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HomeMy WebLinkAboutSWP272723 I Technical Information Report Glacier Creek Renton, Washington 9718 Prepared for: Kent Angier Buchan Properties 2821 Northrup Way Suite 250 Bellevue, Washington 98004 (425) 827-2266 Prepared by: Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, Washington 98188 (206) 431-7970 �y (206) 431-7975 fax A. j February 19, 1998 '"ZONAL `- �tFiES 9/6/ Technical Information Report Glacier Creek Renton, Washington 9718 Prepared for: Kent Angier Buchan Properties 2821 Northrup Way r Suite 250 Bellevue, Washington 98004 (425) 827-2266 Prepared by: Pacific Engineering Design, Inc. g g g 130 Andover Park East, Suite 300 Seattle, Washington 98188 (206) 431-7970 (206) 431-7975 fax O 1 12 February 19, 1998 � its IONAt Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner GVG k n7� ('t e:%r z t,;:f Project Name C,�AC,r. Address ZBZi Paz��2c.P �.�-y 2,0 Location Phone t',j,l.t.C-vwr-' `-14 1;iooa 4Z 17-ZZ46 Township 23 Project Engineer 611.1- G+rC-1 1 Range Z; Company (2hUX1L ► C, Section 31 Project Size 12.Z AC Address Phone 130 A'h90vA,,T flit- r 30o Upstream Drainage Basin Size 6G-'70 AC th7ftr< i--k �I1;I k Z06-4 5 0 Mu 7HFS sion 7(�:�DDOF/G HPA Q Shoreline Management ubdivision OF 404 Rockery LJ Grading Q DOE Dam Safety ® Structural Vaults ® Commercial Q FEMA Fioodplain Other Q Other Q COE Wetlands HPA Community ' Drainage Basin S('2�rt� tcx.iC C,214- 6"'t, it R %Vr;2 Q River Q Floodplain [ a Stream CLnSS 3 6KSin /k+f3 Wetlands _(ILn ® Critical Stream Reach CP2,„t (3,zco%c, - Q Seeps/Springs r r'' 'a/L 7r vr?.00r'r`2 S , 0 Depressions/Swales bnSS Z Q High Groundwater Table Lake Q Groundwater Recharge Steep Slopes Other Q Lakeside/Erosion Hazard IN Soil Type Slopes Erosion Potential Erosive Velocities ^ /�C�� �j /2& + Sr, s- I3 '20 M��Ll 71L Fa C 1=GrZ. �of-.lour rJ Q Additional Sheets Attatched 1190 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE LIMITATION/SITE CONSTRAINT Q .h.4-Downstream Analysis S�z r G 24 S C u�4 — h r`''2 �r��� 1 ('art I i(24 — Q r37wn t51aS�>> X-+3 a a Q Additional Sheets Attatched C. MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Q Sodimontation Lacilitios Q1 Slabilizo Exposod Surfaco (� Stabilized Construction Entrance Q Remove and Restore Temporary ESC Facilities Perimeter Runoff Control ®' Clean and Remove All Silt and Debris I Clearing and Grading Restrictions [5�r Ensure Operation of Permanent Facilities Cover Practices 0 Flag Limits of NGPES [� Construction Sequence 0 Other 0 Other J Grass Lined Channel 0 Tank Infiltration Method f Analysis Pipe System ( Vault/'''rrT Q Depression s6vpl ' oor, Q Open Channel Q Energy Dissapator Flow Dispersal Compensation/Mitigation Cl Dry Pond Wetland 0 Waiver of Eliminated Site Storage 0 Wet Pond Stream (] Regional Detention Brief Description of System Operation rtG "tTi (i6v{LL SOffr A �r2$ Facility Related Site Limitations Q Additional Sheets Attatched Reference Facility Umitation i 1 c,+j Q Drainage Easement 7r23 t in Place Vault Other Q Access Easement aining Wall Q Native Growth Protection Easement L Rockery>4'High Q Tract (� Structural on Sleep Slope Q Other 7I or a civil engineer under my supervision have visited the site. Actual l site conditions as observed wore incorporated into this workshoet and the a, alchments. To the best of my knowledge the information provided hero Is accurate. V sy •t* 1190 TABLE OF CONTENTS PAGE I . PROJECT OVERVIEW . . . . . . . . . . . . . . . . II . PRELIMINARY CONDITIONS SUMMARY . . . . . . . . . III . OFF SITE ANALYSIS . . . . . . . . . . . . . . . . IV. RETENTION/DETENTION ANALYSIS . . . . . . . . . . V . CONVEYANCE SYSTEMS ANALYSTS . VI . SPECIAL REPORTS AND STUDIES . VII . BASIN AND COMMUNITY PLANNING AREAS . . . . . . . VIII . OTHER PERMITS . . . . . . . . . . . . . . . . . . IX. EROSION/SEDIMENTATION CONTROL DESIGN . . . . . . X. BOND QUANTITY WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT . . . . . . . . . . . . . XI . MAINTENANCE AND OPERATIONS MANUAL . . . . . . . . I. Project Overview This site is located at the northwest corner of Talbot Road South and South 55th Street in 1 Renton Washington. The easterly property line abuts Talbot Road South and the southerly property line abuts South 55th Street. Total site area is approximately 47.0 acres. Developed site area is approximately 12.2 acres. The site slopes down from the east to west with an average slope of 6.5 percent. There are no existing structures on-site and the site is heavily vegetated with various trees and understory. The site is to be developed into a 160 unit multi-family project. There will be a total of 32 apartment buildings and 1 recreation building. There will be 10 buildings that are 2 story flats and 22 buildings will be 2 story Townhomes. �'1 ■ =-�-�S z�'�• Sf lnM 1< E� IARK d RfOE 77�.' FS manic+ LI � rl I[ ?"3 pSI S l;C'x :•y +ty � > car'n ( •q1 ' ��� Y Y IepM I SV?=x r�'x si I y 7 PL < lion �T �>•' 1 M SE IBOTH T as SE 180TH ST 1l ST S 4DR0 SCeI,P N 1 [sr Tz " =0 y-� W } 7 N s fF? 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Preliminary Conditions Summary The project was submitted for Preliminary approval on or about August 18, 1997. The Mitigated Determination of Non Significance (no date) and Hearings Examiners report (dated November 20, 1997) is included in this section. The USGS topography map, wetlands map and stream map are included in this section. Ub-�Gb-tB=lJ �Ec itJ_. F'O_ O--T 1= "K, CITY OF RENTON DETERMINATION OF NON-SIGNIFICANCE (MITIGATED) MITIGATiON MEASURES APPLICATION NO(S): LUA-97-119,SA-H.ECF APPLICANT: S.E.B. Inc., Eric Blitz PROJECT NAME: Glacier Creek Residential Development DESCRIPTION OF PROPOSAL: Proposal for a 160 unit multi-family development, with half of the units proposed as townhomes and the other half as apartment flats. The development area would be limited to the east 13 acres of the 47 acre parcel in order to avoid a large wetland area. The proposed devcloprnent would be accessed off Talbot Road S. and off S. 55th Street. A total of 382 parting spaces are provided, which equates to a ratio of 2.39 parking spaces per unit. The code requires 1.5 parking spaces per unit with one space per 4 units for guest parking, equating to 280 parking spaces. The proposal includes 128 parking spaces in garages, 56 spaces in carports and 198 open parking stalls . LOCATION OF PROPOSAL: NW comer of Talbot Road S. and S. 55th Street MIJIGATION MEASURES : 1. The applicant shall pay the appropriate'Fire Mitigation Fee equal to $388 per multi- family unit and $0.52 per square foot for the recreation building:' The fee for the residential units Is estimated at approximately$62,080.'The Fire Mitigation Fee Is payable prior to the issuance of Building Permits. 2. The applicant shall be required to pay a Traffic Mitigation Fee of$75 for each average daily trip associated with the project. The traffic mitigation fee is estimated to be $70,320. This fee is payable prior to the issuance of building permits, 3. The applicant shall subm;t a revised Construction Mitigation Plan which restricts construction-related tragic to off-peak hours between 8:30 a.m. and 3:30 p.m., unless approved In advance by the Development Services Division.• The revised Construction Mitigation Plan shall be subject to the approval of the Development Services Division, prior to the issuance of building permits. 4. The applicant shall pay a Park's Department mitigation fee of$354.51 per multi-family dwelling unit, A portion of the costs of improving a bicycle and/or pedestrian trail, and the recreation building and pool may be applied toward a part of the total required Parks Mitigation Fee. The required mitigation fee shall be subject to the approval of the Parks Department and the Development Services Division, and the fee shall be paid prior to the issuance of building permits. SEE Ili'_. CITY OF RENTON DETERMINATION OF NON-SIGNIFICANCE (MITIGATED) ADVISORY NOTES APPLICATION NO(S): LUA-97-119,SA-N,ECF APPLICANT: S.E.g. Inc., Eric Blitz PROJECT NAME: Glacler Creek Residential Development DESCRIPTION OF PROPOSAL: Proposal for a 160 unit multi-family development, with half of the units proposed as townhomes and the other half as apartment fiats. The development area would be limited to the east 13 acres of the 47 acre parcel in order to avoid a large wetland area. The proposed development would be scoessed off Talbot Road S. and off S. 55th Street. A total of 382 parking spaces are provided, which egilates to a ratio of 2.39 pbi'ting spaces per unit. The code requires 1.5 paring spaces Per unit with one space per 4 units for guest parking, equating to 280 parking spaces. The proposal includes 128 parking spaces in garages, 56 spaces in carports and 198 open parking stalls LOCATION OF PROPOSAL: NW comer of Talbot Road S. and S. 55th Street Advisory Notes to Applicant: The following notes are supplemental Information provided In conjunction with the environmental determination. Because these notes are:provlded as Information only, they are not subject to the appeal process for environmental determinations. process for environmental determinations. CON$IBUCTION SERVICg '.' 1. Structural review required for detection vaults, rockeries and retaining walls. 2. Accessibility requirements of Chapter 11 UBC apply. EM 1. The preliminary fire flow required cannot be determined without further information for the multi- family structures. 2. An approved fire alarm system is required to be Installed throughout all structures. 3. Access roadways are required to be a minimum of 20-feet wide with turning radius of 25-feet inside and 45-feet outside. Both complexes are required to have two access roadways. PLAN REVIEW Sewer A sewer main extension is required for this project, which can be an extension of the proposed main north of the site (as part of the Sumstead development), or connected into the system in S. 55th St. as shown. This main will be an 8' main, and rnust be constructed per City of Renton standards. The sewer main must be constructed within an easement to the City, a minimum of 15 feet in width. No stub connection is required to the north property line (tf the site is connected into the system in S 55th St.), as that property will be served by connection to the main to the north of that development site. �C,Jp—EGG—r,t1-•.� HE I f r_. -;5:_ r':- Glacier Creek Residential Development LUA-97-119,SA-H,ECF Advisory Notes (Continued) Page 2 • System Development Charges will be required for this project, as listed on the separate fee calculation sheet. Please not that the charges for the lire in S 55th St. are by Soos Creek, at $1625 per unit, where the charges to connect through the Bumstead proposal to the north are S350 per unit. Water An extensive water main extension is required for this project. These extensions must stub try the north of the site (in an easement between Buildings 22 and 23) and into the higher pressure main along the east side of Talbot Road South. A minimum 10' main must be included across the site from the north property line to the connection into Talbot for the southerly development site (inc,'uding a crossing of the creek/wetland area in the vicinity of the proposed sewer main crossing). The existing 12' high pressure (350 Prassure Zone)water main in Talbot Road South must be extended to the south to S 55th St. A latecomers agreement can be requested for this 12- main extension in Talbot goad South, provided such request is made a minimum of 30 days before the construction permit is issued for the construction of the water main. Future development of the property on the east side of Talbot Road S could provide r�'1(11t)UrSe('tlttlt for a SrWE! Of IhC most of C% ;)l Ir'uctlo;l of th;s `.ialer mE 41 Uf)d',:r SU l del agrCGilll'rlt. Backflow prevention devices will be required for irrigation and fire protection systems. Depending on fire flow requirements, additional hydrants may be required. System Development Charges will be required for this project, as listed on the separate fee calculation sheet. Drainage A conceptual drainage plan and drainage report has been submitted with this application, and is approved as submitted. The conceptual drainage plan includes provisions for detention and water quality treatment in compliance kith the requirements of the KCSVNM. System Development Charges will be required for this project, as listed onthe separate fee calculation sheet. Street Improvements Talbot Road South adjacent to the site must be in, with curb, gutters, sidewalks, street lighting, new paving from the edge of existing pavement to the new gutter, and drainage improvements for the new street Improvements. The internal street system will be private streets, and are acceptable as submitted. The pavement width can be reduced to 20 feet in width as shown, since the large number of curbeuts preclude the ability for any street parking. Sidewalks on one side of the street wilt also be adequate to provide pedestrian circulation through the project. Street lighting must be provided on the private street sections, meeting or exceeding the lighting levels 1 established In City Code. General All required utility, drainage and street improvements will require separate plan submittals prepared according to City of Renton drafting standards by a registerEd Civil Engineer. The construction permit application must include a itemized cost estir ate for these Improvements. The fee for review and inspection of these improvements is 5% of the first $100,000 of the estimated construction costs; 4% of anything over S100,00 but less than $200,000, and 3% of anything over$200,000. Half of this fee must be paid upon application for building and construction permits, and the remainder when tree perniits are Issued. There may be additional fees for water service rel2ted expenses. I Glacier Creek Residential Development LUA-97-119,SA-H,ECF Advisory Notes (Continued) Page 3 POLICE 147.20 Police Calls for Service Estimated Annually Construction Phase Theft from construction sites is one of the most common reported crimes in the ci;y. To protect materials and equipment it is recommended that all materials and tools be locked up when not in use. The site will need security lighting and any construction trailer should be compietely fenced in wllh portable chain-link fencing. The fence will provide both a phys',cal and psychological barrier to any prospective thief and will demonstrate that this area is private property. Construction trailers should be kept locked when not in use, and should also have a heavy-duty deadbolt Installed with no less then a 1-1/2' throw when bolted. Glass windows In the trailer should be shatter-resistant. Completed Building Coded access as entry to each building Is recommended to prevent trespassing of individuals who have no right to be on the property. Each unit should have solid core doors, preferably metal or metal over solid wood with peep holes and dead bolt i0r:};a. The hGtts nead to r'e Zt i['i::; 1-1112' in In-rigth when extended and installed with 3'wood screws. Sliding windows, including the glass patio doors,will need additional looks: these locks will need to secure the windows from being pried out of the frames vediealty: This means the locks wile need to be placed Into the top or bottom of the frames, in addition to any lock that limits horizontal movement. (This applies especially to the bottom floor windows that are hidden from view.) Alarm systems are recommended for each unit. The stairways at the complex sihouid be constructed of lattice or metal railing so visibility is possible through the stairway. There should not be any solid walls in any stairway that would serve to limit the visibility up and down the stairs and provide a place for a criminal to hide while waiting for a homeowner to return home. In additional, the balcony walls also need to be made of either metal or wood lattice or railing- no solid walls for the same purpose. Extra security lighting needs to be installed in the parking lots, along the sidewalks, in the stairways, and between the buildings. Measures should also be taken to provide additional lighting for the common trash dumping site. Since this Is located away from the complex Itself, proper lighting should be provided to assist in making the area safer for the residents. Each unit should have their individual unit numbers listed clearly,with the number at least 8" In height of a color that contrasts with the color of the building and placed under a light. This will aid police or medics who respond to a call in finding the unit they need to go to November 20, 1997 OFFICE OF THE HEARING EXANU\ER CITE' OF RENTON REPORT -AND 12ECISM APPLICANT: F,ric. Blitz, S.F.B. Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-H LOCATION: NW Corner of Talbot Road S and S 55th Street SUMMARY OF REQU7'ST: To construct 160 multi-family units,half as tuwnhomes and half as apartments, on 13 acres. SUMMARY OF ACTION: Development Services Recommendation: Approve with P PP conditions DEVELOPMENT SERVICES REPORT: The'Development Services Report was received by the Examiner on October 28, 1997. PUBLIC HEARING: After reviewing the Development Services Report, examining available information on file with the application, field checking the property and surrounding area;the Examiner conducted a public hearing on the subject as follows: lYtT1Cr�� The following minutes are a srtnunary of the November 4, 1997 hearing. The legal record is recorded on tape. The hearing opened on Tuesday,November 4, 1997,at 9:20 a.m. in the Council Chambers on the second floor of the Renton Municipal Building. Parties wishing to testify were affirmed by the Examiner. The following exhibits were entered into the record: Exhibit No. 1: Yellow file containing the original Exhibit No.2: Vicinity map app'ication,proof of porting,proof of publication and other doctumentation pertinent to this request. Exhibit No.3: Site plan Exhibit No.4: Landscape plan E &-- Building elevations ExbibitNo.6: Wetland ma. ~�Exhibit r o._. g p Exhibit No. 7, Shadow plat inap The hearing opened with a presentation of the staff report by MIM ROS .l`',Project Manager,Development Services,City of Renton,200 Mill Avenue South,Renton, Washington 98055. The applicant requests Eric Blitz, S.1:.B., Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-1.1 November 20, 1997 Page 2 site plan approval to construct 160 multi-family units. Half of tite units are proposed as townhouses and the other half as apartment flats. This site is located along the south City limits and is bordered on the south by S. 55th Street and the cast by Talbot Roa:I S. It i.s iri the R• 14 eon= sr,d in that area there rite stverai ldr•gc tracts that remain undeveloped at this time. 11e overall site area is 47 acres,but the development area is limited to the east 13 acres. There is a large wetland area that takes up the entire west portion of the site. That wetland is a headwater for Springbrook Creek which enters the site on the north side of S. 55th Street and exits off to the southwest corner. It is a Category 2 wetland clue to the large size and headwater location. The development is oriented towards Talbot in order to avoid direct impacts,to the wetland. On the site there is a branch of the wetland that goes to Talbot Road. There is a 50 foot buffer requirement for Category 2 wetlands and the applicant is proposing to use buffer averaging. In addition there is an intermittent stream that enters tite site through a culvert about 150 feet south of the northeast corner off Talbot and flows into the wetland area. Because this is a man-made wetland due to road improvements, it is not considered a regulated wetland. The wetlands break up the development on the site and also arc the organizing; feature in terms of where development could be Located. The development includes 80 townhouse units which are ground-related units. They are focused along the internal road system and all have driveways and garages and maintain frontyard setbacks from the road area. The street system that has been approved for this site is a private road,20 foot pavement with a 5 foot sidewalk that is continuous along one side for pedestrian access through the site. It is anticipated that there would be trails developed on the site. '17here are 80 apartntettt units or stacked units where the second story dwelling units are accessed from an internal stzirway. There tire 10 apartment flat buildings and they are all oriented towards Talbot Road. U.ach apartment building contains 8 units.The proposal also includes a common recreation building with.a pool and spa area which is in the middle of the site and focused along"Talbot Road. There are 382 parking spaces provided which does equate to a ratio of 2.39 parking spaces per unit. The code requires .1.5 spaces per unit with one space per four units for guest parking which would be 280 parking spaces. Of the ones that are proposed, 128 are in garages of the townhouses, 56 spaces are in carports which are basically on the back side of the apartment flats, and 198 open parking stalls. The Examiner asked if this application heeded a parking deviation as it exceeded the parking provision by approximately one-third. Mr. Rosen responded that it probably would. He pointed out that 128 of that total are in garages for the townhouses. All the parking required for the townhouse units is essentially in garages so the other spaces are more eannarked for the flats. The parking areas are broken up and there is landscaping that enhances it. It avoids continuous head-in parking, so in terms of the overall design there were are no large expanses of parking that take away from ',be overall site plan layout. In terms of eliminating them for more wetland buffer, none of the parking is directly located adjacent to the wetland buffers. This proposal went to the Environmental Review Committee(ERC)on October 7, 1997, and received a Determination of Nan-Significance- Mitigated (UNS-M). The:I;RC mitigation measures included fire,traffic a►td parks mitigation fees, and also udclresseJ tile.construction mitigation plan and restricting construction related traffic to off-peak hours. The site is designated P.esidential Planned Neighborhood (RPN) in the Comprehensive Plan(CP)and is intended to create opportunities to develop new neighborhoods with a variety of hauling types attd incorporating features from both single family and tnulti-family development. Overall the developments should have the character of a neighborhood rather than a multi-family complex. The subject proposal is consistent with the objfcetives of the RPN designation. Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-H November 20, 1997 Page 3 The R-14 zone is intended to encourage a mix of dwelling unit types of detached and attached units,organized again as a development to a rie i-1 boriiood Clara--v" and gcnerafly to limit the Scale and it tcntity oftlic rwilti- family development to townhouse, ground-related units and smaller scale apartment flats. The R-14 zone specifies primary and secondary types of residential uses with a bonus provision which allows for an increased density of up to 18 dwelling units per acre and also allows larger or more units per structure. The subject proposal has a density of 12.31 dwelling units per acre. The density was calculated over the 13 acres, not the entire wetland. The density for this zone has a range of a minimum of 8 dwelling units per acre and a maximum of 14. The density provision allows up to 18 units per acre. The applicant does not need the bonus provision for the density proposed; however,they are seeking the bonus provision for the number of units per structure. The bonus provision is divided into project features and project design. The applicant is proposing the recreation center,common open space,and two tot lots;ns well as architectural design incorporating building entry features, e.se of gabled roofs, and varied roof pitches. The R-14 code requires this application. include a shadow plat to show that the development would meet the equivalent standards in.terms of lot area, setbacks and access infrastructure. This application met the miniurtum lot areas and the lot width dimensions and setbacks. Staff is recommending that the applicant provide further information specifically about the townhouses ineeting the sidevard setback requirement which is 5 feet,as it is difficult from the scale of the plans submitted to ascertain. The applicant is proposing a sewer lice that would cross the east arm of the wetland that is between the south development pocket area of the apartment flats and the other part of the development. Any disturbance to the wetland and buffer would be required to be mitigated and staff is recommending that the final wetland ! mitigation plan analyze the extent of those impacts and provide for mitigation. This project could connect into the Soos Creek sewer system on 55th, or they could extend the sewer main down Talbot. The storm water is being conveyed to detention vaults which are located along the western edge of the development and will be released to a bioswale and disbursed to the wetland wi.tt) a flow spreader. Storm water facilities such as that are permitted to be within wetland buffers. There is a 50 foot wetland buffer for the Category 2 wetland. Regarding the stream on the north end of the site, there is a 25 foot buffer requirement from the high water mark. There are areas where there might be some building encroachment by buildings 18,26,and 4, but the applicant must meet that buffer requirement. The applicant would be crossing the stream in order to provide continual access through the site and that may trigger an I3ydraulic Permit Authorization which they would be required to obtain from the State Department of Fisheries. 7lhe access to the site is front two driveways off Talbot, one in the very northeast corner of the site and one by the recreation center in the middle of the site. The south part of the site that would be apartment flats would be accessed off S. 55th Street. A traffic report has been prepared which concluded that with the cumulative impacts of three pending projects in this area that the level of service would go from E to F at the nearby intersections. The Parks Department identifies both a bicycle path along Talbot Road and also a general trail alignment through the site. Tlie bicycle trail would be required as part of the right-ef-way street improvements for this project. In terms of the recreation trail,Parks Department has recommended that applicant provide a 20 foot wide recreation easement. Staff had initially communicated to the applicant that the trail could be located on the wetland side of the buffer, but in order to still provide some buffer width between the trail and the wetland Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-H November 20, 1.997 Page 4 it has been determined that it should be moved to the development side. This is a major trail feature which is intended to link up to S?ringbrook and which the applicant is required to provide. Passive trails are allowed as exempted uses in wetlands and wetland buffers. Parks Department has recommender) that npplic:�nt ronstn,tct the trail with the develcpaient. The specifications that Parks has agreed to is a 12 foot wide soft surface trail within that 20 foot easement. Up to 33% of the parks mitigation fee could be used for the trail improvement. This proposal meets the site plan criteria regarding adequate light and air,mitigation of noise,odors and other harmful or unhealthy conditions and prevention of neighborhood deterioration and blight. Staff recotnniends approval of this proposal,subject to the following conditions: (1)compliance with the ERC mitigation measures; (2) that the applicant provide further detail to confirm that the townhouse structures meet the 5 foot side yard setback requirements; (3) a final wetland mitigation plan that would include construction details and mitigation cf the sewer line crossing, addressing wetland buffer width averaging criteria, rs well as Veiif cation LhaL it nic-cis s (-C:a111 SCtbiick si;gU11e11wnL; (4) dial cite Slit plan Muludc a 20 foot wide recreation trail easement oriented on the upland side of the wetland buffer. Pa►1 .aeev. 10116 36*Lh Avenue Court SW, #109,Tacoma, Washington 98499, architect for applicant, stated that this proposal did meet the 5 foot minimurn setbacks between buildings. The submitted drawings were prepared using Auto-Cad software with the unit sizes shown on the exhibits and they do meet that criteria. Regarding the stream setbacks for buildings 26,4,and 18, it is also a question of the line width on the drawing from what the computer knows is there to what is graphically seen. If there is an encroachment,the buildings can be shifted to remain outside the buffer. Regarding the parking calculation for this project, lie explained that half of the units are townhouse units of two and three bedrooms, with one or two-car garages attached and a driveway in front of each garage. The total stalls for the townhouse: units is 232,counting the garages and the driveways in front of each. There are 80 apartment flats and there are 141 stalls provided for those units. Mr.Casey requested the opportunity to work with the Parks Department in creating the pedestrian walkway which would ensure privacy for the residents as well as reduce the wetland impacts as much as possible. Eric Blitz,410913ridge.port Way West, Suite C,Tacoma, Washington 98466,applicant herein,addressed the location of the proposed trail, citing the need for privacy and safety of the residents. Applicant supports regional trails, but questions the nature and location of this trail. t r.R=a explained that this trail could be moved farther to the west to avoid some of the impacts, but staff felt that having some wetland buffer between the trail and the wetland edge would minimize impacts to the wetlands,and that is one of the criteria in the Wetland Management Ordinance that precedes the exempt activities. Neil Watts, Plaii Review Supervisor, Development Services,City of Renton, 200 Mill Avenue South, Renton, Washington 98055, stated that this area is in the City's service boundaries both for sewer and water, although Soos Creek does serve south of S. 55th. Water service is available on Talbot,but it will require an extension of a 12 inch.eater main down Talbot. There is a sewer main in S. 55 that is a City main. It does enter into the Soos Creek system. There is also a sewer system north of the site which does not currently come completely to this site. It is one development north of t1.is site, and as part of that project development they will be required to extend the sewer through their site to the northerly boundary of the subject propert)•. Eric Blitz, S.E.B.,Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-H November 20, 1997 Page 5 Street improvements would include fu11 frontage improvements along Talbot Road, and would include concrete curbs, sidewalk and some limited pavement widening. Talbot Road is art arterial in this area and would require a three lane section, !eft:hirn.lan anti bike lanes IonL b7th sides. Regarding parking, Mr. Watts explained the basic planning concepts in the R-14 zone and the difficulty of doing parking counts as compared to a normal plat. The Examiner asked what the provisions for community or guest parking were and Mr.Rosen explained that there is limited open parking in the townhouse section of the proposal. The parking count includes the garage aprons which are considered tandem spaces and allowed by code. lMr. Watts explained the traffic and level of service and how the City computes the impact to the nearby intersections and adjacent areas. Relative to the parking ri.quirement,Mr. Casey indicated that applicant could add more guest stalls to the townhouse area of the proposal, and with. those additions could meet the intent of the parking code. The Examioer called fo~further testimony regarding this project. There was no one else wishing to speak,and no further comments from staff'. The hearing closed at 11:22 a.m. BINDINGS. CONCLUSIONS NS DECISiOiN Having reviewed the record in this matter, the Examiner now makes and enters the following: FINDINGS: 1. The applicant, Eric Blitz, filed a request for approval of a Site Plait for a 160 unit apartment complex. 2. The yellow file containing the staff report,the State Environmental Policy Act(SEPA)documentation and other pertinent materials was entered into the record as Exhibit#1. 3. The Environmental Review Committee(ERC), the City's responsible official,issued a Declaration of Non-Significance-Mitigated(DNS-M)for the subject proposal. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. The subject site is located at the northwest corner of Talbot Road South and South 55th Street. The site is located west of Talbot between Talbot and East Valley Highway. 6. The trapezoidally shaped subject site is approximately 47 acres in area. The subject site is approximately 1,301.63 feet long (Talbot frontage)by approximately 1,600 feet deep. 7. The applicant generally proposes developing the eastern 13 acres thereby avoiding large wetland areas located on the western three quarters of the subject site. The development will actually work around an intermittent creek that crosses east to west across the site and a portion of the wetland that extends eastward from the main wetland area. In addition to the intermittent creek, Springbrook Creek crosses through the southwest corner of the site. The wetland is a Category 2 Nvetland. Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development File No.:LUA-97-119,SA-H November 20, 1997 Page 6 8. The subject site was annexed to the City with the Edoptton of Ordinance 3268,enacted in December 1978. 9. The subject site was zoned R-14 (Multifamily Residential; 14 dwelling units per acre), its current classification, on June 1993 with the adoption of Ordinance 4404. 10. The map element of the Comprehensive Plan designates the area in which the subject site is located as suitable for the development of a residential planned neighborhood but does not mandate such development without consideration of other policies of the Plan. The Comprehensive Plan suggests that this area should support a mixed residential community with a variety of housing types incorporating single family and multiple family features. 11. The applicant proposes 32 buildings containing a mix of two story apartment buildings and townhouses and a scparatr r'crrational !wilding. There; v i!( he 10 eight-unit apartments. 'there will be l6 four-unit townhouses,4 fhree-unit townhouses and 2 two-unit townhouses. 12. The complex will be divided between two locations on the site. The majority of the development will be in the northeast quadrant of the site. The remaining four units will be located in the southeast corner of the site with a separate access road. The division is dictated by the location of the creek and wetlands. 13. In the north division,some of the multiple family,multi-story buildings will be located along Talbot, reserving the inner, presumably quieter portions of the site for the townhouses. Some buildings will be aligned along the cast and north property lines while the others will create a gentle meandering pattern following the contours of the site. The four units in the south division of the site will be arranged in a quad fashion around centrally located parking. l4. The north division will have an internal loop road served by two driveways along Talbot. The southern division will be served by one driveway to S. 55th Street. An emergency access plan would permit the sidewalks in the southern division to serve as an alternative access. 15. As indicated,parking, for the south division will be in the center of the building complex. Parking and garages will be located to the west or rear of the Talbot buildings as well as on individual building pads. The applicant proposes 382 parking stalls divided into garages(128), carports (56)and open spaces(198). The proposal requires .1.5 stalls per unit(160 units requires 240 stalls)plus .25 stalls per unit for guest parking(40 stalls). Unlike some uses,there is no maximuni stall limitation. Since the . proposal is an open apartment type cornplex rather than individual lots,many parking spaces would be available on concrete pads or aprons adjacent to individual buildings. While some guest spaces would be available on the aprons of the units,those would appear attached to the living units. The use of those spots by,guests of other units could also block garage access. As proposed there would be a lunited amount of"guest" spaces near the recreational building and a scarce few other locations. 16. The subject site is in a generally undeveloped area. An application for property to the north has been submitted for review. The Sikh Temple and a multiple family development are located cast of Talbot in this vicinity. There are scattered single family uses along both sides of Talbot. Tile zoning in the area reflects the proposed use. 17. The development of the subject site will generate approximately 938 average daily vehicle trips per day. The main interseetioni which would be affected by this development would generally be at Talbot Eric Blitz,S.E.B., Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-H November 20, 1997 Page 7 and 43rd and the:entrances to SR-167 in that vicinity. The level of service would be degraded from LOS E to LOS F. The City has new standards for analyzing traffic impacts that don't rely on LOS but "Co11Cul-racy tlrCies" or averi ge, trav,l tines. Min- di gradittlon is oon aidered 1ninlnial. 1n Fldditlon,th! ERC has imposed a mitigation fee of$70,320.00 to offset the impacts. 18. There will be the standard 25 foot buffer observed on both sides of the central creek. The applicant will be providing a wetland buffer that averages 50 feet. The applicant will employ buffer averaging to allow development of approximately 134,037 square feet of buffer area and setting aside an additional 139,926 square feet to create additional buffer but never reducing the buffer to less than the minimum required 25 feet. As noted above,the plan details and dimensions do not clearly demonstrate that the precise setbacks have been observed. The applicant shall either observe the appropriate setbacks or apply for the proper variance. Some additional disturbance for utilities or roadways may occur as permitted,although the sewer alignment has not been determined. Another wetland area was determined by th-- applicant's consultants to be. "mrin-induced" and therefore not necessarily subject to preservation. 19. The R-14 Zone requires the creation of a shadow plat to create guidelines for building setbacks, lot area and lot width. I he plan details have made it difficult for staff to ascertain if the required setbacks between various elements of the site have been observed. Staff and the applicant agree there is room to shift building locations to accommodate the required setbacks. All setbacks will need to meet code requirements even if the current plaits indicate less than the required setbacks. 20. The applicant proposes a density of 12..31 units per acre which complies with the range of 8 to 14 dwelling units per acre required by the Code. 21. Bonus design features permit four attached units as opposed to the three nonnally permitted in the zone. The applicant is seeking approval of this bonus. Additional building length is also permitted but the applicant will observe the standard building length of 85 feet for all facades. The applicant is providing the recreational building,tot lots and clearly the vast undeveloped natural areas. The buildings also include varied materials and modulated facades and rooflines. 22. Both water and sewer lines will need to be extended to serve the subject site. Topography and existing sewer lines may make a hookup snore complex. CONCLUSIONS: 1. The site plan ordinance provides a number of specific criteria for reviewing a site plan. Those criteria we generally represented in part by the following enumeration: a. Conformance with the Comprehensive Plan; b. Conformance with ttre Building and Zoning Codes; c. Mitigation of impacts oil surrounding properties and uses; ' d. Mrtigaa()n of the impact-,of the proposal oil tlae subject site itself; C. Conservation of property values; f. Provision for safe and efficient vehicle and pedestrian circulation; i� Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development Pile No.: LIJA-97-119,SA-H November 20, 1997 Page 8 Provision of adequate light and air g• q g , fh. Adequacy of public services to accommodate the proposed use; The proposed use satisfies these and other particulars of the ordinance. 2. The proposed complex with the mix of apartments and townhouses is compatible with the goals and objectives of die Residential Planned Neighborhood. It not only has the hvo housing types but it also preserves large areas of wetland, incorporates interesting building types with varied facades and rooflines and unifying landscaping. 3. The recreational building provides the central focus required of this Zone and for this type of development. Tl,e wed-and and water features could also serve as 0 fordl Point although Ill 3 un.igl1c way. The applicant has taken extensive steps to preserve the wetland and provide adequate buffers around it and the creek corridors. Tlie buildings are linked by paths and roadways and a common landscaping theme as suggested by the Comprehensive Plan. 4. The development of the two housing types, 80 townhomes arid 80 apartments in a 50/50 mix meets the requirements of the Zoning Code. 