUM U Planning/Building/Public Works Dept. SEDIMENT BASIN AND FLOW SPLITTER IF NOT ONE INCH oNO. REVISION BY DATE AP P R APR s SCALE acCORDINCLY SHEET. x OF. 3 v J W D - 2057 I I Coordinate Table Coordinate Table L0 Pt # Northing Easting Elevation Descriptor Pt # Northing Easting Elevation Descriptor N 62 176346.08 1311633.04 125.94 SET HTK 392 176445.13 1311727.12 133.4 BRK 63 176047.52 1311433.47 114.69 SET HTK 393 176433.78 1311735.83 132.8 TOP ' 36"� ADS PIPE 200 176023.55 1311495.52 115.30 top cl calc 394 176413.01 1311706.86 130.9 TOP � � N 201 176040.15 1311501.38 cl back calc 395 176379.15 1311671.02 128.1 TOP 202 176037.80 1311508.51 se cor calc 396 176333.08 1311629.26 125.5 TOP a- 203 176063.21 1311516.89 ne cor calc 397 176296.26 1311604.16 124.4 TOP 204 176067.91 1311502.64 nw cor calc 398 176266.39 1311582.51 122.9 TOP 205 176042.50 1311494.26 sw cor calc 399 176305.40 1311592.27 120.15 CULV 206 176069.52 1311450.41 se cor calc 400 176286.95 1311600.67 118.24 CULV CB TYPE I - SOLID 207 176066.79 1311441.83 sw cor calc 401 176236.58 1311582.62 114.8 CRK LID RIM EL. 122.5 I.E. 208 176076.41 1311438.76 nw cor calc 402 176263.03 1311602.67 116.4 CRK 115.8 18" E I.E. Mc 209 176079.14 1311447.34 ne cor calc 403 176305.70 1311626.82 118.1 CRK ( ) 6' 210 176068.21 1311446.31 cl calc 404 176331.95 1311649.10 119.3 CRK 115.8 (18" SW) ' "o0 301 176071.94 1311441.21 115.1 TOP 405 176351.16 1311668.62 120.9 CRK 302 176070.37 1311450.12 115.1 TOP 406 176364.81 1311682.59 122.0 CRK 303 176078.29 1311447.63 115.1 TOP 407 176381.93 1311701.50 123.5 CRK 304 176074.32 1311448.68 111.11 WEIR 408 176397.79 1311721.06 125.1 CRK BYPASS PIPE INLET 305 176069.30 1311445.96 108.10 IE PIPE 409 176411.97 1311740.12 126.7 CRK STRUCTURE 306 176071.82 1311441.50 108.16 IE PIPE 410 176440.19 1311781.31 129.2 CRK --- 18" IE=116.46 307 176049.47 1311498.66 103.92 VALVE 411 176463.11 1311832.36 132.8 CRK REMOVE SEDIMENT FROM BETWEEN ALL ROCK WEIRS. , 308 176046.22 1311508.55 103.97 VALVE 801 176197.98 1311583.90 117.0 BRK USE SMOOTH BUCKET, NO TEETH. i 309 176064.14 1311509.30 105.34 INLET STIR 802 176174.10 1311581.65 117.1 BRK APPROX 1 /2 to 2/3 OF ROCK HEIGHT SHOULD BE ; 310 176049.43 1311510.58 110.65 WEIR 803 176157.04 1311581.92 116.8 BRK EXPOSED. SEE PHOTOS OF PREVIOUS CLEANING. ; 311 176041.57 1311501.85 115.18 INLET 804 176093.02 1311581.27 116.2 BRK 312 176000.13 1311487.44 101.36 WEIR 805 176027.89 1311558.12 115.3 BRK CITY MAY DIRECT AND ADJUST CLEANING AS NEEDED. 