'these dwelling unit types represent ground entry units and t-wo-story apartment buildings. 5. The site's downslope position from Talbot serves to buffer the surrounding uses and to lower the entire profile of the development. Clearly, there Nvill be increased noise associated with residential communities and there will be increased traffic generated by this and other projects along this corridor. Tile traffic analysis indicates that traffic will get worse,although not significantly,but the reality is new development will have adverse traffic impacts. 6. The applicant has done an admirable job working with the site's constraints, including the slopes, the streams and the wetlands. The applicant will be preserving between two-thirds and three-quarters of die site in wetlands reservations: The applicant will be buffering the smaller creek.which flows east to west across the site and the wetlands will buffer the segment of Springbrook Creek which flows through the site. The buildings are reasonably clustered yet provide sufficient spacing to allow the passage of air and light to penetrate into the site. The two-story, low-scale nature of the buildings, the building and roofline articulations and the elevation changes across the site all help mitigate the impacts of the development on the site. The features included by the applicant appear adequate to offset the bonus wlhicb allows additional attached units. As noted,all building;shall be required to meet all setbacks from each other or the various buffers and shadow plat requirements. 7. The development of the site should add to the tea base of the City and should not have an adverse impact on property values in the area. 8. The circulation patterns appear reasonable for both vehicles acid pedestrians. The proposed extension of the trail system should not interfere with the privacy of residents. Since trails are permitted within. the wetland buffer, it should be moved there to preserve and protect the privacy of the residents. Also it would alloy% better observation of the wetland values that will be preserved without unduly affecting those values. The applicant and the Parks Department should work together to design the path and choose surface materials,but since the path will be in the wetland buffer it should be designed and surfaced to require minimal maintenance after its development. Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development Pile No.: LUA-97-1.19,SA-B November 20, 1997 Page 9 9. While the applicant proposes approximately 100 more parking spaces than required, their location makes them problematic for guests. Most of the so-called guest parking is tied to the building pads or gar:tne aprons of individual units. While in theory these spaces might be available to guests visiting other units,that does noc appear realistic. The site's isolated location and the absence of readily available street parking on the narrow internal streets or along Talbot require that suitable guest parking be provided that will not interfere with garage access or create potential friction between tenants and guests. The applicant shall create additional parking in separate lots not associated with individual units that meets at least tivee-quarters of the required quest parking or 30 stalls. These stalls may include those already associated with the recreation building. The applicant might be able to create severals stalls as "pull-outs" if it narrowed some of the parking aprons(see attached detail for suggestions). 10. It appears appropriate utilities can serve the site although extensions will be required. Those extensions should be chosen and located as to cause the least disntrbance to the natural features of the site. 11. In conclusion, the site presents unique characteristics and it appears the plan as proposed and conditioned should bean asset to the community and City. DECISION: The Site Plan including its bonus offsets is approved subject to the following conditions: 1. All buildings sh3ll be required to meet all setbacks from each other and the various buffers,and shall meet the requirements of the shadow plat requirement. All setbacks shall need to meet code requirements even if the current plans indicate less than the required setbacks. A revised plan shall be subject to the approval of the Development Services Division prior to the issuance of building permits. 2. The applicant stall create additional parking in separate lots not associated with individual units that meets at least three-quarters of the required quest parking or 30 stalls. "These stalls may include those already associated with the recreation building. 3. All utility extent ions shall be chosen and located as to cause the least disturbance to the natural features of the site. 4. The proposed trail shall be located in the wetland buffer so as to not interfere with the privacy of residents. The applicant and the Parks Department shall work- together to design the path and choose surface materials, but since the path will be in the wetland buffer it shall be designed and surfaced to 1 require:minimal maintenance after its development. 5. The applicant shall comply with the 1 RC mitigation measures prior to the issuance of a building perntit. 6. The applicant shall provide a final wetland mitigation plan when construction details of the sewer line crossing are available. The applicant sliall provide appropriate mitigation for impacted wetlands in accordance with the Wetlands kanagement Ordinance. The final wetland mitigation plan shall also address all the criteria listed in Section 4-32-3.1 of the Wetlands Management Ordinance for allowing standard wetland buffer width averaging. The final wetland mitigation plan shall be subject to the approval of the Development Services Division prior to the issuance of building permits. Eric Blitz, S.E.B.,Inc. Glacier Creek Residential Development File No.: LUA-97-119,;iA-H November 20, 1997 Page 10 ORDERED THIS 20th day of November, 1997. FRED J. KAUJUAN HEARING EXAMINER TRANSMITTED THIS 20th day of November, 1997 to the parties of record: Peter Rosen Paul Casey Eric Blitz 200 Mill Avenue S 10116 36th Ave.Ct. SW,#109 4109 Bridgeport Way,#C Renton, WA 98055 Tacoma, WA 98499 Tacoma, WA 98466 Ncil `,\'at.s Debbie Livingston Oven Bing 200 Mill Avenue S 9533 S 192nd Street 5310 Talbot Road S Renton, WA 98055 Renton,WA 98955 Renton, WA 98055 TRANSMITTED THIS 20th day of November, 1997 to the following: g Mayor Jesse Tanner Gregg Zimmerman,Plan,BldgTW Administrator Members,Renton Planning Commission Jim Hanson, Development Services Director Art Larson,Fire Marshal Mike Kattertnann,Technical Services Director Lawrence J. Warren,City Attorney Larry Meckling, Building Official Transportation Systems Division Jay Covington, Mayor's Executive Assistant Utilities System Division Councilperson Kathy Keolker-Wheeler South County Journal Pursuant to Title 1V,Chapter 8, Section 1.5 of the City's Code,request for reconsideralion must be filed in writes on o1-bgfpre 5 00 p.m.,]December 4, 1997. Any aggrieved person feeling that the decision of the Examiner is ambiguous or based on erroneous procedure,errors of law or fact, error in judgment,or the discovery of new evidence which could not be reasonably available at the prior hearing may make a written request for a review by the Examiner within fourteen(14) days from the date of the Examiners decision. This request shall set forth tiie specific ambiguities or errors discovered by such appellant, and the Examiner may, after review of the record,take further action as he deems proper. An appeal to the City Council is govemed by Title 1V, Chapter 8, Section 1.6, %vhich requires that such appeal be filed with the City Clerk,accompanying a filing fee of$75.00 and meeting other specified requirements. Copies of this ordinance are available for inspection or purchase in the Finance Department, first floor of City Hail. If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants,IU executeAC'oven ill he rcaiaiscd nriRr to apprual by City Council or final nrocessine of the file. You may contact this office for information on formatting covenants. The.Appearance of hainess Doctrine provides that no ex patte(private one-on-one)communications may occur concerning pending land use decisions. This rneans that parties to a land use decision may not Eric Blitz, S.E.B., Inc. Glacier Creek Residential Development File No.: LUA-97-119,SA-li November 20, 1997 Page 11 communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. All communications concerning the proposal must be made in public. This public communication permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any violation of this doctrine would result in the invalidation of the request by the Court. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as well as Appeals to the City Council. i Eric Blitz, S.E.A., Inc. Glacier Creel:Residential Development File No.- LUA-97-119,SA-H November 20, 1997 Page 12 1 r m now M M M M IM "am m m r m r (��� ����n� h KY1i10H CF Eft Y<G:THE OE U4 OF 0@C71."N 7l T.23 li R i cY,WSL ee.a.,,No `e rr+.uc r..a.w wr r•••�•�••�••,wa i�J>; SITE VWf APPAOYf,1 11PPikATION H.dif �S � .' ' � ., —"_'"'—^•�S ', ;•' G 'i ..rrw as w•ew«r. _ w.r ►..'-r—��.r S "t � - •. I t��c—r�i•—m� ...w�.r wt++w..w.... .v�ni 9'_Kg,r•sy• �_�• I�i s�S 11�J Ufa ;�� 4:�• ;;� owe Tl/" r�i`�y},� 1 � ./ • � Q ...boa•• � 1. 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'� rt� \ti a -��-�� `.t``FFrJJ7j�k} i••✓ �,t R� 1. 1c-ai`�t�. a � � � k t i � ._-j` trti.,}h a �.+�y .tea.• �,T�,C.0 1^. �►� y�At - �.C._•. ?r•r 4./. _ .. ��s -!��„�'tiatFt !i " ,� t ���xyY ,�.��d�.��r+`.�41t.��_ �).i�♦ � 3 �'.���'j�' . it; �._ `'-�'•L�� � !'1, ! Y. �Tf•, �1`��t4'�}-w:"rjt �. ai��:� wat:A}.<�.' i'.�• a�S`i� .�l � �✓'�'.•Laa4•r`t� r•-�. f���{���a l�'t��,. 'YMiCaif+�r �< � -. �.. ] ry�. - !L' �. a� R �-tlt}♦ .�'Ci. ��> '`• nL��/ tj i'rrgt'' _ .. _,��- P��:.. .yaXi i?:. t � ;.< l.` .� rr t.' r /,'ta •f{` 'e�,?. �4r.•...� � 4�a ..- i �� �' �� 'f •.!� , ri. V` `� y♦ :�` .�:`r��7sI4 i'�• �,~� '�.�r �[��f ��:� �*�•T��' j�+�i,.'�' ;. .�° ,fT Ids� �ks� f���'�j}i� ';J1µ�i �..r• .�Txr i/y fA�iE.�. �211Gi ��i !r '� � �,��G���.' ,.e v ►' /i •;- 4 i' ram.' +,. � , • a /'r ♦ ♦4J• •' c� ` ♦ t r� 9 Ito y ,fit^•.. OBM� 25 30 •I � j � �163 I • ` , J i a 17 4�i u •IL ::�. = I �� �% a•Via• 1 G \ •1 I: �� lia I .�• 1 �i's '� ravel it BM 36 m17 er rvt It 01 -� - •Ijj hl �1 - —_ _I' •� �• :If•Q• '�I• HAS 2. G?� Theater It IX: Q.Of / 01 • I� L I� \I... 1 - II II -i 'I• a 4 12 BM a }I y •• �I_' 31; ly' O f I b 11 [n " . . — I Trailer Park j •,u � 1 j -�,I i z USGS TOPO MAP •rt� i•H .. , ter ; 1•i \y1 / I �• , ry t- I.i�-max �_� .•�♦ ' y,`/�%� ice///-----r f t' __ - _r+•� _— �. !i. ..� :{ 240 -44 . -_ _ lowr...L!•i. �Di.NWn..G..t t r.:r ,=,.���.��� { .. I -� t h tt• 7 iv u7�i~-=j�_!1� \� ,one r ;7 12 nt.ex t•« ri 77 . .��.IV r I ` n{ ..., +' ' ,` 1 ,'Iar.wr U.urrtol. : ''!.._ t V, 33 1 rr1 i 1J�• ( I' 1 1' j - 4 _ _� »fit}: _ a Mi I- a toss It The area of the wetland adjacent to the incorporated at should 17, M be shown as it is no longer under King Countyjurisdiuion. u: t 20 .s nit wt S a..so1' 11_ J 6 f/ - Z ���� .�S I i'r'1�1''�,,••'l i,i�0.�:��j11 ` � t� ..' -3, {' •_+s .oe �• i l J .: r` ] 6" it f' It'i ,{,j �� Imo;� tj i�a tttx« _ d-•-L � `�;r ..y; ji (i� �c a �y��-�I _ �!J�C•t ���}L ��•, i��, !�r � �'�, r i t ,J`nY �� -•��• ! r •L ° ° YY eithl1Ids w.tt.nd. Kent - 5 '• Y ., '�.,.�s;,::'. , t i,y open wets an•mr x.e. l. ..s..,se...• i�u. .,,.•r:� .... rr_ Bain Bourdark. = u • •• •r,' Sub-bssin Bourdad- .i••�r,� �.•--< -.._� ..c.•v �.r7 �c-� clv 'ssxl <� i¢3 � i'C� Its �i iG:rl :��. _,+ ..:L �`'J ..;? ;` fit, `!,R} � --,� 1 !:• � i,,. '�• 1 y:y,,'F,. , ,� , .. % �,\.��, •- t . -- 1,:t.... �1:-r,-r`� t.n ill �� -�� • T. T'; < �� •4 � -I 1 d f i` ,��.. f ��dh1�}� �. '.� � Imo... f _ •` < .<�� _ , TL {��yj =J� - . .J� 1 5_ f ( V , I _.... -Sa 1...t � ) ' t� t •,�I ' T1- A I `1Tr fill 1J2 C / Tn,OPuntlarl0f of................ pIS. Onf•huntlretl Yea1 UOOPpIHni uLnO w. ,D��Claw J :.. OW". o lhtif inapt are aPP.O..n'�a5<. Y-4 Ihult Shown pn aV,. Flootl In• Streams and 1U0- , Kent t# _�__--�� Atltln+owi wm+un neas Sn<5 n..e nW tu.—R. r IIVS.fo not<Iw<o,snow Sn, CIu.2 twrUl admonids Y MILE l`;„an'ahp.Y m.Y p.twr.t pn Pfv4L S;pPtlPb;n ttl Sn. h<.Yw<Str. , ih<NOL Year Floodplains —CI-"Z IO,MM,al;$-I id prPPcfal fll,. Wlr.r, tl;l ar<•Stti r M•1 w.tn hal.,Illuiu al.tl n lh<Sc U und<Ifl/Ilintldl rUPt Intl 11'.t W.tpntlil+Ont.lhf 1CIua1 pr. H 9�w x ntt nr aCwac,un In.,+w Ol thf ,Clot 7 ar,a H tl<•In<tl r $fnfllir, A•r. << < < i - o.mnancf•h:nt wail co vol. �104Y�a,RpodplNrn �_�Unelusiriod ;'-•"•�•tis-11- M. Off-Site Analysis LEVEL ONE ' This site is located alongthe wester) side of Talbot Road South. T entire i y ou he e t e site drains westerly from this roadway towards SR 167. Upstream runoff crosses under Talbot Road South in two separate locations and joins with the on-site runoff. The developed site is split into three separate drainage basins. For the purposes of this report they will be called ' the North (A), Central (B) and South (C) basins. The site is located within the Green River Basin. The developed site is within 1/2 mile of Springbrook Creek which is a Class 2 stream with salmonoids. Runoff flows both in sheet fashion and in on-site stream channels westerly for approximately 3/4 miles to a tributary to Springbrook Creek. This tributary flows westerly along the southerly property line and then crosses under SR 167. Runoff continues flowing westerly for approximately 1/4 mile to Springbrook Creek. Springbrook Creek continues flowing northerly and eventually connects to the Black River and Green River (see downstream map in this section). Tasks Task 1 Study Area Definition and Ma ps This site has been analyzed using the available King County area maps. The included USGS map shows the site and downstream route. Additional maps include: an existing site map, site plan, stream map and wetlands map. Task 2: Resource Review The above listed maps were used to determine any potential flooding or erosion problems. No potential or existing problems were encountered using these documents. Task 3: Field Inspection The existing system was field inspected to the westerly portion of the site which includes the tributary to Springbrook Creek. The investigation revealed an entirely open storm systems (with the exception of the creek crossing under SR 167). See downstream analysis for general description for this existing system. As indicated in Task 2 above, no potential or existing problems were encountered using the available resource data. The downstream inspection revealed no evidence of constrictions, lack of capacity, flooding, overtopping, scouring or sedimentation. No evidence of significant destruction of aquatic habitat or organisms were observed. Weather conditions were sunny on August 14, 1997. Task 4: Drainage System Description and Problem Screening As indicated above, no potential or existing problems were encountered during the ' downstream investigation and/or problem screening. fTask 5: Mitigation ' No potential or existing downstream problems were encountered during this analysis. The proposed multi-family project should not adversely impact the downstream system. Core Requirements 1. This site will discharge at the natural locations which are the existing wetlands located along the westerly portion of the developed site. 2. The off-site system has been analyzed and is discussed above in the downstream analysis. ' 3. The runoff from this site will discharge to the natural locations as described in item 1 above. Detention is proposed for this project. Department of Fisheries standards were used to size the three individual detention vaults. These standards include releasing runoff at 50 percent of the pre-developed 2 year rate for the developed 2 year rate; 10 year pre-developed rate for the developed 10 year rate; and the 100 year pre-developed rate for the developed 100 year rate. 4. The proposed project will include storm tightlines from yard drains and building ' downspouts routed to catch basins and storm pipe. These pipe systems will be routed to three individual detention vaults. These vaults will discharge to three individual bio-filtration swales and level spreaders. The level spreaders will convey sheet flow runoff into the downstream wetlands. 5. Temporary erosion control for this site will include two individual sedimentation ponds (basins A and B) and one sedimentation trap (basin Q. Silt fencing, "V" ditching and a construction entrances will also be included. ' 6. A maintenance and operations manual will be included in the final Technical Information Report. 7. A bond quantity form will be provided with the final Technical Information Report. i 1 Special Requirements 1. The site appears to be located within the Green River drainage basin. 1 2. The site does not appear to lie within an existing Master Drainage Plan. 3. This site will be less than the 50 acre threshold requiring any conditions for a Master Drainage Plan. 1 4. This site will be designed in compliance with the 1990 King County Drainage Manual (1994 update) and DOE guidelines. 1 5. This site has more than 1 acre of impervious surface subject to vehicular use. The detention vaults have an average of 4.2 percent surface area of the sites total impervious surface areas (typically 1.5 percent is required in Renton). The vaults also have dead storage that matches or exceeds the volume for 1/3 of the 2 year developed storm. The project will not direct discharge to a regional facility. On- site detention and water quality is proposed. The site does appear to lie within 1 mile of a Class 2 stream. ' 6. This site has less than 5 acres of impervious vehicular surface. 7. This site does not lie within a closed depression. 8. This site will not use a lake, wetland or closed depression for peak rate runoff control. 9. The site does contain a Class 3 stream. The site does not abut a lake or closed 1 depression. 10. This developed site will not contain or abut a Class 1 or 2 stream. 11. This site will not have an infiltration system. 12. A detailed soils report has been included in this report. 1 i 1 : .• `. `0 Ilk 2 H i 25 \ ' 30 \ _ �M9 IBM 216 �`••• ��✓/ i • 2d3 = A 451Q10 1 at ► a� 1 = I�• ; i W oU -4lia �� yr' 'a:�'�� �': ,}:• . .:,. �o_ , ' 'q• L / n �I: •� I r; p�T., ravel •� �:• ' : ':I �:•T I o• I \� 1. Pi ' {tea.aM I• - i ± • 36 BMA17 ••. . � .. ,I :, r 1• • . Wl It u I Q,-_ .. _ _. it � i -_ .. •.`w �� •:l . I — �' �� •i �• � �•�� 'j�. HAYES. 'i I 'Theater,„ „ ,1 �p •d . It � Q•—�T 0. � �I. •�� SIS ' J Q 12 BMir 1 ems 111;C1J1fUFa'k y - ' Yru. DOWNSTREAM MAP ' IV. Retention - Detention Analysis The site has been designed to collect runoff from the entire developed area. Runoff will be ' conveyed via yard drains, catch basins and storm pipe to three individual detention vault systems. Two of the vault systems are split to allow for sanitary sewer building service. From there runoff will be routed to three individual bio-filtration swales and level ' spreaders. The site has been designed using both the 1990 King County (1994 update) drainage manual and the DOE drainage manual. Department of Fisheries has review the project and has required additional detention control for the project. Each detention facility has ' been sized to store the developed 2, 10 and 100 year storm events. Each control riser located in the vaults will release the developed flows at 50 percent of the existing 2 year, the existing 10 year and the existing 100 year rates. ' The detention vaults have additional measures to provide water quality. The vaults each have minimum surface area and dead storage. The average surface areas for the vaults are 4.2 percent of the total sites impervious areas. The dead storage in each vault is equal or greater than 1/3 of the 2 year developed storm volume. 1 ' _..i: 9 8 3- 3 am P a n f i C r) a s i n EiA,:-�TN '-':'(JMMAR" SB�J METH0:.-)07 Y OTALL AREA 7-2 FAA S EF L 0' RAINFALL TYPE' Y P A PERK' PRECIPITATION . . . . • 0 i'.-Ic he's ARLEA . 1 .68 Acres 2 .'4 c r e s TIME INTERVAL . J.C. 0(" m i n C i" a 0 98 .00 9 .'2'7 -m i n I .4 19 ry-i i n ABSTRACTION COEFF . 0 .2C TcReach - Sheet L 110 .00 -)s- 0 .1500 P-',)y)- 2 .30 s:10 .0SO0 impTcReach Sl-,e--- IS0 ,00 n2,/r ' 2 .00 fz0 . 1000 impTcReach Channel L , 30 0 ,0 4 2 0 0 , I (),0() PEAK RATE : 1 .77 cfs VO;- : 0 .67 Ac-ft TIME : 470 min BASIN I[) : A100 NAME , Developed 100 year METHODOLOGY TOTAL AREA . . . 3 .72 Acres BASEFLOWS : 0 .00 c'If S RAINFALL TYPE - . : TYPEIA PERV IMP PRECIPITATION . . . - 3 .90 Inches A R E A . . 