313 175997.41 1311495.34 107.67 OUTFALL STIR 806 175998.10 1311547.34 114.9 BRK 314 176002.72 1311479.46 107.65 OUTFALL STR 807 175977.92 1311517.33 112.6 BRK s2� 315 176007.32 1311489.82 110.62 OUTFALL STIR 808 175968.84 1311499.81 108.9 BRK i 316 176001.34 1311478.46 106.9 TOE 809 175975.39 1311491.73 107.7 TOP PVC LINER - APPROX LOCATION ��� ; 317 176010.85 1311452.08 107.1 TOE 810 175995.09 1311500.65 108.2 TOP 1 .0 FT UNDER THE GRAVEL LAYER 318 176020.35 1311422.32 107.1 TOE 811 176002.71 1311498.39 108.4 TOE i 4s 319 175984.16 1311408.66 105.3 TOE 812 176001.01 1311515.74 110.5 TOE LINER EXTENDS UP THE SIDES TO EL 113.2. Q� oP° �4 8 CAUTION 320 175992.92 1311386.80 105.6 TOE 813 176001.24 1311535.76 114.4 BRK Q 8 \ PVC LINER SHALLOW 321 176013.60 1311406.07 109.8 TOP 814 175984.42 1311395.97 105.29 CL o� 3, IN UPPER AREA 322 176022.43 1311391.95 109.8 TOP 815 176028.95 1311401.12 111.94 CL ' 3 \ 323 176054.86 1311392.29 113.9 TOP 816 176079.64 1311420.61 114.90 CL HAND DIG TO LOCATE 324 176042.11 1311418.89 114.0 TOP 817 176104.22 1311435.21 115.02 CL ' 3 325 176024.48 1311473.94 114.9 TOP 818 176144.19 1311471.01 114.69 CL CB TYPE I - SOLID i 6 8 s 327 176023.11 1311523.85 115.0 TOP 819 176183.44 1311507.48 116.90 CL LID RIM EL. 115.39 / 83> S*00 328 176029.29 1311506.33 115.3 TOP 820 176226.75 1311546.05 120.92 CL I.E. 111.5 (18" NE) % 329 176039.69 1311502.51 114.8 TOP 821 176273.30 1311577.81 123.45 CL I.E. 111.5 (18" SW) / 330 176041.20 1311498.15 114.7 TOP 822 176318.58 1311611.35 125.47 CL ' s; � 83� � ROCK WEIRS 331 176034.06 1311490.77 115.1 TOP 823 176170.63 1311532.13 113.08 TOE RX 12, REMOVE SEDIMENT TO BASE GRADES g33 IV / / 332 176044.24 1311456.33 115.0 TOP 824 176166.56 1311531.16 113.71 TOP RX � � i 34 / 333 176051.15 1311449.36 114.9 TOP 825 176163.79 1311532.30 112.23 TOE RX AT TOP OF IMPORT BACKFILL AND UP SIDESLOPES. % / 334 176066.85 1311441.69 114.6 TOP 826 176152.37 1311556.44 113.59 TOE RX 20' USE SMOOTH BUCKET, NO TEETH. i _ _ / 3 24 335 176047.94 1311439.51 114.72 TOP CL 827 176149.59 1311554.28 113.90 TOP RX HAND DIG AS NEEDED TO IDENTIFY IMPORT BACKFILL /- 336 176037.36 1311456.62 115.12 TOP CL 828 176148.95 1311553.01 111.68 TOE RX AND PVC LINER LOCATION. CONTRACTOR RESPONSIBLE ; / �' 337 176022.92 1311497.30 115.30 TOP CL 829 176166.41 1311562.24 113.90 TOE RX 16' 82s 83, 338 176009.69 1311534.43 114.85 TOP CL 830 176163.70 1311558.52 114.48 TOP RX FOR REPAIRING ANY DAMAGE TO LINER. ; ??3®�0 339 176028.04 1311534.93 114.2 TOP 831 176163.07 1311557.89 113.04 TOE RX � � a?6 � N 340 176036.30 1311543.53 114.0 TOP 832 176184.82 1311542.42 113.46 TOE RX 15' / R? Q 341 176100.37 1311567.95 113.6 TOP 833 176180.92 1311540.62 114.73 