86 1 .68 Acres 2 .04 Acres TIME INTERVAL. . . 10 .00 min CN . . 86 .00, 98 .00 C 9 .27 m i rt 1 . 49 min ABSTRACTION COEFF - 0 ,20 TcReach - Sheet L : 110 ,00 ns *0 . 1500 p2yr ,. ':1 .00 s : 0 .0500 impTcReach - Sheet L : I50 .00 ns:0 .0110 P2yr ' 2 .00 s :0 . 1.000 impTcReach - Channel 1- : 300 .00 kc .'42 .00 s .0 .1060 PEAK RATE : 2 .55 cfs VOL : 0 .97 Ac-ft TIME: 470 Min BASIN ID: A2 NAME : Developed 2 year SBUH, METHODOLOGY TOTAL AREA . . . . . . . : 3 .72 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION . . . . : 2 .00 inches AREA . . : 1 .68 Acres 2 .04 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . 86 .00 98 .00 TC . . . . 9 .27 min 1 .49 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 110 ,00 ns :0 .1500 P--'Y)- ., 2 .00 s:0 .0500 impTcReach - Sheet L : 150 .00 ns:0 .0110 P2yr - 2 .00 s-0 .1000 impTcReach - Channel L : 300 .00 kc- 42 .00 s: 0 . 1000 PEAK' RATE , I ,0') cfs VOL 0 .42 .^c-Ft TTMr- 410 Mir. Qla�ler [r*ek n� 971 Z.aoin A N� BASIN" �UMMA�Y N� BA�IH ZD , aID �A ME ' Exiutin� lO Year SBUH METHODOLOGY AL AREA BASEFL0W5^ RAlNFALL TYPE ' YPEIA PERV IMP PRECIPITA-710N 2 O AREA . . " 3 .72 Acres 0 .D0 TIME INTERVALL . . . 0 '00 min CK — , 81 '00 0 '00 TC . ' ' ' , 44 '71 min 0 '00 min N� ABSTRACTION COEFF - 0 '20 TcReaoh - 5he&t ?OO -3 ns :O .4DCD P2yr - 2 .00 s 0 .073S ToReach - ShaIluw L 2 OO ks ;r3 'O0 a �0 '0735 N� PEAK RATE : 0 .55 ofs VOL : 0 .38 Ac-ft TIME : 490 min BASIN ID- a10O NAME : Exiotin(- .4 lO,".) yea"- MET H".)["0 ...,OGY TOTAL AREA . ' . ' . ' . 3 .72 Acres BA5EFLDWS : 0 '00 ofs RAINFALL �YPE . . ' ' . TYPElA PERV IMP PRECTPZTATZDN ' . . 3 .90 inches AREA . . : 3 '72, Acres 0 .00 Acres TIME INTERVAL . lO 'OO min CK . . , . � 81 .00 D 'OO TC . . . ' � 44 .71 min O 'OD min ABSTRACTION COEFF : 0 '201 TuReach - Sheet 300 .00 ns .0 '4000 D2vr : 2 '00 s :0 .0735 N� TcReach - Shallow L : 28S .00 ka: 3 '00 a :0 '0735 PEAK RATE : 1 '01 ofo VbL , 0 .63 Ac-f� TIME : 490 min N� BASIN ID: a2 NAME , Existing 2 year 5BUH METHODOLOGY TOTAL AREA ' ' ' ' . ' ' 3 .72 Acres BASEFLOWS: 0 '00 ofa N� RAINFALL TYPE . ' ' ' : TYPE1A PERV IMP ~~ PRECIPZTATION ' ' ' . ; 2 .00 inches AREA . . : 3 '72 Acres 0 .00 Acres TIME INTERVAL ' ' ' . : 10 '00 min 81 '00 0 .00 TC . ' - . " 44 '71 min 0 '00 min N� ABSTRACTION COEFF: 0 '20 TcReaoh - Sheet L : 300 '00 no:0 .4000 p2yr : 2 '00 o. 0 '0736 ToReach - Shallow L : 28S '00 ka:3 '00 s :0 '0735 N� PEAK RATE : 0 '20 cfo VOL : O ' 19 Ac-ft TIME: 540 min l� — _�m rr, I b o t e T- 71,(1 e S 1 17�1 T. a CV24 Ro a d G 9'7 1 c H'f'DROGRAPP SUMMARY P EA 1"' TIME VOLUME HYD RUNOFF OF 0 F C o n t v ib N.U M RATE E A I HYDRO ;fir ea cfs m-T n c 1:\A c F t Acres 1 0 .202 540 8164 c f 3 .72 rz)(1 ST- 7- %vtZ 0 .546 4 9 C) 16 7 0-': c f 3 .72 Is I C) 1 ,007 490 27516 c 7 2 100 4 1 .090 470 18317 cf 3 .72 DC-v. 7- 5 1 .768 470 29380 cf 2 .72 10 61 2 .547 470 42120 cf 3 .72 100 el 0 . 101. 5/110 4 0 S. 7' . 72 So 70 rYIST Z 't(Z 9 0 .360 470 6045 cf 3 .72 1/3. Ofz-v 10 li(Z - FOIL fysl\c? S'tw- 11 0 . 101 540 4078 cf 3 .72 50 070 f---,K i S7- z. fS 10 S Aarzz 12 0 . �533 500 16702 c,c 3 .72 rz,<i ST, 10 \oprz 13 2 .474 480 42119 c f '' -72 Qrzv 1010 18 0 .101 1450 13532 c-F 3 .72 V&vL;:—i AA:T P-L-al-- 19 C .380 790 23030 cf 3 .72 1 20 1 .011 550 35741. cf 3 . 72 8 8 S 4 a n, D e ee k;-hot Ci 9718 Basin S,'T.ORAGE 15—FRUC TURF RECTANGULAR VAUL'i 11% No Description: Vault I L..e.nq)th: 80 _Oc, f t w d.t h 2 0 D,0 -F L ds 1 .000 r)f-z�vi-_- 0,-7 zfz vi at".s 2.0 4 AC '7c, r1r- I S F- SVQr-ACrt. A-(Ir:-A, Q,G��O vk,wo = 4.0 ))3 or Lr Ar- - C,F- Q r= r>rz rrZA ti G 7-Z CO C 01& 2/9rt = ' ' :4 .err: ,�•,, En�ai Weer i rice Des.ian In c - 2 5 Talbot Road Glacier Creed. 9718 Say DISCHARGE TR•J:'TURE LIB'' COM3INAT10N DI=:CIH RGE iD 'd:- C1. Descriol- ion '. on-doo 1 Structure—, 01 StrUC-I Urc? r Structure . R1 54-ruct.ure = �truct!1,e MULTIPLE ORIFICE ID No . 01, Description: Orifice 1. Outlet Elev = 10�� .00 Elev, 106 .00 ft Orifice Diameter : 1 .4130 in . RISER DISCHARGE ID No . R1 Riser Diameter ( in ). 12 .00 elev ' 112 . 10 ft !heir Coefficient . . . ; 9 .739 haicjht = 113 .00 ft. Orif Coefficient . . . ,. 3 .782 increm : 0 .10 ft 2/1 '/yf." c< 33: ';r� 7! f'�iGjr1C E�11iPEt.� j ^t; �)�_:j• iTi lit: _ 9718 Basin a ^ M.A STORAGE (- vcSCR;-..Oti---------) ;c;s �.cfs i --id- - tc- (-STAGE) td cf, ----------------------------------------------------------------------------- 50%ez2yr-dev2vr .. . ... .. C.1C 1.09 V1 Oi 111.44 18 12371.43 cf Vezi0yr-devlOyr . ... . . 0.55 1 .77 C1 112.19 19 15074.19 cf ezlHyr-dev100yr ............. 1.C1 2.55 Vi C1 1i2.30 20 15493.32 cf Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 50%ex2yr-dev2yr 0 . 10 1 . 09 Vl 01 111 . 44 12377 0 . 10 exl0yr-devl0yr 0 . 55 1 . 77 Vl Cl 112 . 19 15074 0 . 38 ex100yr-dev100yr 1 . 01 2 . 55 V1 C1 112 . 30 15493 1 . 01 2/12/1)8 ', . 4= - 47 am 'c]^.. .i. r:.c E-,,,ii eerin�3 Des iar T_nc ':)age } Ta;' br:. R'7%C G i:--ie,' Creek 971 e, Basin B BASIN vSUMMARY __________...__.___.__ __ _.._______ BASIN !D : BIC ?v^.ME : 0e v e1oned 10 Year SBUH METHODOLOGY TOTAL AREA , . . . . . . 6, .31 Acres BASE�LOWS 0 .00 Cfs. RAINFALL TYPE . . . - TYPEiz; P`RV IM PRECIPITATION - ., . . ---, i!I :l•vs AREA . . ? .08 !�cr�s 3 .2:i Acr TIME INTERVAL . . . . 1C .00 mir! CN . . . . . 86 .00 9a .00 TC . . . . 1.4 .70 rain 1 .77 m.in ABSTRACTION COEFF : 0 .20 TcReach - :sheet L = 175 .00 ns. 0 1500 ptyr 2 . 00 s:0 .0400 impTcReach - Sheet L : 50 .00 ns: 0 .0110 P 2yr - 2 .00 s : 0 .0600 impTcReach - Channel L : 2SO .00 kc: 42 .00 s :0 .0600 PEAK RATE : 2 .83 cfs VOL : 1 . 12 AC-ft TIME : 480 min BASIN ID : B100 NAME : Developed 1.00 year ,�BUH f IETi--iUDOLOGY ^TAL AREA . . . . . . 6 .31 Acre, BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION . . . . - 3 .90 inches AREA - * 3 .08 Acres 3 .23 Acres TIME INTERVAL . . . . 10 .00 min CN . . . . - 86 .00 98 .00 TC . . . . : 14 .70 min 1 .77 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L . 175 .00 ns:0 . 1500 P2yr- : 2 .00 s: 0 .0400 impTcReach - Sheet L : 1SO .00 ns:0 .0110 p2.yr : 2 .00 s : 0 .0600 impTcReach - Channel L : 2SO .00 kc : 42 .00 s :0 .0600 PEAK RATE: 4 . 10 cfs VOL : 1 .62 Ac-ft TIME, 480 min BASIN ID : B2 NAME: Developed 2 year SBUH METHODOLOGY TOTAL AREA . . . . . . . : 6 .31 Acres SASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION . . . . : 2 .00 inches AREA . . : 3 .08 Acres 3 .23 Acre, TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 98 .00 TC . . . . : 14 .70 min 1 .77 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 175 .00 ns:0 . 1500 p2yr : 2 .00 s:0 .0400 impTcReach - Sheet L : 150 .00 ns :0 .0110 P2yr : 2 .00 s:0 .0600 impTcReach - Channel L : 250 .00 kc :42 .00 s:0 .0600 PEAK RATE : 1 .73 cfs VOL 0 .70 Ac-ft TIME: 470 min i `1/12/98 9 • 45 47 am Pacific 'Engineerincl Oe.'_i<;in Inc F age 2 T 9718 Basin 8 BASIP-J =UMMARY BASIN ID • blo ;!AME Existing :10 58U 1 MIETHODOLOGY -OTAL AREA . . . . . . . _' Yl: _ uAt_-EF!..0W'_ 0 _00 c_f ._ RAINFALL TYPE . . . . . TYPEIA PERV IMP PRECIPITATION . . . . 2 .n0 inches AREA . . : 6 .31 Acres 0 .00 Acres TIME: INTERVAL _ . : 10 .00 miry CN . . . . 81 .00 0 .00 TC . . . . : 45 .50 min 0 .00 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L ' 300 .00 ns :0 . 4000 p2yr : 2 .00 s :0 .0654 TcReach - Shallow L: 220 .00 ks:3 .00 s :0 .0654 PEAK RATE , 0 .92 cfs VOL : 0 .65 Ac-ft TIME : 490 min BASIN ID: b100 NAME : Existing 100 year SlBUH ME-I HODULOG'Y TOTAL AREA . . 6 .31 Acres BASEFLOWS: 0 .00 Cfs RAINFALL TYPE . . . . TYPEIA PERV IMP _ PRECIPITATION . . . . : 3 .90 inches AREA _ : 6 .31 Acres 0 .00 Acres TIME INTERVAL . . . . • 10 .00 min CN . . 81 .00 0 .00 TC . . . . : 45 .50 min 0 .00 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 300 .00 ns:0 .4000 p2yr : 2 .00 s: 0 .0654 TcReach - Shallow L : 220 .00 ks:3 .00 s:0 .0654 PEAK RATE : 1 .70 cfs VOL : 1 .07 Ac-ft TIME: 490 min �+ BASIN ID: b2 NAME : Existing 2 year SBUH METHODOLOGY TOTAL AREA . . . . . . . : 6 .31 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION . . . . : 2 .00 inches AREA . . : 6 .31 Acres 0 .00 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 81 .00 0 .00 TC . . . . : 45 .50 min 0 .00 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L: 300 .00 ns:0 .4000 p2yr : 2 .00 s:0 .0654 TcReach - Shallow L: 220 .00 ks: 3 .00 s:0 .0654 PEAK RATE : 0 .34 cfs VOL : 0 .32 Ac-fit TIME : 540 min 2 2,4:9e 4 .8 6 S orn Pacific c '"mac:' i a ot- Road - uIacie 9/ .1'r Basin H'YDRO3RA,'-'l-r SUMM-A Y PE-A K TIME CLI_!ME HYD RUNOFF OF op C nt:rih NUM RP.TE PEA[' HYDRO A r a a f� min , cf\AcFt- Acre "1 0 .342 340 13847 cf 6 .31 ( )oVr 2- WZ 0 .918 49G 28_36 ct 6 .31 ' �"'� ' 1 .695 490 46674 ci 6 ,?1 c, IDO 4 _ .734 470 30296 c:f 6 ,31 Iry Z �. �� M 5 2 .831 480 489'.� cf 6 .31 IO 6 4 . 102 480 70434 cf 6 .31 IDO 8 0 .171 54C 6924 cf 6 .31 50°7o r_xl',T- Z `/2 ID 0 .�,7_ -17 ; %:'' f > .31 Ili r7r� 16 y2 r.p� r�rl+n STtrl. 11 0 . 170 540 6920 cf 6 .31 SG 07o r-_Xr(,'T Z --/2 - fS10 S'o-ftl 1; 0 . �� ,00 2833 of 6 . 31 rKIS) `" .3 10 WL 13 4 .097 480 70431 cT' 6 .33. 74 v I oG y2 18 0 . 1.71 1450 221757 cif 39. V/tivJTT C+;1--'L&--I 19 0 .646 790 39344 cf 6 .3 20 1 .771, 550 07-6 cf 6 ,31 1 °/1 am Paci `ic:- nc:rherin� L>eslcjn inc. aaye ? T: 1bot. P ::oa . Glace, creek 9718 ccasI r, 8 �TOfifuTt_1C.Tt.JF'F R'ECTANGULAR VAULT NCG . V.? nescription. Vault _.t�rig th - 17G _nG ;7t - Wiva:h : -2 ,00 ft. . voiL-1,J^ 1 .00C �� T-crrnL or`v������ S 17y-' t lln(�r_-.2,v i rein S � 3,2 3 A C, 1 070 cyr— 14p -� S f- Svru-A Gr-- /tit/=A Y Zr' �2�G Sr` old CVAwT 1-70 x Z ' 2/12`98 9 . 4S 48 avi Pc9c.i..cic E,licli'ilet=rltl JeS31C1'il ?rlc _! 6,iD— R- G1aclel C ee� ' 971�3 r. s' b DICCHAF:GE STRUCTURE LIST COMBINATION DIS=.HARGE 1- . C2 Description : Ccmbo Structure: 02 C.tr'UC.t.t!ri Structure , R2 StrUcture . Structure : MULTIPLE ORIFICE ID Nc . Description: Orifice 2 Outlet Elev = 104 .00 Elev . 102 .00 `t Orifice Diameter : 1 .6992 in . RISER DISCHARGE ID No , R2 Description; Riser Riser Diameter ! in ) . 12 .00 elev. 109 .50 ft Weir Coefficient . . . 9 .759 height 1,10 ,00 ft. Orif Coefficient . . , : 3 .782 increm : 0 . 10 ft 1 2/C4 8 9 : 4 � : 4 F';:�C;i f 1 C E .i. 'I Tl.-, � e 1 r. �T} Tc })'fit Pop,._. G1i,cie L1 ck 1i 71 R s♦ .i �:• LFVE'1_ TIC`'"?!._. W:iELr UMMF1-R`! MATCH INFLOW -STO- -OIS- (-PEAR-) STORAGE (--------DESCRIPTION---------) (cfs) (cfs) --ie- --id- (-STAGE) d VOL (cf) 50%ex2yr-dev2yr .............. 0.17===4.73- -V2----02---108.77 18 20255.56 cf exlOyr-devlOyr ............... 0.92 2.83 V2 C2 109.63 19 23914.98 cf ex100yr-dev10Oyr ..• .......... 1.70 4.1C V2 C2 109.80 20 24642.41 cf Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 50%ex2yr—dev2yr 0 . 17 1 . 73 V2 02 108 . 77 20256 0 . 17 exlOyr—devlOyr 0 . 92 2 . 83 V2 C2 109 . 63 23915 0 . 65 ex100yr—devl00yr 1 . 70 4 . 10 V2 C2 109 . 80 24642 1 . 78 +'18 Basin C BASIN D - C1G . d =.ME ' v�._ ,,.e,: � ,y. .3s_ �;i_H METt-10DO '- -1 t \ A f•^ C i s TO �T Atr ARE�� . . . . , _ . _1,_? �,c::res :�ASEFLOW.� 0 . ..-0 ,. PAINFALL TYP;-- . . 1"'1 E1.Ps"s PEF.;''' _:' - PRECIPITATIOh! `�0 1nchcS AREA 1 15 AC.r-es U 98 Acre TIME INTERVA'__ . . . . 10 .00 min CN. . . . . : 86 .0(:) 98 .00 TIC . . , ! . 1.1 .nin 0 .9, min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 170 .00 ns'.0 . 1500 p_"1yr 2 .00 s: 0 .0300 impTcReach - Sheet. L _ 100 ,0..) ns :0 .0110 *P = ? .00 's : 0 .070,0 PEAK RATE : 0 _92 cfs VOL_ : 0 .37 Ac-f t TIME * 480 min BASIN ID : C100 NAME : Developed 100 year SBUH METHODOLOGY f01AL AREA . . 2 . 13 Acres BASEFLOWS; 0 .00 cfis.• RAINFALL TYPE TYPEIA PERV IMP P•REC:IPITATION . . . . 3 .90 inches AREA _ ,- 1 . 1.5 Acr:.s 0 .98 Acre_ TIME INTERVAL_ . . . . : 10 .00 min CN . . . . .. 86 .00 98 .00 TC . . . . . 3S .31 ,nyr, 0 93 rr,in ABSTRACTION COEFF : 0 .20 TcReach - Sheet. L : 170 .00 ns: 0 .4000 P21yr : 2 .00 s : ? .0300 impTcReach - Sheet L : 100 .00 ns :0 .0110 p2yr : 2 .00 � : 0 .0700 PEAK RATE : 1 .21 cfs VOL : 0 .53 Ac-ft TIME : 480 min BASIN ID: C2 NAME : Developed 2 year SBUH METHODOLOGY TOTAL AREA . . . . . . . : 2 . 13 Acres BASEFLOWS; 0 .00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION . . . . : 2 .00 inches AREA . . ; 1 . 15 Acres 0 .98 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . ; 86 .00 98 .00 TC . . . . . 16 . 11 min 0 .93 min. ABSTRACTION COEFF: 0 .20 TcReach - Sheet L; 170 .00 ns:0 , 1500 p2yr : 2 .00 s:0 .0300 impTcReach - Sheet L : 100 .00 ns : 0 .0110 p2yr ; 2 .00 s:0 .0700 PEAK RATE; 0 .S5 cfs VOL : 0 .23 Ac:-ft TIME; 480 min BASIN ID: c10 NAME : Existing 10 year SBUH METHODOLOGY TOTAL AREA . . 2 . 13 Acres BASEFL0WS . 0 0 cfs RAINFALL_ TYPE . . . . : TYPEIA PERV IMP PRECIPITATION _ , : 2 ,90 inches AREA . . 2 . 13 ,Acres 0 .00 Acre .• TIME INTERVAL . . . . • 10 .00 Hain CN ^ . . . . 01 .00 0 .00 T� :nii, O ,OC' I ABSTRACTION COEFF ; 0 .20 TcReach •- Sheet L 245 .00 n >:0 .4000 a2yr 2 .00 s: . 1140 PEAK RATE : 0 . 38 cfs VOL : 0 .22 Ac-ft TIME ; 490 min 2/9t .0 15 19 an'. 'acific: Errtin•-e7znc, [)a. ' �!;. Cr;: mac Talbot Roar; glacier Creel. 9718 Basin BASIN SUMMARY BA3I�! ICE: c100 NAME Existing; 1 C year SBUH METHODOLOGY TOTAL. ARREA . . . . . . . 2 . 1 AC1'e: BA�.EFLOWS Q .00 C:f _ RAINFALL TYPE _ . : TYPE PERV I ill F, PRECIPITATION . . . . . .90 _riches AREA . . • 2 . 13 Acres 0 .00 'AC; e: TIME INTERVAL . . . . • 10 .00 min CN . . . . 81 .00 0 .00 TC: . . . . 27 .73 min O .QO min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 245 .00 ns:0 .4000 p2yr : 2 .00 s. 0 . 1140 PEAS; RATE: 0 .68 cfs VOL : 0 .36 Ac-ft TIME : 490 min BASIN ID: c2 NAME . Existing 2 ,year S3UH METHODOLOGY o-rAL AREA . . . . . . . 2 .13 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . TYPEIA PERV IMP PRECIPI7.ATION . . . . : 2 .00 inches AREA . . : 2 . 13 Acres 0 .00 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 81 .00 0 .00 T:, . . . . • 27 .73 rr!in 0 .00 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L : 245 .00 ns :0 .4000 p2yr = 2 .00 s: 0 . 1140 PEAT: RATE : 0 . 14 cfs VOL : O .11. Ac-ft TIME : 490 min � 222/z98 4 : 22 : as Qm Paclf :/ £nginea: I2q "':s n : .c . c . _ 1 Talbot Road - Glacie- Creek 9212 Basin C BYDROGRAPH SUMMARY � PEAK TIME VOLUME HYD RUNO F FF O Ga Contrib NUM RATE PEAK HYDRO Area Cfs min . cf\AcFt Acres / 0 .144 490 4674 \/ 2 . 13 &yGi Z &-rZ 2 O .378 490 9565 Cf 2 . 1a n Io 3 0 .684 490 15755 Cf 2 . 13 4 0 .552 480 9856 of 2 . 13 o7L/ a 0 .916 480 16072 cf 2 . 13 10 6 1 .210 480 23291 cf 2 . 13 O .O72 490 2332 cf 2 . 1a e0 9; s :� I 9a \ 0 . 182 480 3253 cf » . la \s 9<y ID 92 ' (tvC 06A9 2 . 11 0 .068 500 2335 cf 2. 1\ 52 @e eylS « »2 p& yA—f�-C4 . 12 0 .368 490 956a Cf 2 1-1 m - / , 13 1 . 192 480 ' 23291 Cf 2 . 13 U£v. 00� l� . 1. 18 0 .072 1450 8954 cf . = . la Q Ow—r vl,� 19 0 .261 620 14262 cf 2 . 13 . 20 0 .690 530 21927 cf ? la .� � � �. � .� � � }� . . ... .. . . . . .. . . 1 `'dry 10 - 1 9].r! ,!may. 9 7 1 G, E, a, r cl-.TPUl--Tt-;,RE-- TS T o RECT ANGULAF"' VAU! T D v N v Description: vault 3 Lem Lh : I I.S 0 .00 F t . w i d-'L-I-,, ft. . voids = 0 0 C-. A) -rr/--T-N-L Orzvr�,LX74--rJ 5n-y",E IMPr:,f7V)OKJ 0,' A L I *7r t7- C C/y-- I/%I ri�(r-v i o%&j 4 z -7 V r-A c,r, A rjr, rz/z- _'. , V 1a- L77 is C,C) C/14- VA I/�T I ')o IMF 1)3 r)f, v 61,L,0"r:�-o 2.y2 C,r- r?'-Z r'�) 7,A k, w 1 15 i 27/12/98 10: 1 20 arr: ra E-,'-i1,_�eeriny C,..-.z T::i1uo+ Road Glacier Cre-ek 9718 Bain t_ DISCHARGE 'S.TPUCTUF;E. ,._IST G0Ni8INYTION DI ;=,^GF IC` No . C:. Description : Combo Structure : 03 Structure: St-ructure : R3 Structurw= Structure: MULTIPLE ORIFICE ID No . 03 Description : Orifice Outlet Elev: 100 .O0 Elev : 98-00 ft Orifice Dianietar : 1 . 3184 in . RISER DI-CHARGF" ID No . R3 Description: Riser 3 Riser Diameter ( i n ) : 12 .00 elev : 102 .70 ft. Weir Coefficient . . . - 9 .739 height : 103 .00 ft Orif Coeffici 3 .782 increm : 0 . 10 ft r r _r r r r i =fl .'/`ja 10 c .' am r'aC. _F .0 �rlJ1 'lr�?. 1Ci )w tlT'i '�'1C' ;y.�� 6 Ta1bot-. Road Glacier Creek p9718 Basin C. LEVEL_ POOL 1-ABL_r c•!._lh MARY MATCH 1tiFL0 -STO- -,:5- (-?EAC-> 5..1AGE (--------DESCRIN ION---------> (cfs) icfs) --id- --lc- (-STAGE) id V% ;cfi ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 50%ex2yr-dev2yr .............. 0.07 0.55 V3 03 102.32 18 5557.98 cf exl0yr-devl0yr ............... 0.38 0.92 V3 C3 102.76 19 6622.21 cf ex100yr-dev100y.. ............. 0.68 1.21 V3 C3 102.85 20 6848.66 cf Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 50%ex2yr-dev2yr 0 . 07 0 . 55 _ V3 03 102 . 32 5558 0 . 07 exlOyr-devlOyr 0 . 38 0 . 92 V3 C3 102 . 76 6622 0 . 26 ex100yr-dev100yr 0 . 68 1 . 21 V3 C3 102 . 85 6849 0 . 69 KING COUNTY. W ASHINGTON.' S URFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-IIOUR ISOPLUVIALS - co - Y _ _ ir is LL Ir � wrcw• �. Sul o ` N ,� i-•. ``�� .�^ ... � • � � K,rR � ti '- ry _ 2-YEAR 24-HOUR PRECIPITATION ,.3.4--- ISOPLUVIALS OF 2-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES _ 0 1 2 3 4 5 6 7 8 Mlld$ •J — 1/90 1:300,000 rtill 0 coal*its(owd DFA toz.a c[Oft*a FAG ARM- RNS Pp.* V. Conveyance Systems Analysis Pipe calculations have been included for the arch pipe over the existing stream between basins A and B. Department of Fisheries has requested that this be an open bottom pipe. This pipe has been sized to convey the developed 100 year upstream area (approximately 41 acres). It has been assumed that this basin would be developed to approximately 85 percent impervious area. The calculated 100 year flow for this area is approximately 32 cubic feet per second. The arch pipe was calculated using test flows for both an enclosed pipe (30 inch diameter) and open swale (1 foot bottom with 3:1 side slopes). Both of these test calculations produced an approximately flow area of 4.5 square feet. The proposed arch pipe has on open area of 6.6 square feet (more if you count the trapezoidal area of the stream channel) which is approximately two times larger than the test calculations. Therefor, the proposed arch pipe should provide capacity for future upstream development with a safety factor of approximately 1.5 built in. Bio-filtration Swale calculations are included. These calculations show flow depths and velocities for 50 percent of the existing 2 year, the existing 10 year and developed 100 year. The on and off-site pipe calculations will be provided with the final plan engineering drawings. • I jal eayl r^• "•� a • I :j I- ' ��' • CL JI: •' t � L O • • I, L::____ Cl) C 1 • \I ` � N 'ai ' W 9c • a. lane) ►�. lie I •., it , _ r - - Jaw _ _ - •! . - L -- _ .. �� - � ! am 'cam-E- i 1 i 1 1 1 1 UTW 08+7 3WI1 -4f-OV 66' T -10i� :3�0 Z-0, ZC 31d'j Nvg,j U T ui 00• (3 u-c lu 00. ,_ 0 07' 0 = .JA30j NOli--,V6iSGV 00 0 00 98 v0 :.iTW 00 ia����1N.I NWT 3a.x.)+� I T' '3�. s>_ i�T `� 3b, �?�y �i - 0r; r NOI1511di"33 Jd i!AJT A6--;d ✓T:�d.+.__ -ld.11 11�1 NiVy 1 00 0 .MOl 3'-V8 ��.,. t 0 : . . . �}�d� -1v1U.L A. 70 0('3CH..L W f i n o,-: - 0 r0 j `JvT'_ (J.w NT:�v`v' %�^�� � ..ioT :E' !'ti ... ham,:rJ 1f •?t,j��7,7 �T 6 T t46pd )UT IAL)Ts2r- i`:t: r_ ?> .1 7'+: t t!10 3 7 P a c f c E r,qj-, i e a n ; D s i Glacier ee Basin D Ups-t-eai"I HYDROGRAPH SUMM;-I's.RY 'ME VOLT ME P E A.K, T -iYDRC Ar Num I e a RATE" P E c f cf A CF Acre:_, 1 32 .0712 480 522330 cf 41 .30 32 .072 480 522330 cf 41 .30 32 .07- 480 5 23'3C, L f 41 .30 ----, 4 32 .072 480 S22330 cf 41 .30 98 1 �! JR am act' .:.r..C: r_n� _neer l a D eS i In 7'i _ 217E 1 r 9718 Basin D - Upstream Gnnncny SEA f, s U!�^ ,aV D?T cH R E A I. No . DitcErl Ditch Lengc th : 74 00 ft. Di t(Ch Vlidth - 1 .00 F Sidi:- `_;l pe2 3 .00 Ccntrib 8as Mannings n : 0 .0250 Ur- Invert 0 .00 f'.:. Dn W .S . Elev : 0 .0000 Num Steps : 10 Trib Area : 41 .30 Ac . Design Flow 32 .07 cfs Depth 1 .08 :Ft Vel 7 .06 frs Upstream W .S . Elev : 0 .00 ft . PIPE REACH ID No . Pipet Pipe Diam�.ter 3 .0000 ft n : 0 .0120 Pipe Length 74 .0000 fit s: 0 .0288 Up invert tt down invert : ft Collection Area : 41 .3000 Ac . Design Flow 32 .071.7 cfs Dsgn Depth : 1 .05 ft Pipe Capacity 132 .2619, cfs Design Vel 14 .6306 fps Travel Time : 0 .08 min Pipe Full Vel 19 .2029 fps dr C'nar1T-1e Ana.i Cc,_-)e ri shar!n< niforrrt low Wo; ksheet Name : -alho`. Road 9716 (Dmnient 5tr;-a,m ::Toss: nc; - cu Iv-r t =i zi ncj Solve For Full Flow Diameter Given Input Data Slope . . . . . . . . ^ . . . . 0 .0290 ft/ft. Mann; n� 'c n . 0 .025 Discharge . . . . . 32 .00 c•fs Computed Results - Full Flow Diameter . . . . . 2 .38 ft Full Flow Deoth . . . . . . .. . 2 .38 ft Velocity . . . . . . . . . . 7 . 17 -fps Flow Area 4 .46 si Critical Depth . . . . 1 . 94 ft Critical 31ope . . . . 0 .0293 tt;ft. Percent Full . . . . . . 100 .00 % Full Capa.city . . . . . 32 .00 c+ ; OMAX 6 .94D . . . . . . . 34 .42 cfs Fr oude numki W i . . . . . FU Oper, Channel Flow Module .. Version 3 .41 ( c ) 1993. Flaestad Methods , Inc . P 37 8r,:)okside Rd * Waterbury , Ct. 0670^a e?Ol_90 i0 ` Xlrlq_la-eM *. P�j ePT53NOO_ q LC * " ouz ` SpOy'lak, PI 4saeH T66T ( 0 ) Tt- C uars_tarl ` aTnpOW MOT, 1�3uueLIJ uacdO r- 9 I �C�l L ?