TOP RX �0 As d CAUTION 342 176149.36 1311569.28 114.6 TOP 834 176179.89 1311540.04 113.17 TOE RX 9°� ° ?2 PVC LINER SHALLOW 343 176181.58 1311569.35 114.6 BRK 835 176196.42 1311551.32 114.14 TOE RX R39� I AT UPPER EDGES 344 176148.18 1311580.27 116.6 RKY 836 176193.56 1311550.19 116.15 TOP RX 70g? A I HAND DIG TO LOCATE 345 176128.14 1311580.13 115.8 RKY 837 176191.19 1311547.43 113.90 TOE RX 346 176104.76 1311581.22 115.9 RKY 838 176202.47 1311564.98 113.38 TOE RX 30' i / RAMP 850,1019 sa 3 � I 347 176081.80 1311576.17 115.4 RKY 839 176200.92 1311564.70 114.60 TOP RX CB TYPE I - SOLID i `s � °� I 348 176070.34 1311572.71 115.7 RKY 840 176198.69 1311562.98 112.75 TOE RX LID RIM EL. 115.07 i 86 I.E. 110.0 (18" NE) , 9 I 349 176058.09 1311569.23 115.9 RKY 841 176210.52 1311569.98 113.67 TOE RX 5 R4 350 176034.17 1311559.55 115.2 BRK 842 176210.46 1311568.78 114.59 TOP RX I.E. 110.0 (18" s) / 8 Fc 352 176064.73 1311392.27 113.9 TOP 843 176208.81 1311568.94 112.93 TOE RX 353 176080.71 1311400.30 114.2 TOP 844 176216.41 1311575.67 114.38 TOE RX 20' 354 176095.16 1311417.94 114.5 TOP 845 176215.54 1311575.85 114.79 TOP RX 355 176100.73 1311410.41 113.0 TOE 846 176214.14 1311574.23 113.73 TOE RX / oy 10 R F� 356 176085.46 1311393.29 112.1 TOE 847 175986.33 1311460.22 105.42 MH SD FISHWAY OUTLET � a COS'®�7 ass F�'o08S 3 / 86" �8 358 176039.47 13113776.03 109.9 TOE 850 176133.31 13115111.66 116.98 109.7 TOE STRUCTURE 18"N IE=108.72 `�y s 708 ss 359 176107.48 1311434.18 115.07 CB 851 176118.39 1311499.00 109.4 TOE � ; �` FCI 8"E IE=108.40 ro MC6*00 / 360 176127.30 1311442.95 114.3 BRK 852 176113.51 1311484.10 109.2 TOE 42"S IE-108.16 �\ �\ 9s ®es / 361 176164.01 1311477.13 115.1 BRK 853 176101.20 1311464.39 109.2 TOE / 362 176167.95 1311487.81 115.39 CB 854 176061.96 1311466.83 108.8 TOE 70839 / 363 176189.68 1311503.27 117.1 BRK 855 176051.73 1311497.16 108.5 TOE 364 176225.64 1311537.75 120.6 BRK 856 17 6041.49 1311515.53 108.8 TOE o / 365 176252.16 1311567.99 122.5 CB 857 176045.44 1311530.79 109.0 TOE g�6 09 WEIR (304) a ®F�8 / 366 176248.33 1311573.15 122.4 TOP 858 176105.53 1311552.68 108.9 TOE 367 176208.58 1311542.45 119.6 TOP 859 176131.29 1311553.18 108.9 TOE 208 EL 111.11 R8 a o oy '0ff / 2 368 176172.75 1311516.81 115.5 TOP 860 176134.15 1311538.93 109.2 TOE F� 70j o "' '� y / 369 176145.21 1311499.75 114.4 TOP 861 176126.22 1311518.85 108.9 TOE �0 s9 0 3y. / 0 370 176123.69 1311493.41 110.9 RAMP 211 176046.57 1311441.09 114.7 CLINT CALC 371 176122.49 1311482.94 110.9 RAMP 864 176398.42 1311682.81 129.3 CL 0� R9 0 �� l Q SEDIMENT BASIN CLEANING AS-BUILT 9/08/2004 372 176138.90 1311483.30 114.2 TOP 865 176431.04 1311720.80 132.5 CL PVC LIN R Toe F� ,081S F� l Bottom Locations by Taping From North Corner 373 176117.50 1311460.32 114.4 TOP 866 176445.02 1311737.54 133.6 CL APPROX. �08°� / 0 8S y. 374 176096.38 1311443.55 114.5 TOP 867 176464.12 1311834.91 133.45 CL LOG 12' ,\ -i F Jo s / of Fish Weir and NW Corner of Overflow Spillway. 