`1C1.j . . . . JGq,WnW apnoaA �7 LOTO' O . . . adoTS i.oOT-T-i� Yf SZ" T . . ' t dad Teai�.ta0 i 82' Z _ta-4;@WT:ad PG-4,4?M 44 9S, z . . . q-4PTM 00i MOTJ is 9s" t) . _ . . . . . . EGAV MOTJ 3d ZO" . . . . . A-4TOoTa�; 44 9S' T gipTm wollos : S-.T nsaz� paq ndtuo_D :340 00" ZE . . . . . . . . G6Aeg0ST(J 41 00' T . . . . . . . . . . . . t4-4ds(D 14/7�_� 067-0' 0 . adOTS Tauueu3 SZ 0. 0 . . . . . . u S< 6U Tuuek; ( t -.H ) T :00' e adOT� ap?S �tl Td : L eQ -Indul uaAl aA"0S W'?a.l Y.0 _, -?C(TCJ -�,.. , quewwoo, GT /-- r-1 U�,, *l�C.I ! y t1J.+"'"t� 4a tIIjSNi _tO1( Tepzozade- ' Tranez(.-,idal Channel tSnalysis & Design Open Channe'l Uniform flow Wn. r ksIheet. Name : Talbot Road ` 71 C.omment : P-0-ch r.i o,' si:ream ci-o's ilk Solve, For Dentil Given InaL:t Data : 8ot.toni Widtl-; . _ . . . 00 ft Left Side Slope . . 3 .00 : 1. ( '-' :V ) Right Side Slope . 3 .00 1 ( H V ) Manninq 's r 0 .025 Channel Slone . . . . 0 .0290 ft/ft Discharge . . . 32 .00 cfs Computed Results: Depth . . . . . . . . . . . . 1 .07 ft. VeIC,cit..y . . . _ . . . . . 7 .06 fos Flog, Area . . . _ . . . . 4 .SCE sf Flow Top Width . . 7 .44 ft. Wetted Perimeter . 7 .79 ft Critical Depth . . . 1 .32 ft Critical. Slope . _ . 0 .0107 ft./ft Fronde Number .. . . . FULL 1 ' I.o' 1 Open Channel Flow Module ., Version 3 .41. ( c ) 1991 Haestad Methods , iTiC . * 37 Brookside Rd * Waterbury , Ct 06708 Table 10/Conveyance Factors-Pipe Arch-Various Values of n Riveted and Corlix Pipe Arch A R Size,in. Area, Hydric. 012 .014 .016 .017 .018 .019 .020 .021 .024 .025 sq. Radius, Span Rise ft. ft. 17 13 1.2 .311 69 59 52 49 46 44 42 40 35 33 ' 21 15 1.7 .357 105 90 78 74 70 66 63 60 52 50 I S 24 18 2.3 .415 157 135 118 111 105 99 94 90 79 75 �� 7CGT 28 20 -2.9 .458 212 182 159 150 141 134 127 121 106 102 35 24 4.4 .563 373 320 280 263 249 236 224 213 187 179 42 29 6.5 .689 627 537 470 442 418 396 376 358 313 301 49 33 8.4 .766 873 748 655 616 582 551 524 499 436 419 I 57 38 11.3 .896 1300 1110 972 915 864 819 778 741 648 622 64 43 14.4 1.021 1810 1550 1360 1280 1210 1150 1090 1040 907 871 71 47 17.4 1.109 2310 1980 1730 1630 1540 1460 1390 1320 1160 1110 77 52 21.3 1.232 3030 2600 2270 2140 2020 1910 1820 1730 1520 1450 83 57 25.6 1.359 3890 3340 2920 2750 2600 2460 2340 2220 1950 1870 Structural Plate Pipe Arch A R Size,in. Area, Hydric. .031 .032 .033 .034 .035 sq. Radius, Span Rise ft. ft. 6'2" 510" 24.7 1.389 1470 1430 1390 1340 1310 67" 4'11" 26.6 1.431 1620 1570 1520 1480 1430 67" 5'8" 29.6 1.527 1880 1820 1770 1720 1670 6'11" 5'9" 32.0 1.585 2100 2020 1960 1900 1850 7'3" 5'11" 34.4 1.639 2290 2220 2150 2090 2030 TV 6'0" 36.8 ' 1.689 2500 2420 2350 2280 2220 811" 6'1" 39.3 1.739 2720 2640 2560 2480 2410 8'5" 67' 41.9 1.791 2960 2860 2780 2700 2620 ' 8'10" 6'4" 44.5 1.839 3200 3100 3010 2920 2840 Mh 9'3" 6'5" 47.2 1.888 3460 3350 3250 3150 3060 97" 6'6" 49.9 1.934 3710 3600 3490 3390 3290 9'11" 6'8" 52.7 1.981 39110 3860 3740 3630 3530 10'3" 6'9" 55.6!- 2.029 4270 4140 4010 3890 3780 10,9" 6'10" 58.4 2.071 4550 4410 4270 4150 4030 11,1" TO" 61.4 2.117 4850 4700 4560 4420 4300 11'5" 7-1" 64.4 2.160 5160 5000 4850 4700 4570 11,9" 77' 67.5 2.205 5480 5310 5150 5000 4860 12'3 7'3" 70.6 2.248 5810 5630 5460 5300 5140 127' 7'5" 73.8 2.291 6150 5960 5780 5610 5450 12'11" TV 77.0 2.333 6490 6290 6100 5920 5750 13'1" 87' 83.1 2.457 7250 7030 6810 6610 6420 13.1" 8'4" 86.9 2.510 7690 7450 7230 7020 6810 13'11" 8'5" 90.3 2.551 8090 7830 7590 7370 7160 14'0" 87' 94.2 2.601 8540 8270 8020 7790 7560 13'11" 9'5" 101.5,- 2.741 9530 9230 8950 8690 8440 14'3" 9'7" 105.7 2.794 10100 9740 9440 9170 8900 14'8" 9'8" 109.9 2.845 10600 10200 9940 9640 9370 14'11" 9'10" 114.2 2.896 11100 10800 10400 10100 9850 15'4" 1010" 118.6 2.948 11700 11300 11000 10700 10400 i 15'7" 10'2" 123.1 3.000 12300 11900 11500 11200 10900 16'1" 10'4" 127.6 3.050 12900 12500 12100 11700 11400 16'4" 10'6" 132.3 3.103 13500 13100 12700 12300 12000 16'9" 10'8" 136.9 3.152 14100 13700 13300 12900 12500 17'0" 10'10" 141.8 3.205 14600 14300 13900 13500 13100 17'3" 1110" 146.7 3.257 15500 15000 14500 14100 13700 17'9" 11'2" 151.6 3.307 16100 15600 15200 14700 14300 18'0" 11'4" 156.7 3.360 16800 16300 15800 15400 14900 18'5" 11'6" 161.7 3.408 17600 17000 16500 16000 15500 18'8" 1118" 167.0 3.461 18300 17700 17200 16700 16200 19'2" 1119" 172.2 3.511 19100 18500 17900 17400 16900 19'5" 11'11" 177.6 3.563 19900 19200 18700 18100 17600 19'10" i 12'1" 182.9 3.611 20600 20000 19400 18800 18300 +' 20'1' 12'3" 188.5 3.663 21500 20800 20200 19600 19000 20'1" 12'6" 194.4 3.720 22400 21700 21000 20400 19800 20'10" 12'7" 199.7 3.764 23200 22400 21800 21100 20500 21'1" 12'9" 205.5 3.816 24100 23300 22000 21900 21300 21'6' 12'11" 211.2 3.864 24900 24100 23400 22700 22100 2/2 4,1'q 9 - 23 a, Pac 971 as n P-)) tor-Ev. 0 .1 CIL, - dt-1, 4 .00 Side 1 3 .00 Ditch :.'-1ooe . 0 0 1.0 0 fi-t -F e S. 0 r7,a 00 Manning- 0, .03001 Dr; Invert. 0 .00 ".t I W E lev : 0 0000 ;Nu fii S t e r�s 0 T-ib Area 7 2, Ac De.-icon; F 2.ov; 2 .47 cf s r)eP t h 0 .217 -.`41- vex .87 fps Ljpstrea.'i: V .S Elev, 0 .00 f DITCH REACH !D 11,40 . sio! OYT- GKIS ), Ditch "-.en,?,I-h. 200 .00 ft Ditch Width, 4 .00 f t �C)k-. Dit i ch S: ope-• 0 .010 -i 0 t/tt J Side slope-, : 3 .00 Contrib Bas -, "tannings n ' 0 .0300 Dn invert 0 .00f Dr,, W .S , Elev -' 0 .000() Nuri-.. Steps - 10 Trib a. 3 /-,2 Ac Desi.qn Flow - 0 ,S-31 C f S Depth 0 . 1.1 11 fit. L, vei —09 fps 'U r--,s t r a a m W .S . Elev : 0 .00 ft . DITCH REACH ID No . 8ioSO%2Y2 Eok)s-r Ditch Length : 200 .00 ft Ditch Width: 4 .00 ft Side SLopel : 3 .00 Ditch Slope : 0 .0100 ft/ft Side Slope2 : 3 .00 Contrib Bas: Mannings n :0 .0300 Dn. Invert 1 0 .00 ft Dn W .S . Eiev: 0 .0000 Num Steps - 10 Trib Area : 3 .72 Ac . Design Flow 0 . 10 CfS Depth 0 .04 ft Vel 0 .58 fps Upstream W .S . Elev : 0 .00 ft . ' L/�)rc 4 • _' • =J �(f: Par �__r';t:iiri '_'1` r!9 L)es1gn x nC_. payie _. 1 a�.bot. Road l,lacie: Creed, 'a/ice `'asl n F3 ')IT-H REACH ID NO a 0100': ►?�v ct Ditch Length = 200 .00 t --)-itch Widt 4 .30 1 0 t ") 2n;, i G i� J. t..C I; J..C rD E; - - G �..tt �._.i I SiCiw Slope2 3 00 Contrib Bas ManningU n :0 .0300 Dr; Inv:-? t 0 .00 ft Dn Elev : 0 .0000 Num Steps 10 Trim Area : 6 .31 Ac . Design Flow 4 . 10 cfs Depth 0 . 0 ft V : 2 .78 tps Upstream W .S . Elev . 0 .00 ft . DITCH REACH ID No . BiolOYr GY)S ' Oit-ch Lerl9th : 200 .00 ft Ditch Width. 4 .00 tt Side Slomel 3 .00 Ditch Slope : 0 .0200 ft/ t. S.ick� Slooe2 3 .00 "ontr ib Bas : Marnings n : 0 .0300 Dn Invert. : 0 .00 ft Dr; W .,,-n . Elev : 0 .0000 Num Steps : 10 Trib Area . 6 .31 Ac . Design Flow 0 .90 cfs ' Depth = 0 . 12 ft Vel 1 .65 fps Upstream W .S . .Elev: 0 .00 ft . DITCH REACH ID No . BioSO o2Y2 rk1ST . Ditch Length: 200 .00 ft Ditch Width: 4 .00 ft Side Slopel : 3 .00 Ditch Slope : 0 .0200 ft/ft Side Slope2 : 3 .00 Contrib Bas: Mannings n :0 .0300 Dn Invert 0 .00 ft Dn W .S . Elev: 0 .0000 Num Steps : 10 Trib Area : 6 .31 Ac . Design Flow : 0 . 17 cfs Depth O .OS ft. Vel 0 .89 fps ' Upstream W .S . Elev: 0 .00 ft . /24/98 4 22 'S rrl P a c i f i EngJ. n a2r xnq De.sir I Inc Tal-bot Roa!_ .I 9713 Basin REACH MSUMMARY .-��.____._.___.__r___=._.�.----.- -•-.____.a_ ' DITCH REACT; 'D Nu . 3io100y; rJGv. Ditch 'L-ength 200 .00 ft Ditch Widt'r. + .00 =L Sidi' Slopel 3 ,00 D; tci� Clc,�c' - C' .005C ; /f t Side Slope2 3 00 Contrib Bas: Mannings n :0 .0300 Dr; Invert 0 .00 tt. Dn W .S . Elev: 0 .0000 Num -tops : 10 ' Trib Area : 2 . 13 Ac . Design Flow 1 . 19 CfS Depth 0 .22 ft Vel 1 . 16 fps Upstream W .S . Elev : 0 .00 ft . DITCH REACH ID No . Bi 010yr rkIS3• DiLC.i-i Lengi_ 1 : 200 .00 'I'L l)it..Ch. Wid h : 4 OU i*t. Side Slopel 3 .00 Ditch Slope: 0 .0050 ft./ft Side Slope2 = 3 .00 Contrib Bas: ' Mannings n : 0 .0300 Dn Invert = 0 ,00 ft Dn W .S . Elev:0 .0000 Num Steps : 10 Trib Area . 2 . 13 Ac . Design Flow = 0 .37 cfs 1 Depth = 0 . 11 ft Vel 0 .77 fps Upstream W .S . Elev: 0 .00 ft . ' DITCH REACH ID No . BioSO%2Y2 1-')e) • Ditch Length: 200 .00 ft Ditch Width : 4 .00 ft ' Side Slopel : 3 .00 Ditch Slope: O .00SO ft/ft Side Slope2 : 3 .00 Contrib Bas: Mannings n :0 .0300 Dn Invert. 0 .00 ft Dn W .S . Elev:0 .0000 Num Steps : 10 ' Trib Area : 2 .13 Ac . Design Flow : 0 .07 cfs Depth 0 .04 ft Vel 0 .41 fps Upstream W .S . Elev : 0 .00 ft . V. Special Reports and Studies ' The soils report prepared by GEOTECH Consultants is included in this section. GEOTECH April 8 1997 CONSULTANTS, INC. 13256 K.E.20th St.(Northup Way).Spite 16 JN 97100 Bellevue.%VA 98005 (206)747-5618 tFAX 747.1561 SEB, Incorporated 4109 Bridgeport Way West, Suite C Tacoma, Washington 98466 Attention: Steve Berg Subject: Geotechnical Engineering Study Talbot Road Apartments Talbot Road South at South 55th Street (South 192nd Street) Renton, Washington ' Dear Mr. Berg: We are pleased to present this geotechnical engineering report for the Talbot Road Apartments to be constructed in Renton, Washington. The scope of our work consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and pavements. You authorized our work by accepting our proposal, P-4163, dated March 7, 1997. The subsurface conditions of the proposed building site were explored with twenty test pits that encountered 6 to 18 inches of topsoil, overlying native, weathered silty sands with varying amounts of gravel. The native sands typically became medium-dense at depths of 2-1/2 to 4-1/2 feet, and became dense to very dense between 4 and 8 feet. Slight to moderate groundwater was encountered perched above the medium dense soils.in all of the test pits. The proposed buildings and bridges can be supported by conventional footings bearing on the medium-dense, native soils or on structural fill placed above these competent soils. The presence ' of groundwater and wet soils will make site earthwork difficult and more costly than on a "typical" site in the Puget Sound area. Subsurface drains will be necessary along the upslope side of the site prior to starting the earthwork process. Other subsurface drainage measures will likely be ' needed depending on the planned final grades and the conditions encountered during earthwork. Due to the high silt content of the native soils, they are moisture sensitive and will be very difficult to grade. The high moisture content of the native, silty sands makes them useable as structural fill ' without substantial drying during hot, dry weather. This includes utility backfill. The native silt will not be useable as structural fill due to its low compacted strength. The costs associated with grading during wet weather will be substantially higher than those of grading operations undertaken in drier weather. Imported sandy fill will be required for structural fill if wet weather grading is attempted. 1 � SEB, Incorporated JN 97100 April 8, 1997 Page 2 ' The attached discussion report contains a dis p cu i n of the study and our recommendations. Please contact us, if there are any questions regarding this report or if we can be of further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Associate MRM:mmm t GEOTECH CONSULTANTS,ENC. GEOTECHNICAL ENGINEERING STUDY Talbot Road Apartments Talbot Road South at South 55th Street (South 192nd Street) Renton, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed apartment complex in Renton, Washington. The Vicinity Map, Plate 1, illustrates the general location of the site. We were provided with a Concept Site Plan developed by Casey Group Architects and dated December 26, 1996. This plan showed a portion of the site boundaries, general topographic information, the approximate outline of the "wetlands", and the proposed building locations. No final grades were indicated on the provided plan. We anticipate that the development will consist of more than 35 two-story townhouse and apartment buildings, in addition to a recreation building with a swimming pool. Much of the area around the buildings will be paved for driveways and parking. According to the plan, the main roadway will enter the development at the north end, in line with South 51 st Street. Bridges are proposed to cross the existing creeks to allow access to the southern portions of the site. SITE CONDITIONS Surface The large, rectangular-shaped parcel covers an area of approximately 12 acres immediately northwest of the intersection of Talbot Road South and South 55th Street, which is also shown on some maps as South 192nd Street. The property was undeveloped at the time of our field work. The site is divided by a west-flowing stream into a large northern section and a smaller southern - section. A drainage ditch flows westward from a culvert beneath Talbot Road South in the northern section of the property. Another culvert empties onto the site from beneath Talbot Road South on the south section. Along the eastern side of the property is a ditch that contained standing water at the time of our field work. The surface of Talbot Road South slopes toward this ditch. A ditch containing a substantial amount of running water was noted along the south boundary of the site. The heavily-vegetated site was covered primarily with blackberry vines and other underbrush. A large grassy area was noted bordering Talbot Road South toward the center of the site. Numerous small to medium-sized deciduous trees, and a few larger deciduous and ' evergreen trees, are scattered around the property. The ground surface generally slopes about 10 percent towards the west-southwest with a maximum slope of about 20 percent. There were no observed steep slopes in proximity to the proposed development area. Most water from the upslope properties to the east flows to the site via the three 18-inch culverts that cross under Talbot Road South. During the heavy rains that ' occurred while we conducted our explorations, these culverts carried heavy flows directly onto the site. The northwest portion of the site is relatively flat and low-lying, with standing water observed during our explorations. 1 Development surrounding the site is varied. Across Talbot Road South and South 55th Street are numerous single-family residences. The Summit Park townhomes and condominiums are situated east of the site at the 5100 block of Talbot Road South. The Talbot Park townhomes and 1 GEOTECII CONSULTANTS.INC. SEB, Incorporated JN 97100 April 8, 1997 Page 2 jcondominiums were' under construction to the northeast of the site at the 4700 block of Talbot Road South. The northern perimeter of the site abuts a single-family residence with several acres of pasture land. The western perimeter of the development area is defined entirely by a designated wetland. Subsurface The subsurface conditions were explored by excavating twenty test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during excavation, the scope of work outlined in our proposal, and the time and budget constraints. The test pits were located by pacing from estimated property corners. The test pits were excavated on March 18 and 19, 1997 with a large tracked excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 12. The test pits generally encountered similar subsurface conditions in the areas that were explored. 6 to 18 inches of very moist, loose, silty sand topsoil were found beneath the surface vegetation, except in Test Pit 20, which exposed 2-1/2 feet of topsoil. Beneath the topsoil layer, the test pits all revealed very moist to wet, weathered, silty sands. The gravel content in these sands varied and the native soils typically became medium-dense below a depth of 2-1/2 to 4-1/2 feet. The medium-dense soils were not encountered until a depth of 6 feet in Test Pit 20. The native sands often became less silty below depths of 4 to 6 feet and below a depth of 4 to 8 feet, they became dense. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. �. Groundwater Perched groundwater seepage and wet soils were observed in all tests pits, which were conducted after several months of rainy weather. The seepage generally occurred at the interface between the loose and medium-dense, native soils. Seepage was also observed in sandier zones within the medium-dense to dense soils. The test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found most, or GEOTECH CO\SULTANUS,IBC. SEB, Incorporated JN 97100 April 8, 1997 Page 3 all, of the year in more permeable soil layers and between the near-surface, weathered soil and the underlying denser soil. CONCLUSIONS AND RECOMMENDATIONS General Based on our test pit information, the construction of the proposed apartment buildings on the subject site appears feasible from a geotechnical standpoint. The structures can be supported by conventional foundations bearing on the medium-dense to dense, weathered native soils. Depending on final grades, overexcavation may be required beneath the footings to expose competent, native soil. These overexcavations can be backfilled with structural fill or lean concrete. The main challenges during development of the site appear to be the substantial amount of subsurface water and the silty, moisture-sensitive nature of the native soils. The best way to reduce the impact of both of these factors on the site development is to conduct earthwork operations in the drier summer months. If grading activities take place in dry weather, when drying of the wetter soil by aeration is possible, the silty sands encountered in our test pits could be used as structural fill. This process will be slow, as each loose lift of soil would need to dry for one or more days before being compacted. Drying the excavated soils by aeration will be very difficult for utility trenches, which are usually excavated and backfilled relatively rapidly in short sections. It is important to note that reuse of the native soils as structural fill will be impossible during wet weather. Even if earthwork is conducted in dry weather, it could be necessary to import clean gravelly sands for structural fill and for the utility backfill in the areas of excessively wet soils. Wet soils could be dried chemically using kiln dust or cement during dry weather. This is also a slow process. Due to their low compacted strength, the native silts will not be useable as structural fill. We recommend installing subsurface interceptor, or "French", drains along the entire upslope edge of the proposed development area. These drains are intended to intercept subsurface water and should be installed early in the site clearing process. A typical detail for these drains is attached as Plate 15. Drains will also be needed where cuts of more than about 12 to 24 inches below the existing grade are planned for final grading. Additional subsurface drainage will be required where seepage is encountered in the development area. It is fairly common for some groundwater to bypass the upslope interceptor drain, requiring subsurface drains further downslope. Proper drainage behind all backfilled walls will be important, especially if they are adjacent to below-grade occupied spaces. Even if free-draining backfill is used behind the walls, it has been our experience that some seepage can be expected through the walls in the future if real waterproofing, such as bentonite panels, is not used. Footing drains must be well- constructed, and should be built using PVC pipe for best long-term performance and easiest maintenance. Drainage along the edge of Talbot Road South appears fairly poor. The eastern ditch does not move water very well and should be sloped to drain better, then it should be lined or culverted, to minimize the amount of water that will percolate into the underlying soils. One existing culvert in the central portion of the site is planned to be redirected so as not to discharge onto the proposed building area. There is another culvert near the southeast corner of the site that is not shown on the provided plan that will need to be handled in a similar manner. GEOTECH CO\SULTk\TS,IBC. SEB, Incorporated JN 97100 April 8, 1997 Page 4 When wet, the silty'native soils are subject to softening and disturbance by foot or equipment traffic. If the footings are constructed in wet weather, we recommend that all bearing surfaces be protected with a 2 to 4-inch layer of crushed rock, quarry spalls, or recycled concrete to prevent +� disturbance of the footing subgrades by workers during placement of forms and reinforcing steel. We anticipate that substantial amounts of this imported angular material will be needed for building pads and temporary site roads. E� Slabs and pavements that are placed over improperly-compacted fill soils will settle. Some measures can be taken to reduce this, such as placing reinforcing steel in slabs, and constructing pavements over a thick layer of imported gravel base. However, the best way to prevent unacceptable post-construction settlement is to properly place and compact fill soils beneath all on-grade elements. Substantial erosion control measures will be needed during this project. We anticipate that a silt fence would need to be erected along the west side of the property, and along the sides of the streams that traverse the site, Additionally, shallow, rock-lined drainage swales and sedimentation ponds will probably be necessary. Cleared areas between the proposed buildings and the wetland boundaries should be mulched with straw or a similar product during wet weather until permanent vegetation can be established. The civil engineer should develop the temporary erosion control plan. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. Conventional Foundations The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense, native, silty sands or on structural fill placed above these competent, native soils. See the later sub-section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. They should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Depending on the final site grades, some overexcavation will likely be required below the footings to expose competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3-foot-wide footing must be at least 5 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. GEOTECH CONSULT.-vNTS.INC. SEB, Incorporated JN 97100 April 8, 1997 Page 5 The following allowable bearing pressures areappropriate fo Pr footings constructed according to the above recommendations: Allowable Bearing Condition __ Bearing Pressure Placed directly on competent, 3,000 psf native soil Supported on structural fill placed 2,000 psf above competent, native soil Where: psf is pounds per square foot. A one-third increase in the above design bearing pressures may be used when considering short- term wind or seismic loads. For the above design criteria, it is anticipated that the total post- construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be about three-quarters of an inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.40 Passive Earth Pressure 300 pcf Where: 1. pcf is pounds per cubic foot. 2. Passive earth pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, p ng, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Seismic Considerations The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1994 Uniform Building Code (UBC). In accordance with Table 16-J of the 1994 UBC, the site soil profile is best represented by Profile Type S2. The medium-dense to dense soils that underlie the site are not susceptible to seismic liquefaction. ' GEOTECH CONSULT.AN'TS,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 6 Slabs-on-Grade The building floors may be constructed as slabs-on-grade atop undisturbed 9 p native soils that underlie the topsoil. The subgrade soil must be in a firm, non-yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with structural fill. All slabs-on-grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free-draining, structural fill with a gradation similar to that discussed later in Permanent Foundation and Retaining Walls. In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6-mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the fine-grading process to reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking by improving the concrete curing process. Permanent Foundation and Retaining Walls Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: Parameter Design Value Active Earth Pressure* 40 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: 1. pcf is pounds per cubic foot. 2. Active and passive earth pressures are computed using the equivalent fluid densities. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retainingwalls only. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a r� retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. ' GEOTECH CONSULT.4\7S,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 7 The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads, such as vehicles, will be placed behind the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also,'if sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well-compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand-operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backfill Backfill placed behind retaining or foundation walls should be coarse, free-draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, at least 12 inches of free-draining gravel should be placed against the walls. In areas of active seepage, retaining wall backfill must consist of free-draining gravel. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub-section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below-grade walls. If some seepage through the walls or moist conditions are not acceptable, damp-proofing or waterproofing should be provided. This could include limiting cold-joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. Rockeries We anticipate that rockeries may be used in the site development. A rockery is not intended to function as an engineered structure to resist lateral earth pressures, as a retaining wall would do. The primary function of a rockery is to cover the exposed, excavated surface and thereby retard the erosion process. Due to the loose condition of the near-surface soils, we recommend limiting rockeries in cut or fill areas to a height of 5 feet. Proper drainage must be provided behind all rockeries, including at least a 12-inch width of quarry spalls behind the rocks. GEOTECH CONSULTANTS.INC. SEB, Incorporated JN 97100 April 8, 1997 Page 8 The construction of.rockeries is to a large extent an art not entirely controllable by engineering methods and standards. It is imperative that rockeries, if used, are constructed with care and in a proper manner by an experienced contractor with proven ability in rockery construction. The rockeries should be constructed with hard, sound, durable rock in accordance with accepted local practice and City of Renton standards. Soft rock, or rock with a significant number of fractures or inclusions, should not be used, in order to limit the amount of maintenance and repair needed over time. Provisions for maintenance, such as access to the rockery, should be considered in the design. In general, we recommend that rockeries have a minimum dimension of one-third the height of the rockery. Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N, the soil type at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1.5:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above-recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil where groundwater seepage is not occurring should be inclined no steeper than 2.5:1 (H:V). Fill slopes comprised of compacted on-site, or similar silty, soils should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Drainage Considerations We recommend the use of footing drains at the base of footings, where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all 1 backfilled, earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch- minus, washed rock and then wrapped in non-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a.perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an GEOTECH CONSULTA\'TS,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 9 excavation for a building will be close to the expected high groundwater elevations. We can provide recommendations for interior drains, should they become necessary, during excavation and foundation construction. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 16. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. Clean-outs should be provided for all subsurface and footing drains. Groundwater was observed during our field work. Seepage will likely be encountered in at least some of the excavations. This water should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Pavement Areas All pavement sections may be supported on competent, native soil or structural fill, provided these soils can be compacted to a 95 percent density and are in a stable, non-yielding condition at the time of paving. Structural fill or fabric may be needed to stabilize soft, wet, or unstable areas. We recommend using Supac SNP, manufactured by Phillips Petroleum Company, or a non-woven fabric with equivalent strength and permeability characteristics. In most instances where unstable subgrade conditions are encountered, 12 inches of granular, structural fill will stabilize the �. subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in a later sub- section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. Based on the silty, moisture-sensitive condition of the on-site soils, more crushed rock than usual should be provided beneath the asphalt to reduce the potential for softening of the underlying soils. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 6 inches of crushed rock base (CRB) or 4 inches of asphalt-treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 8 inches of CRB or 6 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. Some maintenance and repair of limited areas can be expected. To provide for a design without the need for any repair would be uneconomical. GEOTECH CONSULTA_\TS,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 10 General Earthwork and Structural Fill All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not compacted to specifications, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Minimum Location of Fill Placement Relative Compaction Beneath footings, slabs, 95% or walkways Behind retaining walls 90% Beneath pavements 95% for upper 12 inches of subgrade, 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-78 (Modified Proctor). Ideally, structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 1 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. GEOTECH CONSULTAN-IS,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 11 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test pits is representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of SEB Incorporated and its representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing 'and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech'Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The scope of our work did not include an environmental assessment, but we can provide this service, if requested. GEOTECH CONSULTANTS,INC. SEB, Incorporated JN 97100 April 8, 1997 Page 12 The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 12 Test Pit Logs Plate 13 - 14 Grain Size Analysis Plate 15 Footing Drain Detail Plate 16 Subsurface Drain Detail We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. �''R t 1. ( L7ViJ . •�'�. '� "�'f.T rQ�T 'ti" pr,^Cu� Gti `'' v'ON`►L✓ y/s/,17 EXPIRES 10(25 i97 Marc R. McGinnis, P.E. 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PL ST Ti; '17 SE 22"T, 'y W SE 225TH PL SE 2251 z 2-12 VICINITY MAP GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS RENTON, WA A Date, Wob No., Logged 49y 97100 MAR 1997 3 �\ t t TP 16 \ 1 T�-J7 \\ ) T _ 81 1 � \ TP-)l0 \'` n i , i / r \ 1 I TR_% O 1 \ #13-20W -� \ \ O WETLAND BOUNDARY TP-6 N 1 pkTP14 \ I TP\g \� \ 1 TP-3 WETLAND BOUNDARY l LEGEND: 1 \ Qe ` S 55th STREET ® EXISTING CULVERTS O APPROXIMATE TEST PIT LOCATIONS � SITE EXPLORATION PLAN ._ GEOTECH CONSULTANTS TALBOT ROAD S AT S 55th STREET RENTON, WA A. a Job No. Dole: Pole: 00 971 MAR 1997 2 TEST PIT 1 G° USCS Descri tion 0 Dark brown, silty SAND with roots, fine-grained, very moist, loose (Topsoil) -- -----� Orangish/brown, slightly gravelly, silty SAND,fine-grained,--------___ very moist to wet,loose 5 -becomes mottled and medium-dense, very moist sM T. -becomes less mottled and very dense 10 Test pit terminated at 11 feet below grade on 3-18-97. 15 Slight groundwater seepage encountered at 3 feet during excavation. Slight caving above 4 feet. TEST PIT 2 q G° USCS Description 0 Dark brown silty SAND with organics, fine-grained, moist loose(Topsoil Orangish brown, mottled with gray, slightly gravelly, silty SAND, fine- grained, very moist to wet,loose sM -becomes medium-dense 5 I Light gray, silty SAND with occasional gravel, fine-grained, very moist to wet, dense ISM.: -becomes very dense 10 _ _. _ ......._. ._. Test pit terminated at 9.5 feet below grade on 3-18-97. 15 Slight groundwater seepage encountered at 3 feet during excavation. Moderate groundwater seepage encountered at 6.5 feet during excavation. Slight caving below 4 feet. ' TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by:' Plate: 97100 MAR 1997 JMJ 3 TEST PIT 3 •4 �'G° USCS Description 0 Topsoil Orange/brown, mottled with gray, fine-grained, very moist, loose xxx 1' -becomes medium-dense,wet 5 19.6% :: SM': -becomes less mottled -becomes dense 10 Test pit terminated at 9 feet below grade on 3-18-97. Slight groundwater seepage encountered at 4 feet during excavation. Slight caving above 4 feet. 15 TEST PIT 4 USCS Description 0 Topsoil Orangish brown, silty SAND, fine-grained, very moist to wet, loose -becomes medium-dense sM' x 5 -becomes dense b f 10 s Test pit terminated at 7.5 feet below grade on 3-18-97. Slight groundwater seepage encountered at 2 feet during excavation. Slight caving below 2.5 feet. 15 ' TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by: Plate: 97100 MAR 1997 JMJ 4 TEST PIT 5 4� G°c USCS Description 0 Topsoil 14.9% Orange/brown, mottled with gray, silty SAND with some gravel, fine-grained,very moist to wet, loose 5 sINt -becomes medium-dense -becomes dense 10 Test pit terminated at 7.5 feet below grade on 3-18-97. Slight to moderate groundwater seepage encountered at 3 feet during excavation. Slight caving above 3 feet. 15 TEST PIT 6 USCS Description 0 T To soil sM•: Orange/brown, silty SAND with organics, fine-grained, very moist to wet, 1 : : loose 16.2% Ntt, range rown, mottled with gray, sandy SILT,low plasticity, very moist to wet. medium-dense 5 Orangish brown, silty SAND with some gravel, fine-grained,very sna moist, medium-dense 10 Test pit terminated at 7.5 feet below grade on 3-18-97. Slight groundwater seepage encountered at 3 feet during excavation. Slight caving below 6 feet. 15 TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: ILoggedby.- 10tate: 97100 MAR 1997 JMJ 5 TEST PIT 7 �Z� 4` r` ,y` mac` ' USCS Description 0 Topsoil : stir : range rown, silty with organics, fine-grained, very moist to wet, loose 18.2%Z Orange/brown, mottled with gray, silty SAND with some gravel, 5 fine-grained, very moist to wet, medium-dense SM -becomes dense 10 Test pit terminated at 7.5 feet below grade on 3-18-97. Slight to moderate groundwater seepage encountered at 2.5 feet during excavation. Slight caving below 4 feet. 15 TEST PIT 8 FIR qG°c USCS Description 0 To soil �r sM Reddish brown, mottled with gray, silty SAND with some gravel, fine- rained ver moist to wet loose Orange/brown, mottled with gray, silty SAND with some gravel, fine-grained,very moist to wet,loose 5 ' sM -becomes medium-dense -becomes dense 10 Test pit terminated at 7.5 feet below grade on 3-18-97. Slight to moderate groundwater seepage encountered at 2 feetduring excavation. Moderate caving below 4 feet. 15 TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by. Plate: 97100 MAR 1997 JMJ 6 ■ TEST PIT 9 S 3 G° USCS Description 0 Topsoil sM Light brown, silty SAND with organics, fine-grained,very moist to wet,loose Orange/brown, mottled gray, silty SAND with gravel and some silty 5 'S�i' seams, fine-grained, very moist to wet, loose -becomes medium-dense -becomes dense 10 Test pit terminated at 7 feet below grade on 3-18-97. Slight groundwater seepage encountered at 2 feet during excavation. Slight caving below2 feet. 1S TEST PIT 10 4 G0 USCS Description 0 Topsoil sM :I Orange/brown, silty SAND with organics, fine-grained, very moist to wet, loose Orange/brown, mottled with gray, silty SAND with some gravel, fine- s 'SM' grained, very moist to wet,loose -becomes medium-dense -becomes dense 10 Test pit terminated at 7 feet below grade on 3-18-97. Slight groundwater seepage encountered at 2 feet during excavation. No caving. 15 TEST PIT LOGS .�._ GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by: Plate: 97100 MAR 1997 JMJ 7 TEST PIT 11 G° • USCS Description 0 z Topsoil Orange/brown, silty SAND, mottled with gray, some gravel, fine-grained,very moist to wet, loose -becomes medium-dense 5 -becomes more sandy, less mottled, dense Test pit terminated at 6.5 feet below grade on 3-19-97. 10 Slight groundwater seepage encountered at 1 foot during excavation. No caving. 15 TEST PIT 12 0 4 C,° USCS Description 0 = Topsoil _.-... . Orange/brown, silty SAND with some gravel, fine-grained,_very moist_. to wet, loose sM -becomes dense 5 -becomes very dense Test pit terminated at 5.5 feet below grade on 3-19-97. Slight groundwater seepage encountered at 1 foot during excavation. 10 No caving. 15 ' TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by. Plate: 97100 MAR 1997 JMJ 8 TEST PIT 13 G° USCS Description 0 Topsoil sM ' Light brown, silty SAND with organics,fine-grained, very moist to wet loose stet Orange/brown, silty SAND,fine-grained with_some gravel, light 5 oxidation, wet to very moist, loose -becomes medium-dense -becomes hard Test pit terminated at 5.5 feet below grade on 3-19-97. 10 Moderate groundwater seepage encountered at 1.5 feet during excavation. Slight caving below 3 feet. r 15 r F TEST PIT 14 F USCS Description 0 Topsoil sm Reddish/brown, silty SAND with organics, fine-grained,very moist E to wet, loose Orange/brown, slightly mottled with gray, silty SAND with some gravel, 5 .sM.. fine-grained, very moist to wet,loose -becomes medium-dense TT: -becomes dense r i 10 Test pit terminated at 7 feet below grade on 3-19-97. Slight groundwater seepage encountered at 2 feet during excavation. Slight caving at 2 feet. 15 TEST PIT LOGS GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by. Plate: 97100 MAR 1997 JMJ 9 TEST PIT 15 q� G°c USCS Descri tiolt 0 Topsoil :MI: Brown, silty SAND with organics, fine-grained, very moist to wet,loose 212 Orange/brown, mottled with gray, siltly SAND with gravel, fine-grained, very moist to wet, loose 5 -becomes medium-dense SM -becomes dense 10 Test pit terminated at 9.5 feet below grade on 3-19-97. Moderate to heavy groundwater seepage encountered at 2 feet during excavati Slight caving below 2 feet. Moderate caving below 4 feet 15 TEST PIT 16 USCS Description 0 Topsoil Orange-brown mottled with gray silty sand with some gravel, fine-grained, very moist, loose 5 sM -becomes medium-dense -becomes dense Test pit terminated at 7 feet below grade on 3-19-97. 10 Heavy groundwater seepage encountered at 1.5 feet during excavation. Moderate caving between 1.5 and 4 feet. 15 TEST PIT LOGS .�._ GEOTECH TALBOT ROAD S AT S 55th STREET 4 CONSULTANTS, INC. RENTON, WA Job No: Date: Logged by. Plate: 97100 MAR 1997 JMJ 10 t TEST PIT 17 a .1y�3c� qG° USCS Description 0 Dark brown silty SAND with organics, fine-grained, very moist loose . .�. kLoigght h' g � g � ry ,(Topsoil) brown silty SAND with organics, fine-grained, very moist to wet, ose5 ange-brown mottled with gray,silty SAND with some gravel, fine-grained ery moist,loose ecomes medium-dense ecomes dense 10 — Test pit terminated at 7.5 feet below grade on 3-19-97. Slight groundwater seepage encountered at 1.5 feet during excavation. Slight caving above 1.5 feet. 15 TEST PIT 18 USCS Descri tion 0Dark brown silty AND with organics, tine-grained, very moist,loose SM (Topsoil) Brown silty SAND with organics,fine-grained, very moist to wet,loose Orange-brown slightly mottled with gray silty SAND with some gravel, fine- 5 sM grained, very moist to wet. -becomes medium-dense -becomes dense 10 Test pit terminated at 0 feet below grade on 3-18-97. Moderate groundwater seepage encountered at 2 feet during excavation. Moderate to heavy caving below 4 feet. 15 TEST PIT LOGS ` GEOTECH TALBOT ROAD S AT S 55th STREET 4 CONSULTANTS, INC. RENTON, WA n9710 Date: Logged by: Plate:0 MAR 1997 JMJ 11 TEST PIT 19 G° USCS Description 0 Dark brown si ty SAND with organics, tine-grained, wet, loose (Topsoil) Orange-brown mottled with gray silty SAND with some gravel, very moist, SM loose 5 - becomes medium-dense -becomes dense Test pit terminated at 6.5 feet below grade on 3-19-97. Moderate groundwater seepage encountered at 1.5 feet during excavation. 10 Slight to moderate caving from 1.5 to 4 feet. 15 TEST PIT 20 qG° USCS Descri rion 0 Dark brown silty SAND with organics,very moist, loose (Topsoil) XT Orange-brown with mottled gray silty SAND with some gravel, very moist 5 to wet,loose sM ITT -becomes medium-dense -becomes dense 10 Test pit terminated at 8.5 feet below grade on 3-19-97. Slight groundwater seepage encountered at 2.5 feet during excavation. Slight caving below 4 feet. 15 ' TEST PIT LOGS �,•_ GEOTECH TALBOT ROAD S AT S 55th STREET CONSULTANTS, INC. RENTON, WA Job No: Date: jLoggedby: IPlate: 97f00 MAR 1997 JM,! 12 ■■ ..■ ■■M■NOW-. NO �■ ON ■■u■■�.