375 176088.80 1311439.51 114.7 TOP 868 176463.93 1311834.26 133.56 TOP LOG m , <ro Rs / Elevation by Laser Level. 376 176076.49 1311438.70 114.7 TOP 869 176463.64 1311833.42 131.92 TOE LOG o �? \ , �� 20 85>>0853 / % Points R-1 thru R-10. By D. Carey 377 176160.79 1311523.18 110.9 TOE 870 176463.00 1311831.81 131.74 TOE RX 12' S 378 176146.13 1311558.96 110.8 TOE 871 176462.83 1311830.94 132.97 TOP RX i 0 / L to L to 379 176185.82 1311558.73 112.7 CRK 872 176462.28 1311829.97 131.48 TOE RX 9 Point EL(ft) Fish Weir Spillway 380 176200.68 1311567.74 113.3 CRK 873 176452.61 1311809.48 130.66 TOE RX 10' 381 176214.61 1311577.01 114.5 CRK 874 176451.42 1311807.70 130.85 TOP RX °8 ® R1 108.65 41 ' 50' West Side 384 176253.22 1311585.77 120.45 STRUCT 875 176451.77 1311807.26 129.36 TOE RX 875 TOP f ` �� l R2 109.07 109' 90' NW End of Basin 385 176253.14 1311587.23 116.46 VALVE 876 176439.76 1311781.75 129.02 CL LOG 10' 2p0 7-op / R3 109.23 1 1 6' 87' Middle of N End 386 176253.67 1311589.95 116.47 STRUCT 877 176438.90 1311781.19 129.33 TOP LOG 387 176268.16 1311564.69 122.8 BRK 878 176439.48 1311780.10 126.92 TOE LOG SPILLW Y STRUCTURE R4 108.73 1 15' 77' NE Corner of End 388 176304.36 1311595.15 124.6 TOP 879 176427.24 1311761.17 127.50 TOE RX 9' TOE MSC To / . / CREST EL. 1 12.68' R5 10839 101 ' S2' East Side 389 176346.67 1311625.24 125.8 BRK 880 176426.77 1311761.03 127.76 TOP RX 0 VALV 8"W IE=106.52 390 176386.38 1311660.99 128.5 BRK 881 176426.40 1311760.23 126.51 TOE RX 'yC -*00 \ VA L 8"E IE=109.62 R6 108.53 18.5' 21 ' (To cutout, NE corner) 1 391 1 176422.03 1311701.30 1 131.5 1 BRK 1 1 882 176411.05 1 1311739.33 1 126.36 1 TOE RX 11' R7 108.07 NE Corner Overflow Spillway 872 R8 107.99 NW Corner Overflow Spillway DATE OF FIELD SURVEYS: BYPASS PIPE INLET Coordinate Table RA R9 108.15 34' 28' South End STRUCTURE Pt Northing Eastin Elevation Descriptor MP 0' 20' 220, 223-225 & 231 7/29/97 # 9 9 P I I R10 108.53 75 42.5 Center of Basin 300 SERIES 9/297 883 176410.18 1311739.24 126.89 TOP RX 800 SERIES 2/5 98 884 176410.16 1311738.10 125.00 TOE RX SCALE" 1" = 20' SPILLWAY 885 176398.24 1311720.77 124.99 CL LOG 11' OUTLET ALL SHOTS ARE FINISHED SURFACES 886 176397.69 1311720.10 125.03 TOP LOG /o STRUCTURE SEDIMENT BASIN CLEANING AS-BUILT 9/27/1999 887 176397.43 1311719.63 123.07 TOE LOG GRAVEL PARKING Cleaned Bottom Locations by Taping, Elevation by Level 888 176382.16 1311700.15 122.89 TOE RX 11' Z 809 889 176381.19 1311699.07 123.76 TOP RX 0 20 Points P-1 thru P-10. By D. Carey 1997-98 BASIN AS-BUILT SURVEY 890 176380.97 1311698.37 121.61 TOE RX SAN. SEWER MH Z 8 (1) P 1 EL 109.5 P2 EL 108.66 892 176364.90 1311681.26 122.28 TOP RX 11' y RIM.EL. 105.42 CTR. / ,� 06 P3 EL 108.85 P4 EL 109.46 893 176364.27 1311681.16 120.64 TOE RX CHANNEL EL. 97.4 Scale: 1 Inch = 20 Feet P5 EL 109.33 P6 EL 108.79 894 176350.77 1311668.98 120.82 CL LOG 12 / NORTH P7 EL 108.82 P8 EL 108.76 895 176350.15 1311668.55 121.01 TOP LOG ' 896 176349.91 1311667.78 119.45 TOE LOG P9 EL 108.81 P 10 EL 108.62 897 176332.20 1311649.26 119.14 TOE RX 9' p J. ST9 wasy,�Cy i SURVEYED: SCALE: DATE: RECOMMENDED _ VERTICAL-NAD ,sss/,ss, �► 5/22/07 5_ AS NOTED CITY 0 E FOR APPROVAL '� �� 2' - Q DESIGNED: �- � 9FG�sr-: , ` � DC R EN TON MAPLEWOOD CREEK SEDIMENT BASIN IE BOOK: BY -�-23'�� FSSioNa�� `' L3 �� DRAWN: oC ONE INCH DATUM 2007 CLEANING & MAINTENANCE PROJECT DRAWING NO: CHECKED DC RS Planning/Building/Public Works Dept. SEDIMENT BASIN BASE GRADES 2 BY EXPIRES 10/16/Zjtj / AT FULL SCALE IF NOT ONE INCH APPROVED:S SHEEP: X OF: 3 N0. REVISION BY DATE APPR SCALE ACCORDINGLY Lj w B - 20 �5 N 4 o (0 o � � �w m 0 1 8TH TEE N �o ° a 0 `` o `� ° 10 �R 6 4w a EX. LOG DROP (TYPICAL) RAG_ NO MACHINE ACCESS CIO Scale: 1 Inch = 10 Feet = E BOULDER CLUS RS ,�p ON THIS SIDE / \, ( PICAL) OO Ss GRAVEL REPLACEMENT AR B / I (TYPICAL) / A PLACE APPROX. 1 CY OF CLEP N GRAVEL / ALLOWABLE ACCESS TO SPLITTER ` SEE ECTION VIEW CONSTRUCT SANDBAG AND PLASTIC BERM ' FOR SEDIMENT REMOVAL TO DIVERT FLOW AWAY FROM CLEANING AREA j RESTORE BANK AFTER CLEANING GRA EL REPLACE ENT AREA - �c (TYP CAL) PLA E APPROX. 1 O 2 CY OF A CLEAN GRAVEL 0 SEE ECTION VI �} `J �o FILTER FABRIC r oCO / ----- AZ oqj / AT ENTRANCE K 4 IF NEEDED / C LI ACCESS TO SPLITTER o��aw , �o ,� �. ON THIS [DE. o�w RESTORE BANK AFTR CLEANING. ' �-0 ss\ EX. ROOT X LOG / � � ��,�'' ����'' . I REMOVE ACCUMULATED SEDIMENT B APPROX 2 TO 3 FEET DEEP DETAIL 1 - GRAVEL PLACEMENT DETAIL 2 - GRAVEL PLACEMENT `- I NTS NTS I I I I I EX. TREES AND EX. SHRUBS AND CUTTINGS SHRUBS PLANTED BY CITY POOL 18" - 24" DEEP i DO NOT FILL POOL WITH GRAVEL EX. LOG DROPS WITH FLOW NOTCH LENGTH VARIES WATER DEPTH VARIES 3' TO 6' TYPICAL 4" TO 6" (TYPICAL) FLOW - - DETAIL 3 - FLOW SPLITTER CLEANING (NTS) OHWL WATER DEPTH VARIES o 2" TO 6" (TYPICAL) — ..y WEST BANK II EAST BANK OHWL ° ORIGINAL GRAVEL LAYER 12" THICK WEST ACCESS ROAD == ORIGINAL GRAVEL LAYER EX. LARGE APPX EL 1 15. 