■■■■■ ■�■�■ ' .. ■Em■.i■'Z'C■ CC momNO IN QCCC..■.C..C.��.■� a SEC am am .�..■�...C.■�..■.■r4,>>■. �kti...■.C■.■■.■.■.�.�■.......■.�....�■am ■�■�...■■■■ NO am 0 NN WE Mom E SO MIN U, ...�NO am..■=■...■■m.■■■mmmmmm a IS won ■■..Q■..�'.��■■.��i.■..■...�..� ■.■..i.■ omm IN ON IN ME MINE ow No IS N mm In ski. NINNIMEN IN NINNISIME WE C MOM was■.NOWN .�mlww ..■...... ...�.C...■.�.Z.......■..�..ME .■..� • ..MEN.....■■.�i■. MOM .�..C.■.■■�...�■..■.■.... �.�.■..i.■...■.■�■....� C13 �C ME IN :CE:■�Q�C:�CQ�C'.: NEW -■- ■■--■-■�■nNOR =���Q� ■�i�■I�■�iQ�Q�iiQ��i��i�Qii■�■t�iQ . ■ONS■...■�....�....0 ....■� ■� �. WOMS Mamma ' ..�■■.�■..■.... . .■. ■ ...�.C...E�■CCC.�■�.�■.�..■..�. ® ©®� ® • , NEW MATT. CUM momWIN%. 0 OR INS mmmt ME mom 0 ME MIMES 164 IMEN WIC WINE IM I..�. 8.'�C ..■.C.I......_�� C� �C...■.........� .� .. ■ �■.�. ■. MOVE .■■...■.�■�..SEE NO EN ON .....■�■. ■�..■...�..■■...■..... . am ON IMI ■.■ ONE IN ON■■■��■ ■I.�■ ■■■■ ■■.■■ ■ .■■■■■ .��..■►��■�■■�■■.��■■■■■■■n■■■■-■■INME �■ MINE mom MOM IN NO WINE Mom C:I... ..ME.■.. ......��■.......■■.■.■�.►�■..��...■... ..■. ...■.....�...CMOM SO ��.........�.■■.. ■...■ ...--------------------..-...r.�..-----�- ---- NO ME NO NO a NO IN ONE INIM 0 OR IN IME MINIM INS IME NMI MOM WE SO 0 . ..■■■■■.■■■/■■■.�■■■ON ON WIMENEM -No m .■ ■■r■ HI■�■■. 1.IN m .1■■..� . si■■i�ii:iiii:ii i■i�MINES i i■:i■■ i"i :ii �....■.. �C��.... ..........�.........�.�...■�..MEN � ��1�■��■1�■■■SO —..�11■III.11��■■ ONE NOM■WE EN NO :. WIN ON 0 �I.....■.�I...�...�� ON. ..C...I.■�......CC�...■....�■.■.� .■..��..� ..........�ON...ICON IN .■■�.......I�.�..�r■... ., ..... ...��...�IC.�....■I�..-..��I�■-. �.I..■.�■.�.■.I..���I.■� Slope bockfill away from loundolion. TIGHTL INE ROOF DRAIN Do nol connect to fooling drain. BACKF/L L See text for VAPOR BARRIER requirements. SLAB WASHED ROCK o.° '.o': ;,� • , 4„min. 6 min. FREE-DRAINING NONWOVEN GEOTEXT/LE SAND/GRAVEL FILTER FABRIC 4"PERFORATED HARD PVC PIPE Inverl a/ least as low as fooling and/or crawl space. Slope to drain. Place weepholes downward. i FOOTING DRAIN DETAIL =_ GEOTECH CONSULTANTS TALBOT ROAD S AT S 55th STREET RENTON, WA lob No., Dole: Scole: P/otr L.97100 MAR 1997 N.T.S. 15 MINIMUM 18' 12' of SILTY, RELATIVELY IMPERMEABLE SOIL OR PAVING O O 0 0 O w O Dcr O ° O O o O ° O p O O O p p o O O 6' PERFORATED O 0 o PVC PIPE O 0 0 O O 12' MINIMUM EMBEDMENT O + INTO DENSE SOIL O O O p APPROXIMATELY 6' O O O 0 O o =� SUBSURFACE DRAIN GEOTECH TALBOT ROAD S AT S 55th STREET i CONSULTANTS RENTON, WA - Job No,r Dot: P/oIs r s� r�� 97100 MAR 1997 16 ' VI1. Basin and Community Planning Areas N/A VIII. Other Permits A Hydraulics Project Application was made to the Department of Fisheries on December 1, 1997. The Department of Fisheries responded on December 24, 1997 requesting further information. Pacific Engineering Design Inc. requested clarification for three items on February 3, 1998. The Department of Fisheries responded to the clarification letter on February 9, 1998. See enclosed correspondence. • U WA rrr ti ' HYDRAULIC PROJECT o — "�►-•Y ' APPLICATION DEPARTMENT OF GAME (R.C.W. 75.20.100) DEPARTMENT OF FISHERIES 600 Capitol Way North PLEASE PRINT OR TYPE General Admin. Bldg. lympla, Washington 98504 Olympia, Washington 98504 (206) 753.5897 DO NOT WRITE IN SHADED AREA (206) 753-6650 10 LAST NAAIE FIRST 18 CONTACT PIIONE(S) .Qrq Via 11 Pacific En ineerin Desi n Inc. 206-431-7970, STREET OR RURAL ROUTE Ssi rr k c;•r a, 1 130 Andover Park East, Suite 300 CITY STATE ZIP Seattle WA 98188 � , ; ► �� ,;,," n,2 WATER TRIOUTAnY TO ,14 ,q` ro >?}'`^�IS 17 : Sheet and Ditch Flow Black River + ' -. ": ' .�_ . a, ,. .10• r` :?� OUARTER SECTION TOWNS!PP RANGE(E•W) COUNTY TYPE OF PROJECT #� SECTION 11 SW 31 _23 5E Kino Commercial Multi'-Family �gx4'rt <`: e'snti )$•raDESCRIP.TION�OF"WORICF:METHpD$lAND�EQI)IP,MEN7`3""_"0 'F' 1t�` ?"�{� Kt construct storm systems to include detention pipe and vaults, bio-filtrati , wa. .s....an.d.... .....6.P.r.e.aAe..r.s....us.ing....kz. .1c.-.h.Q ....a.n.0....loan,d....lAb.4r. .................................................. ................................................................................................................................................:.............................................................................................................. ..................................................................................................................................:............................................................................................................................ ............................................................................................................................................................................................................................................................... ................<.............................................................................................................................................................................................................................................. PROPOSED STARTING DATE PROPOSED FUMSIMNG DATE March 1 1998 November 1 1998 Y� SEPA AGENCYIDATE OF DETERMINATION City of RentonZOct. 1997 21 OTNERPEnwTs Building Permit IT IS UNDERSTOOD THAT NO WORK-WILL SIONATURE DATE IS STARTED UNTIL A SIGNED APPROVAL IS RECEIVED ���// /✓ 77 � K!•R rtre s :� � � .>�.., ty.. r. r. xKF rit _'�. !.<,nY: '»°' ME�LIMfTATIONSc ,�� ,y �' ;� � ��� �`' •"�• � ,� '�'�'�''� 4� ,�' <(���_,•,e .f y ',�'.*�"��""R. "�.Fc�.x Ye�S'_ ',� `�T �•gz r� ai.�•.g y �•�i� '�'...:� 6y ��.�"'°��k'`�V`� �,*�,.S,yS�F�' S`�..^« k''a .A,r� 3 (�M� + �>' :ur�� Sri t' �"�����k�z �'6 � k' ^:• �' �..,(: �,K,r^'fie e � c 1 f �, rF'i• y *Twg. '�•K ij y.:)1rN� r' .i.ih'a. - � .xi..� �i l. . � �A'sta+..i f is+-lrfly�..t Jk.i ..t)aJ ..t�f.:, a!F rY:a�.a, R r1 n: .i�•�J.'a it lif��'.�.:.-.f•S`v.!}:i"K,} zi t,1•;•'Y ryA..ii:iy r'i¢ i. tj '�e�ii �•.•r",ss^�•t:•.t.fg•pe.. {!�Q''. ! r'"'.t,•. 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R � i T;. r+��L �w �.•• • ?T i t�� Y (�' :..i � �'yi!'L r �' it` �-,,• �: a,fit. �` e ! r 3! . l x s t �? �`;xliy 1 v �!r'• ,,fin �. i a a�. �p� yy;r ` )Rti ,.�* �`�� �: •.I S.�S� f I�'•,> f �`�!�R �. w.:r' s'w, .�d� 4'�s�'g3t _ c�'+#x f Mal � c ._' „���.J#� a' i y i ���� ��.V i}'� ��:3"'y 5• •., �� ,�1� !v jli7'tY A,J.(�'"i�:a r��n<.'f��� •4���r�,t�f.l�s • +' ��a�cs' ,�#i �, '�� �„: •v+•�1 ��'�x `�� A 3t �a �?rs•"•T�` Ff,�:at= ,r � 9:; � �ra. �{.q '�x � n �;'� �i'�,-i,T,, r �...� Y`(a fr .7 r�,s.i�Y".i 2.r�-;..�Y,7t' .4)T't+ ..tL' ,�'.vt '�Po, .i'k's,� ..�y; • `6.....�::t+S.s}.:r•(..::IS�t�r.,'4•S s. `" •.��p��`v�x�.+'!r.'Y �:. � ?,. .5--.�, .T � •�.V�c ��� �� .{y.�. �7`�•ak '•4{« :yr ! � ,.�a .r�r��,� �ry:i;.>r�s t-�.1:�3�'°,,J t�.•;Y'X• a �: +.s�?�+°.�� .SL.�..'-.�.. �'.+�. .�x'. "I.. .>'�'. �" '��ia :�._j `°x..° 1.-.". a�,,...'� .;n 1 'e`i+....`,t v.>��� . .�,*•£3_,���+. �_.airQ,� STAT�r G� REC r-_'I VED �l 29 E 5;�, PACIFIC E!,3INEERING State of Washington DEPARTMENT OF FISH AND WILDLIFE Mailing Address: 600 Capitol Way N•Olympia,WA 98501-1091 •(360)902-2200,TDD(360)902-2207 Main Office Location: Natural Resources Building• 1111 Washington Street SE•Olympia,WA ' December 24, 1997 Mr. Bill Orth Lf�-rn- h"'��,c!• 4 Pacific Engineering Design, Inc. �,,� rSvc}�h„ 130 Andover Park East, Suite 300 L/ CA>r,,7 Seattle, Washington 98188 c1 SUBJECT: HYDRAULICS PROJECT APPLICATION - COMMERCIAL MULTI FAMILY - UNNAMED TRIBUTARY TO SPRING BROOK CREEK TRIBUTARY TO BLACK RIVER IN THE SW 1/4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 05 EAST IN KING COUNTY, WDFW CONTROL NO. 00-D3712-01 WRIA NO. 09.0005. Dear Mr. Orth: The Washington Department of Fish and Wildlife (WDFW) received the above- referenced Hydraulic Project Application on December 3, 1997, but we are unable to complete processing at this time for the following reason: Incomplete Application - Additional information is required. Complete ' plans and specifications for the project must be submitted to facilitate evaluation of potential impacts to fish resources. Information is required which accurately depicts existing conditions and proposed conditions as they will affect .state waters within the ordinary high water mark. In addition accurate depiction of wetlands, wetland impacts, wetland mitigation proposals, stormwater discharge points, and culvert installation details, before we can proceed with the review of this proposal. If you have any questions regarding the status of your application, contact me at (425) 391-4365. We appreciate your cooperation in our efforts to protect., perpetuate, and ' manage the fish and wildlife resources for the state of Washington. Sincerely, Philip Schneider Area Habitat Biologist ' cc: WDFW - Olympia Ted Muller, WDFW - Mill Creek o PACIFIC ENGINEERING DE�IGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS ' February 3, 1998 Mr. Phil Schneider ' Department of Fisheries Meadow Creek Office Park Suite 231, Bldg. E 22516 SE 64th Place Issaquah, WA 98027-8990 ' SUBJECT: Design/Construction Clarification Project No. 97-18 Talbot Road ' Dear Phil: We are currently working on the construction documents for the Talbot Road project in Renton. I have enclosed level spreader, bio-swale and creek crossing details for your review. Please review these details and respond to the questions below. We are approximately 3 weeks away from having complete civil engineering drawings ready to submit for your review. To help complete our drawings in a timely manner I would like to receive clarification to critical design and construction questions as follows: 1. Construction Window - Given the review speed of the City of Renton we expect to have their approval to start construction sometime between the end of March and middle of April 1998. There are two locations on the site that require creek crossing. One for roads & utilities and one for utilities only. Do you foresee any restrictions in these areas during these spring months? 2. Storm Detention - Per the preliminary storm report I recently sent you, we propose using the standard City of Renton detention guidelines. These guidelines require detention for the difference between the pre-developed and post-developed 2 and 10 year storms. Also, the detention systems must be able to convey the 100 year developed storms. With the extensive biofiltration and sheet flow through the wetlands downstream from the development site, there does not appear to be any reason to increase detention standards. Please comment. 3. Level Spreaders - I have enclosed 2 types of level spreaders. The first type is basically ' a "V" ditch with or without a leveling board. Runoff enters the ditch and then flows evenly over the down slope. The second type is a curtain drain that routes runoff back to the surface. This runoff then flows evenly over the down slope. Do you have a preference to the type used? GREG A. ❑IENER P.E. JOHN R. NEWELL P.E. RICHARO A. TOMKINS P.E. 130 ANOOVER PARK EAST. SUITE 300. SEATTLE. WASHINGTON 9B 188 FAX/431-7975 208/431-7S70 Phil Schneider - 2 - February 3, 1998 Talbot Road ' Please review these items as respond at your earliest convenience. We would like to have the hydraulics project approval in place by February 17, 1998. Please call if you have any questions. Thank you. Sincerely, PACIFIC ENGINEERING DESIGN, INC. Bill Orth Project Manager BCO:Ikr ' Enclosures cc: JC Trojack - Buchan Properties, L.L.C. Kent Angier- Buchan Properties, L.L.C. Rob Potter- Buchan Properties, L.L.C. Paul Casey - Casey Group Architects PRESSURE-TREATED 2'x10' DENSELY VEGETATED FOR A 1.0' MIN. MIN. OF 100.0' AND SLOPE LESS THAN 5:1 (MAX.)1 3 2 1 (MAX.) CROSS-SECTION SPREADER MUST BE LEVEL TREATED 2"x10" MAY BE ABUTTED END TO END FOR A MAX. SPREADER .083' LENGTH OF 50.0' (1') MIN. 1.5' MIN. REBAR SUPPORTS 0.5' MIN. 8.0' MIN. SPACING r DETAIL OF SPREADER MAINTENANCE STANDARDS 1. ANY DAMAGE TO THE SPEADER SHALL BE IMMEDIATELY REPAIRED. 2. THE DOWNSLOPE AREA SHALL BE CHECKED FOR SIGNS OF EROSION AND TO VERIFY THAT THE SPEADER IS NOT FUNCTIONING AS A POINT DISCHARGE. ANY ERODED AREAS SHALL BE IMMEDIATELY STABILIZED, AND THE CAUSE DETERMINED AND ELIMINATED IF POSSIBLE.. IF THE EROSION IS RECURRENT AND THE DESIGN, EVEN WHEN PROPERLY INSTALLED AND MAINTAINED, IS NOT ADEQUATE TO PREVENT EROSION, A NEW METHOD OF RELEASING RUNOFF SHALL BE INSTALLED IN ACCORDANCE WITH STANDARDS OF TrIIS CHAPTER. ANY NEW DESIGN MUST BE APPROVED BY KING COUNTY. ' STORMWATER MANAGEMENT 14ANUAL FOR THE PUGET SOUND BASIN PIPE Figure III-2 .22 - Flow Dispersal Trench O.D. MIN i FLOW TO SECOND DISPOSAL END CAP OR PLUG TRENCH IF NECESSARY o ' CLEAN OUT WYE FROM PIPE ' 4" OR 6" PERF. PIPE LAID FLAT/LEVEL , 6 I i I I TYPE I CB W/SOLID COVER (LOCKING) 5 0' tA — A' — - - - � INFLUENT PIPE (MAX. DESIGN FLOW = 0.5 CFS TYPE I CB WITH I If PER TRENCH) SOLID COVER ° u � L n o CLEAN OUT WYE FROM PIPE FLOW TO OTHER BRANCHING CB'S AS NECESSARY ' PLAN nts PIPE NOTES: O.D. 1. THIS TRENCH SHALL BE I-o'l I,o" 20°k MPX CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE ' - 20% MAX. �(IQ' AI \ AND/OR EROSION. �,���� 2. TRENCHES MAY BE PLACED NO CLOSER THAN 50 FEET TO ONE ANOTHER. vnuaum \ 3. TRENCH AND GRADE iy rn�T® CLEAN (s 5% FINES) BOARD MUST BE LEVEL; ME = oa 3'." " WASHED ROCK ALIGN TO FOLLOW ' opc, Y b CONTOURS OF SITE. — 4" OR 6" PERF. PIPE 4. GRADE BOARD SUPPORT 6 'Q � ' LAID FLAT WITH HOLES UP POST SPACING AS MIN. o L % REQUIRED BY SOIL =' (PER GRAVEL BEDDING REQUIRED, IF CRUSHED CONDITIONS. FILTER ROCK BACKFILL USED FABRIC SECTION A-A nts III-2-44 FEBRUARY, 1992 5 TEMPORARY SEDIMENT PON INTU)CE1 TOFF DIM — Z' 6"11111EL 5El I Y5111DEII I11=11111 MYOnD m5rLOW \ (ME WASHED CnLI5HED MCK % CHXNEL Z Ott 3/4'I- IYL" In 51ZE) b FLOW • = tn�u,�-i� Inl=ufi I►n- —1 �11C1.=- �'!'- �= nhili n CVEFTLOW CHQI II ILL 00 (11r1p15T11 5ED a15T1Hq ' Rip rap sl '' b1 SLo�E) Rif) rap j ZH : IV 0F� f i QTTEIF� —� Passing a inch Passing 6 Inch Passing 2 inch I 8 LEVEL SPREADER 9 EMI T11F•. APPLICANTS/CONTRACTOR' S RESI'ONSIMI ITY (14) THE CONTRACTOR SHALL BE IIIiSPONSIBLE FOR PROVIDING (S) ALL CATCH ,1.1. CONSTRUCTION I:ASMIENTS `:r;CI:SSARY Brrmr ADEQUATE SAFEGUARDS, SAI'ETY DEVICES, PROTECTIVE NUMBI•:RS J >PF-SITF. WORK WITHIN THE ROAD RiG11TS-0E-%tAY• EQUI P.M ENT, FLAGGERS, AND ANY OTHER NLEDED ACTIONS TO, "OUTFALI. PROTECT TRIi 1.IFG, 111ALTI1, AND SAFiiTY OF THE PUBLIC, AND KING COW, ,.v w w r �■w w w ww w w w w r ■r w w w w w r 5EE 5HEET C-Lo ron FLnn VIED CB SEDIMENT PROTECTION 5 AVG. 100 YEQ� FLOU DEPTH + 0.50, OF SWALE A f3 G SLOPE: FI )EEDO D, = Ir FOf� QLL B nLE5 - 3 i' 0.5 L -plc ti ;2�6' 0.5 SEE TQDLE MLOLI c c Z 3 0.5 4.2s 0.5 Fon FLaf1TiC1G5 MTEM11 0f"I D15M llll jjll 1, _ = 1► 11111 15EYOnD OVE5FLDWCHMNEL -' --- C FLOW 2 t. -=_- -- --- -- — SEEDING TABLE '� • � � '— - III=111�-- Proportions Percent Percent I (III III=l�l — Rural Agolkaft by weight Purity GCrmlmtipn OVEnfLOU CHQMH L Kentucky bluegrass CI o Prat n i 15% 05 00 (UUI1D15FTUnbED EXI5TV' (Birk , mpicstic or sydsoorl Tall fescue(Festuea i,r n inr n A0%. 05 Do Ari ar or Rehel Perennial rye li rm Per nn 30 w 05 DO (Oprb or Pennant Chewings fesque inn r 15% 05 00 BIO—FILTER SWALE 8 LEN (7) IT SHALL RE TILE APPI,I CANT'S/CONTRACTOR'S RFSPONSIRII ITY rl NOTES TO ORTAIN AL1. CONSTRUCTION FASI:!.WNTS NFCF.SSARY RI FORE. } AI,L CONSTRUCTION SitAl.i, RF IN ACCORDANCE WITH TI1F KINt; INITIATING OFr-S1TF, WORK WITHIN VIE itO,ln R1(:IITS-01'-h11'. vrrr rr.r ............. .......... .......... ............. ......... ......... ... ..... .......... . .......... ..... ........... ............. ---------- ---------- ...................... ............ ............. .. ........ .......... ........... .......... ......... .......... .................... ....... tl is 0 ........... .......... ................... .......... ........... ............ .......... ....................... .............. .......... ............................ .......... ......... .......... . ......ol. VC .......... ol ........... ....... ------- -lz....... . ....... ........... LL v III all 11 .......... .................. I c . ......... Fn ...........L ...... ...... .................... ... ......... .......... ...... ....... .... Sd: ............. *1......... .......... ........ v .......... ...... ............. Cr, Z L.L . ................... .......... ......... ......... I ...... _...... ...................... . ..... 41 #40 i .......... ...... ........ STAlfa� RECL i VED Y Al 1An a0 PACIFIC FDMINEERING State of Washington DEPARTMENT OF FISH AND WILDLIFE Mailing Address: 600 Capitol Way N•Olympia,WA 98501-1091 •(360)902-2200,TDD(360)902-2207 Main Office Location: Natural Resources Building• 1111 Washington Street SE•Olympia,WA February 9, 1998 cl Mr . Frill. Orth Pacific Engineering Designs Inc_ . 130 Andover Park East, Ste . 300 ----- t Seattle, Washington 98188 SUBJECT: Hydraulics Project Application - Commercial Multi Family - Unnamed Tributary to Spring Brook Creek Tributary to the Black River, in the SW 1/4 of Section 31, Township 23 North, Range 05 East in King County, WDFW Control No . 00-D3712-02, WRIA No. 09 . 0005. Dear Mr . Orth : Below are my comments regarding the questions you asked me regarding this project : 1 . Construction Window - Work in and around the streams should be done after June 1 to take advantage of the drier weather so as to minimize sedimentation to the stream and the wetland . Prior to June 1 the area around the stream should 1 well protected from erosion from disturbed areas . 2 . Storm Detention - As far as I can tell the discharge rate and 1 water quality will have to meet the requirements of the Department of Ecology' s Stormwater Manual for the Puget Sound Basin . I would suggest that you refer to the Stormwater Technical Manual, Chapter 3-5, Page 6 on Pretreated Wetland ' Stormwater for the requirements . We have concerns with protecting water quality in the wetland and the tributary to Springbrook in which the wetland discharges into . This stream does support both coho salmon and cutthroat trout . 3 . Level Spreaders - I do not have much experience with level spreaders . I have seen them used, but I really have not followed up on how effective they are . The concern I would have is through lack of maintenance that dischare water may concentrate on this. slope and start to cause erosion . If the level spreaders are used I would choose the one that can function with the minimum amount of nrainte.nance . I thi.n}; that. maintenance is key and it is my opinion that over the years maintenance is often overlooked . I hope this information has been helpful and if you have any questions call me at ( 425 ) 391-4365 . Sincerely, Philip 'Schneider Area Habitat Biologist IX. Erosion - Sedimentation Control Design The erosion control calculations and soils map are included in this section. The calculations include two sedimentation ponds and one sedimentation trap. i 1 r t 1 im PACIFIC ENC3INEERINQ LESION INC. JOB CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. 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I .. . .. ........................... ....... ..... ...... ...... ..... ..... .... ..... ... . .... ..... .... . ... . .. ...... . ...... . ..... . ...... ..... . .... . . . 