17 5' ERODED GRAVEL LEVEL APPROX. 12" THICK RIP-RAP LONG (APPROX.) - -I PVC LINER ERODED GRAVEL LEVEL GRAVEL REPLACEMENT WIDTH VARIES GRAVEL REPLACEMENT APPX EL 113. 17 ACCUMULATED SEDIMENT 6" THICK (APPROX.) 5' TO 8' TYPICAL (APPROX.) 6" THICK (APPROX) 1 TO 2 CY OF CLEAN GRAVEL 1 CY OF CLEAN GRAVEL APPROX.) 1 1 5 . 0 - APPX . EL. . 1 1.2.-7 - -(VARIES-). . . . - 1 1 4. 0 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . GRAVEL REPLACEMENT SPEC. GRAVEL PLACEMENT GRAVEL REPLACEMENT SPEC. GRAVEL PLACEMENT IN LOW FLOW AREA 1 . ONLY SMALL SOFT TIRED VEHICLES SHALL IN HIGH FLOW AREA FROM SEDIMENT 1. GRAVEL SHALL BE PLACED ABOVE THE BELOW FLOW SPLITTER * DELIVER GRAVEL ON GOLF COURSE BASIN TO FLOW SPLITTER WATERLINE ON THE WEST BANK OF THE SIZE Percent Finer by Weight (SUCH AS BOBCATS, GOLF CARTS, WHEEL BARROWS) APPX EL 108.67 SIZE Percent Finer b Weight CREEK BY MACHINE. ° 1 1 1 . 0 — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Y 9 4 100 - 75/0 2. GRAVEL SHALL BE PLACED AT TOP OF WEST BANK ONLY. 6" 100 - 40% 2. GRAVEL SHALL BE SPREAD BY HAND 2" 75 - 30% 3. GRAVEL SHALL BE CARRIED DOWN BANK IN BUCKETS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1-.0. . FT. _IMPORTED- BACKFILL_ _ _ . . 3" 40 - 20% SHOVEL OVER THE WIDTH OF THE CREEK. 1" 30 - 0% AND SPREAD BY HAND SHOVEL OVER THE WIDTH ABOVE LINER (GRAVEL) 1" 20 - 0% 3. THE MAY 1/4" 0% OF THE CREEK. 109 . 0 - - - - - - - - - - - - - - - - - - - - - - - - - - . . - - - - - - . . . . - - - - - - - - - . . . . . . . . . . . . 1/4" 0% GRAVEL PLACEMENT AS NEEDED FOR 4. THE CITY MAY REVIEW AND ADJUST GRAVEL . . . . . . . . . . . . . . . . . . . . . . . . _ - - - - EACH LOCATION. — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - g PLACEMENT AS NEEDED FOR EACH LOCATION. - N DETAIL 1 DETAIL 2 TYPICAL SECTION A-A NTS TYPICAL SECTION B-B NTS 30 MIL PVC 8" PERF. 0 BASIN LINER DRAIN PIPE 0 0 i TYPICAL SECTION THRU MIDDLE OF POND, WEST-EAST Pip J. S T9 o� 'WASy, -q (NTS, VERTICAL DISTORTED) i coo SURVEYED: SCALE: DATE: HORIZONTAL-VERTICAL- NAD 7983/1991 �► 5/22/07 ' NAVD 1988 RECOMMENDED -09�9 c/ , � AS NOTED FOR APPROVAL .. CITY OF MAPLEWOOD CREEK SEDIMENT BASIN FIEW130OK: � o�vA� ,� DRAWN:� DESIGNS DC "u R E N TO N PAGE: BY z s/L3/a7 DC ONE INCH DATUM 2007 CLEANING & MAINTENANCE PROJECT DRAWING NO: CHECKED: BY EXPIRES 10/16/Z�-7 DC / RS IF No ONE INCHPlanning/Building/Public Works Dept. DETAILS z NO. REVISION BY DATE AP P R APPROVED:R SCALE ACCORDINGLY SHEET: OF: S X 3 J I w D 20 � 7