130 ANDOVER PARK EAST, SUITE 300 SEATTLE. WASHINGTON 98188 (206) 431-7970 FAX:431-7975 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 1 o Design of emergency overflow spillways require the analysis of a broad-crested trapezoidal weir. ' The following weir section is required for the emergency overflow spillway: FIGURE 4.4.4A WEIR SECTION FOR EMERGENCY OVERFLOW SPILLWAY WP.TE.2 SVR�-Aer 4 / D•3� tYliil. bVµ�in• I jam. �t I �— i{ (0.ti kttn•) NTH, — __ • o The emergency overflow spillway weir section shall be designed to pass the 100-year, 24-hour design storm event for developed conditions as follo::s: For this weir, Q,.0 = C (2g)'/2(2/3LH3/2 + 8/15 Tan&H5/2) using C = O.E; (discharge coefficient). Tan = 3 (for 3:1 slopes); = 72"; i. The equation becomes: 0,0 = 3.21 (LH3/2 + 2.4H'/2) r To find width L, the equation is rearranged to use the computed Q,. (peak flow for the 100-year, 24- hour design storm) and trial values of H (0.2 feet minimum). L = (Q„./(3.21H312)) - (2.41­12); 6 feet minimum Access/Maintenance: Pond access tracts and roads are required when ponds do not abut public right-of- way. Road(s) shall provide access to the control structure and along side(s) of the pond as necessary for vehicular maintenance. For ponds with bottom widths of 15 feet or more, the access road shall extend to the pond bottom and an access pad provided to facilitate cleaning. For ponds less than 15 feet in width, an access road must extend along one side. o Roads and pads shall meet the following criteria: Maximum Grade: 15% to control structure, 20% into pond. - Provide 40' minimum outside turning radius on the access road to the control structure and the turnaround to the pond bottom. - Fence gates shall be provided for access roads at straight sections of road. - Access roads shall be 15' in width on curves and 12' on straight sections. - Access pads shall be 15' in width and 25' in length. o Manhole and catch basin lids must be at either edge of an access road or pad and be at least three feet from a property line. o Access shall be limited by a double-posted gate if a fence is required or by bollards. Bollards shall consist of two fixed bollards on each side of the access road and two removable bollards equally located between the fixed bollards. o Access roads and pads shall be constructed by utilizing one of the following techniques: 4.4.4-2 1/90 KING COUNTY, WASFIINGTON, SURFACE WATER DESIGN 1,IANUAL FIGURE4.4.7J RISER INFLOW CURVES ' Weir Flow Orifice Flow -- 10 _�— 33 30 27 i __ _ _ N 24 CD Q =F= U t — 21 - - aD -- — Eae-72S !67 15 IF/ If 10 8 - - - 10 V--z- =1 0.1 2 .3 .4 .s .G ,� ,�,�1.0 Z_ 3 a s G 7 k 10.0 HEAD 1N FEET (measured from crest of riser) SOURCE: USDA•SCS OMER = 9.739 DH3r2 00MFIcE = 3.782 D2H'rz O in cfs, D and H in feet 4.4.7-10 1/90 1 KING COUNTY , WASHINGTON , SURFACE WATER DESIGN MANUAL ' 5.4.5.1 SEDIMENT TRAP ' Code: ST Symbol: Purpose ' To remove sediment from runoff originating from disturbed areas of the site. Sediment traps are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually only result in a small reduction in turbidity. Conditions of Use 1. A sediment trap shall be used where the contributing drainage area is 3 acres or less. Design and Installation Specifications 1. See Figure 5.4.5.1 A for detail. 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see the introduction to this section). 3. To determine the trap geometry, first calculate the design surface area (SA) of the trap, measured at the invert of the weir . Use the following equation: SA = FS(Q2Ns), where: Q2 = Design inflow based on the peak discharge from the developed 2-year, 24-hour design storm from the contributing drainage area as computed in the hydrologic analysis. The 10-year, 24-hour design storm shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the rational method may be used (Section 4.3.3). Vs = The settling velocity of the soil particle of interest. The 0.02 mm (medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle of interest and has a settling velocity (Vs) of 0.00096 ft/sec. FS = A factor of safety of 2 to account for non-ideal settling. Therefore, the equation for computing surface area becomes: SA =2 x Q2/0.00096 or 2080 square feet per cfs of inflow NOTE: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived from the above formula. If they do not, the pond must be enlarged. 4. To aid in determining sediment depth, all traps shall have a staff gauge with a prominent mark 1 foot above the bottom of the trap. 5.4.5.1-1 11/94 ' KING COUNTY , WASHINGTON , SURFACE WATER DESIGN MANUAL FIGURE 5.4.5.1A SEDIMENT TRAP SURFACE AREA DETERMINED _ - - - - - - - AT TOP OF WEIR 4' MIN. 1' MIN. OVERFLOW �y 1 MIN. �L L 1' MIN. �9f ' FLAT BOTTOM 3/4"-1.5" 2"-4" ROCK RIPRAP WASHED GRAVEL GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR 8Y DISCHARGE TO STABILIZED PARTIAL OR COMPLETE EXCAVATION CONVEYANCE, OUTLET OR ' LEVEL SPREADER CROSS-SECTION 6' MIN. - =1 I 11=111=1 I I—I I Ed I 1 MIN. DEPTH OVERFLOW SPILLWAY =1 I Ed I El I El I I—I I I—I l i=1 i 1=1 i I—I i I—I i t—I I II I I I I I I�;I i I_I I i=1 11=1Ti=1 i 1= NATIVE SOIL OR"'� (I 1 r 11= MIN. 1' DEPTH COMPACTED BACKFILL -11 r —111 2"-4" ROCK j r ': :": •:,'..;• .;.;.':_ MIN. 1' DEPTH 3/4"-1.5" ' CEOTEXTILE 'III—III—III—t I I—III—III—III III—I I I—' WASHED GRAVEL .III-1 I I 11 El I I I I I-III-III-III I' TRAP OUTLET Maintenance Standards ' 1. Sediment shall be removed from the trap when it reaches 1 foot in depth. 2. Any damage io the trap embankments or slopes shall be repaired. 5.4.5.2 SEDIMENT POND Code: SP Symbol: Purpose To remove sediment from runoff originating from disturbed areas of the site. Sediment traps are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually reduce turbidity only slightly. Conditions of Use 1. A sediment pond shall be used where the contributing drainage area is 3 acres or more. 5.4.5.2-1 11/94 KING COUNTY , WASHINGTON , SURFACE WATER DESIGN MANUAL _ Design and Installation Specifications 1. See Figures 5.4.5.2A, 5.4.5.213, and 5.4.5.2C for details. ' 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see introduction to this section). Determining Pond Geometry 1. Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year, 24- hour developed storm (Q ). The 10-year, 24-hour design storm shall be used if the project size, expected timing anW duration of construction, or downstream conditions warrant a ' higher level of protection. If no hydrologic analysis is required, the rational method may be used (Section 4.3.3). 2. Determine the required surface area at the top of the riser pipe with the equation: SA =2 x 02/0.00096 or 2080 square feet per cfs of inflow See Section 5.4.5.1 for more information on the derivation of the surface area calculation. a 3. The basic geometry of the pond can now be determined using the followingdesign criteria:fl c terra: • Required surface area at top of riser. • Minimum 3.5' depth from top of riser to bottom of pond. • Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes can be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface. �^ One foot of freeboard between the top of the riser and the crest of the emergency spillway. • Flat-bottomed. ' Minimum one foot deep spillway. • Length to width ratio between 3:1 and 6:1. Sizing of Discharge Mechanisms ' Principal Spillway Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the pre-developed 10-year, 24-hour design storm (Q10). Use Figure 4.4.7J to determine this diameter ( h = one foot). Note that a permanent ' control structure may be used instead of a temporary riser. Emergency Overflow Spillway Determine the required size and design of the emergency overflow spillway for the 100-year, 24-hour developed design storm using the procedure in Section 4.4.4 (Emergency Overflow Spillway subsection). Dewatering Orifice Use the following steps to determine the size of the dewatering orifice: 1. Determine the size of the dewatering orifice(s) (minimum 1" diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. First, determine the required area of the orifice with the following equation: Ao = A,(2h)o.s 10.6x 3600Tgo.s ' where: Ao = orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) `'�' 5.4.5.2-2 11/94 KING COUNTY , WASHINGTON , SURFACE WATER DESIGN MANUAL T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second2) 2. Convert the required surface area to the required diameter of the orifice: The orifice diameter ID) in inches is: D = 24 xF3A1 4 ' 3. The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of performations in the tubing should be large enough so that the tubing does not restrict flow. The flow rate should be controlled by the orifice. Additional Design Specifications ' Pond Divider The pond shall be divided into two 'roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one-half the height of the riser and a minimum of 1 foot below the top of the riser. Wire- backed, 2-3 feet high, extra strength filter fabric (Section 5.4.3.1) supported by treated 4'x4"s can be used as a divider. Alternatively, staked straw bales wrapped with filter fabric may be used. If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of this provision are allowed as long as the divider is permeable, structurally sound, and ' designed to prevent erosion under or around the barrier. Depth Gauge To aid in determining sediment depth, one-foot intervals shall be prominently marked ' on the riser. Embankment If an embankment of more than 6 feet is proposed, the pond must comply with the criteria for Berm Embankment/Slope Stabilization in Section 4.4.4. ' FIGURE 5.4.5.2A SEDIMENT POND PLAN VIEW ' NEY ONIOER INTO SLOPE 10 PREVENT FROM AROUNO S10ES THE /ONO LENGTH SHALL BE 3 10 A 11UES THE UAXiUUU PONO WIDTH EUERCENCY OVERFLOW SPILLWAY POND LENCIN ..-T INFIOM�-_._` O - SILT FENCE OR [OVNALFM DNgER RISER PIPE OISCHARCE TO STABIIZEO CONVEYANCE. OUTLET OR LEVEL SPREAOER NOTE: POND MAY BE FORUEO BY BEAU OR BY PARTUL OR COUPLETE EXCAVATION 5.4.5.2-3 11/94 KING COUNTY , WASHINGTON , SURFACE WATER DESIGN MANUAL FIGURE 5.4.5.2E SEDIMENT POND CROSS-SECTION RISER PIPE CREST OF 6' MIN. WIOIH (PRINCIPAL SPILLWAY) EMERGENCY SPILLWAY OPEN AT TOP WITN TRASH RACK III— PER FIG. 4.4.4 I Merl I+ Eu�j:IvuE1rt COMPACTED 057. '111-1I UE \\\ —� __ . PERVIOUS MAIERIALS SUCH AS DEWAIERINC DEVICEJ GRAVEL OR CLEAN SAND SMALL Z (SEC RISER DCTA4) __ _ _ NOT BE USED. - aS- 11_I-jL — — OEWATERING WIRE—BACKED SILT FENCE. ORRICE STAKED HAYBALES WRAPPEDCI I LI I L� WITH FILTER FABRIC, OR DISCHARGE TO STABILIZED EOUNALCNT DIVIDER CONCRETE BASE CONVEYANCE, OUTLET OR (SEE RISER DETAIL) LEVEL SPREADER FIGURE 5.4.5.2C SEDIMENT POND RISER DETAIL 1 POLYETHYLENE CAP PROVIDE AOCOUATE STRAPPING PERFORATED POLY6tMENf CORRUGATED ORAINACE TUBING. DIAMETER METAL RISER MIN. 2' LARGER It" - DEWATERINC ORIFICE. TUBING SHALL COMPLY WITH ASiu F667 AND _ S• My, AASMO M294. - wA7ERTK;HR pEWA1ERING ORIFICE. SCHEDULE COUPLING TACK WELD 40 STEEL STUB MIN. DIAMETER AS PER CALCULATIONS '�7111111 1 6' Mw. r-- -I a' MIN. - ' ALTER1 Y, METAL AM WIRE RE MAY 8E USEDD TO TO CONCRETE BASE PREVENT FLOTATION �+—2K RISER DLl MIN.--►� Maintenance Standards 1. Sediment shall be removed from the pond when it reaches 1 foot in depth. 2. Any damage to the pond embankments or slopes shall be repaired. 5.4.5.2-4 11/94 IUD r r �r ;• .- •V� ' '� '. i. ,•t• •� o:� 515 C Race-", I ., :::•, � I i r, .� Py I Wo eD ir: BeC p i�`' Ur i��i I •u �Wo i Track .. I U n• ;::' I (A gDY� Ng �—❑�R s rvoir o0 r AgC I` P ■ I r n rM v r (2 z y 2 W Pu so Tu Wo Pu O M I Sk 1 � 1 u .) r I l 25 0 ieM 29 - 9203 AgC AgB 169 I � n Z Py Sk 0 451 Wo Ur =s= i o IABC e Tu %'; •IIt I- • ' AMC M na••• `1`1r 1 JAgB " Nu O may' .. InC I 4r • So �• 1 A80• ti Am ti •1 A!3 RgVr7 17 Pu Wo Wo HM 194 r �'• q . r : Q •`�•'� a..: AgB.. a• AgC r Ur a• r .. -i'•S I p 1 Ali i1 0�} ' .....• , ••_• ;�` y •i .ua • :AgB '1 1 Ur r 3 Ng B I __ n gD 32 r Wo _ AgC• ' :le. M6 1.. AgB ,� w I t n'• •r • AgC Ng .• •• •ty• A Br Waler Wo C O 1 _� a Tank. .••. Ur Py •n AgC Os MB So So - ( t ••`il 1• • it /Ma I g :: 1' AgB . —� — I� ::: Bb1 :.HAYES uAgC PTu Pu �O R • � •t No�• •° 1 AkF AgC AgB Sk I 'r Ur ' F Drive-i ,a ♦' -, Eater ;. Q AmB- ;1l Pk it Os - -- _ _ • .. .) rd Ng PC ,� .AgB .. 5 t P,} C+I AgB B t •Wo t,gC Ag ' e• u� AMC i •r : Url He j Os IfAMC �: rpm AgC 'Vi Wo AmB Q. Pu I Ur ,' •AgC h Wo• li _ •AgD CQO� AgC I Tu 1 —„ M I �• _ 'r t AgB _ AmC I i �:. t 5 , wC •• AMC .; ff Ur AMC, AgD.i' ........ Sk No A€B�. m n AC AgC a■ •• _ AgC �'.. Pu Amy 1 Wo pl, p n AgC y ."' ""' AMC• QQQ Os n r Br r \ No No \\ 1 Pk ••.Jr x yu =s l : 12 p ; m\ m 31 If T F „;.•� SOILS MAP e It Br 5 A 0 ,; Ur raile• , AkF X. Bond Quantify Work Sheet-,-Retention/Detention Facility Summary Sheet and Sketch,and Declaration of Covenant ' The bond quantify work sheet will be included with the final engineering report. The retention/detention facility summary sheet & sketch are included. The declaration of covenant will be included with the final engineering report. Project: GLACIER CREEK Job # 97018 ICaics. by: Brett Date: 4/27/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm ears 25 Enter 10 or 25 24 hr.preci .(in.) 3.4 LOCATION AREA cum.AC Tc i, I, Q, pipe dia. slope n Qw V,,, Q/Q, Vat Q, pipe length travel time to from (acres) C AC (min) (cfs) (in.) (ft/ft) (cfs) (ft/s) (ft/s) (ft) (min) 76 1 AQS1 0.168 U.0 0.151 0.151 4 CB OS2 CB OS1 4 12 0.0199 0.012 5.46 6.95 0.08 3.48 186 0.9 CB5159 AC1 17.557 0.54 9.481 9.632 15.5 OA5 1.52 14.67 CB OS2 CB 5159 i �! i"-;f- 18 0.05 0.012 25.52 14.44 0.57 12.78 40 0.1 CB OS2 A OS2 0.094 1 0.9 0.085 9.717 15.6 0.45 1.52 14.76 OUTLET CB OS2 ,S9 18 0.0227 0.012 17.20 9.731 0.86 9.75 30 0.1 CB OS3 A OS3 0.1 0.9 0.090 0.090 6.3 0.80 2.73 0.25 CB OS4 CB OS3 12 0.0162 0.012 4.93 6.27 0.05 2.64 197 1.2 CULVERT A C2 11.571 0.57 6.595 6.685 14.8 0.46 1.57 10.49 CB OS4 CULVERT 18 0.0171 0.012 14.92 .,' 8.45 0.70 7.87 45 0.1 CB OS4 A OS4 0.099 0.9 0.089 6.775 14.9 0.46 1.56 10.59 CB OS5 CB OS4 18 0.0172 0.012 14.97 8.47 0.71 7.91 146 0.3 CB OS5 A OS5 0.074 0.9 0.067 6.841 15.2 0.45 1.54 10.55 CB 036 CB OS5 18 0.036 0.012 21.66 12.25 0.49 10.27 146 0.2 CULVERT A C3 7.965 0.58 4.620 11.461 15.4 0.45 1.53 17.50 CB OS6 CULVERT 1 18 0.0696 0.012 30.11 17.04 0.58 15.12 45 0.1 CB OS6 A OS6 0.074 0.9 0.067 11.527 15.5 0.45 1.52 17.52 OUTLET CB OS6 18 0.065 0.012 29.10 16.47 0.60 14.76 10 0.1 PACIFIC ENGINEERING DESIGN, INC ��- 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Sheett Project: GLACIER CREEK Job # 97018 Calcs. by: Brett Date: 4/27/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm (years) 25 Enter 10 or 25 24 hr.preci .(in.) 3.4 LOCATION AREA cum.AC Tc i, I, Or pipe dia. slope n Q� Vw Q/Q, V at Or pipe length travel time to from (acres) C A 0.000 (min) (cfs (in.) (ft/ft) (cfs) (ft/s) (fus) (ft) (min) 7 CB OS8 CB OS7 12 0.0192 0.012 5.36 6.83 0.04 2.72 188 1.2 CULVERT A C4 11.471 0.58 6.653 6.740 17.5 0.41 1.41 9.48 CB OS8 CULVERT 18 0.0478 0.012 24.95 14.12 0.38 10.86 40 0.1 CB OS8 A OS8 0.095 0.9 0.086 6.825 17.6 0.41 1.40 9.58 CB OS9 CB OS8 18 0.0987 0.012 35.86 20.29 0.27 14.27 54 0.1 CULVERT AC5 0.808 0.9 0.727 7.552 17.6 0.41 1.40 10.58 CB OS9 CULVERT 18 0.0934 0.012 34.88 19.74 0.30 14.26 65 0.1 CB OS9 A OS9 0.027 0.9 0.024 7.577 17.7 0.41 1.40 10.58 CB OS10 CB OS9 - 18 0.1013 0.012 36.33 20.56 0.29 14.72 45 0.1 CBOS10 AOS10 0.023 0.9 0.021 7.597 17.8 0.41 1.39 10.59 CB OS11 CB OS10 1 18 0.1408 0.012 42.83 24.23 0.25 16.80 98 0.1 CBOS11 AOS11 0.049 0.9 0.044 7.641 17.8 0.41 1.39 10.62 DITCH CB OS11 11L -7 18 0.0823 0.012 32.74 18.53 0.32 13.61 79 0.1 DITCH 0.000 7.641 17.9 0.41 1.38 10.58 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Sheet2 Ala If PACIFIC ENOINEERINO DESICIIN INC. 'OE' — x CIVIL E*GIwscn*v AND puNp/wo oowsuLTAwrs SHEET NO. OF CALCULATED 13Y DATE wit in 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASH|NCT0N 98188 (208) 431-7970 FAX:4J1-7975 PACIFIC ENQINEERIN(3 DESIGN INC. Job G✓ v' M 17,916 CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. 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OF CALCULATED BY DATE 130 AND0YER PARK EA8T, SUITE 300 3[ATTLE. YYASH|NGT0N 98188 (208) 431-7870 FAX:431-7975 PACIFIC ENGINEERINO DESIGIN INC. '08 CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. 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CIVIL ENGiNEERINC AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 DATE JOB No. —71 (206) 431-7970 FAX:431-7975 AT'!'pJ110N TO G tT Cr :t �S. We Are Sending You: VIA: ❑ Blue Prints ❑ Copies ❑ Other 7 Leit� �"Fax Sheets Including Lette>�foortsmiital MylarsNeilums❑ Disks ❑ Engineering Xerox ❑ Courier —Hour Delivery `-•h Printing; ❑ IN HOUSE [] REPROGRAPHICS ❑ Mail ❑ Other COPIES DATE HQ rrr These Are Tronsmitted As Checked Below: �As requested ❑ Approved as submitted ❑ For approval ❑ For review and comment ❑ For your use ❑ Approved as noted Q Retumed for correction Q I COPY TO: n SIGNED: /f endosurds or@ not os noted, kindly notify as of once FOR OFFICE USE ONLY 5130 5137 5135 5150 5160 5136 5165 5155 5166 PACIFIC EN0ANEEf:iNC C>E9*c3N INC. .Joe CIVIC„ ENOINEERINC AND PLANNINO CONSULTANTS SHEET NO OF CALCULATED BY ppTF 5/�3 I of 8 i 1 : ...........a............. i I I ....................... ..............................I..............1._..........:......t'...,.......... j. �.,.,.,,, ...... ..... ... 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I ' ; ..._..... ... ...... ... j� .......:..... i 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX:431-7975 i Project: Glacier Creek On-Site Job # 97018 Calcs. by: Brett Date: 5/13/98 RATIONALM N00 PEAK RAINFALL INTENSITY Q=Cf A d n s(orm nter foot 5 24 h►. (irk) LOCATION AREA cum.AC Tc I, 6 Q, pipe dla. ekpe n Qu VN QUA V et Q, i ppe n hna©ne to from saes C AC min cfs An-) ( (cfe)4 (fUs) (R!s) (fi) CB 7 i co ftB 1 0.0829 0.012 9.71 12.361 0.04 4.71 91 0.3 CB!!7 A7 0.543 0,78 0.424 0,5847 8.8 0,78 2.85 1.49 CO ABA CB 7 12 0.0505 0.012 9.44 22.02 0.18 1.84 951 0.2 8 ca A 0.398 0.78 0.309 0.874 8,8 0.78 2.59 2.27 CB CB R8A 12 0.0738 0.012 10.51 13.39 0.22 9,05 95 0,2 co#8 A8 0.77A 0.78 0.588 1.482 7.0 0.75 2.55 3.73 _ VAULT d►1 CB f08. 12 0.05 0.012 8.85 11.02 0.43 8.84 25 0.0 CB M5 A5 0.442 ' 0.77 0.340 0-340 6.3 0.80 2.73 0.93 AUL7 Al CBil5 12 0.005 0.012 2.74 M33.418 gOf.342.59 9 U.1 CB A15 A15 0.218 0.83 0.179 0.179 8.3 0.801 2.73 0.49 I VAULTN CB#15 12 0.005 0.012 2.74 3.48 0.18 2.27 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 3D0 SEATTLE, WA 98188 FAX: 431-7975 206) 431-7970 Sheetl i Project: Glacier Creek On-Site Job # 97018 Calm by: Brett Date: 5/13/98 RATIOiVAL METHOD PEAK RAINFALL INTENSITY c1�CInA Oft n storm EnW 10 OF 25 24 hr. In LOCATION AREA w�tw (rmTncll L 6 Q pipe dia slope n Oru V" QUA V at o, POO1wQth bvA*-eto from sce 1. 1. CB 418 CB A19 12 0.0573 0.012 9.271 11.80 l 0.18 7.51, 98 02 U13 8 A18 0.477 0.77 0.367 1203. 12.5 0,51 1.75 2.11 CB#►17 CBIf18 121 0.11481 0.012 13.11 16.70 0.18 f0.65 81 0.1 CB A17 A17 0.103 0.55 0.057 1.280 12.8 0.51 1.74 2.19 i C81�16 CBrM17 12 0.0083 0.012 3,07 3.91 0.71 3.88 67 03 CB It16 A16 0.381 0.78 0.297 1.557 12.9 0,50 1.71 2.87 VAULTA2 CB�11B 12 0.005 0.012 2.74 3.48 0.98 3.63 0 0.0 CB t114A A14A 0.157 0.4 0,083 0.063 6.3 0.60 2.73 0.17 AULT�42 CB A 14A 12 0.005 0.012 2.74 3.48 0.08 1.62 4 0.0 CS A25 A25 0.331 0.79 0.281 0.281 6.3 0.60 2. 33 0.71 CBA24 CBA25 12 0.0109 0.012 4,04 5.15 0.18 3.35 125 0.6 CB 24 A24 0.355 0.79 0.280 0.542 8.9 0.76 . . 2.57 1.39CB 2 CB 124 14.35. . 0.12 92 0.2 CB#23 A23 0.312 0.77 0.240 0.74 . 1CBA22 CB#23 2 0.0435 0. 8.07 10.28 5 7,11 f 92 0.2 PACIFIC ENGINEERING DESIGN, INC 130 &[ OVER PARK EAST, SUITE 300 SEATTLE, WA 981$8 FAX; 431-7975 (206) 431-7970 ' Sheet2 Fro'ect: Glacier Creek On-Site Job # 97018 Calcs. by: Brett Date: 5/13J98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=Ch A d n erorm per 1 or 25 24 hr, iri 3v4. LOCATION AMR cum.AC Tc i, h � pipe dia. elope r, Qtu VM t Vat Q to ham eccee C AC <.. Q,tb miQi nh•i o-a�uM (in.) ( ) (cfa) 12 0.005 0.012 2.74 3.48 0.87 3.51 40 02 C9*21 A21 0.339 0.77 0.261 1.220 7.5 0.72 2.44 2.98 VAULT#2 C8 021 _ 12 0.033 0.012 7.03 8.95 0.42 7.1I ` 60 0.1I PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 9 1188 FAX: 431-7975 (208)431-7970 Snee13 PACIFIC ENQINEERING DESIGN INC. �� �r el 7-, CIVII. ENGINEERING AND CLANNINC CONSULTAN-M SHEET NO OF CALCULATED sr DATE a.............,.............<._..............................._......,.,,,...,,....;.................,,.,................ :....,.,....4.............E»....,.,..............».L... ...., ..: ........... : I I ..... ........ ....I., :....._.......i.... . 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JOB CIVIL i•N(QINEERINO —0 PLA —Q CONmlI-TNNT3 SHEET NQ OF CALCULATED BY DATE I I i 7 ! i I :. I ' i 1 r i ..............r'............:.............:.,..,..,.,,, I'+AA ' I :..............:............:..:,.......................*....._..,,,:,.......�a-o ......(. N.' ! ^► or.l.......... ....i.... ...... ..... .....•. ...... ........1... I i ..._....._.._... po_ i._.......,..I......�..... ...........:......�... .. ..�.. ...................i. { : : W4: 1 ,_......... ................................ ; }.Ff 5......:................... - b?a .... i., .............................._....,..,,7..,_....._..._............,.,. i i S., .� .Q .�.. ...... .................... _.._._ . .............:....... .�z n 3 ............. ..L .I. _ 4.,..� .. .......... ........ i ............. ................................7 i ............ 42............. f s l ............;- .......... .......... ............. �,., .......... ........................ Q; .4 I i :. :. I ........................ .. ....... ........... .............. ........... :.............. ............... . ........... i .......................... ... i P'v J4tiENT �... . ............... ............. .............. ................ ........... .............r...,.,.,,.,.:_.__.... :..,...... . or!r :....., ................................ ............... . ..... ............ ................... ............ ........... ....................... .............. ..... ................ .....f.............. ,6 ,............ ......... ........ _....._... :....................................... ,x..., q......_.._._..........,li.............:.._._.._...i......��.�.:..............�........�•�.' 4............' , /�11 2 1 4. 4 , �. ........................... :..............:............:......... ...... I ; ..... ....;....... .... ..... ....... ..... ._... ..... , _ Z i ....,A.... ...... ...... ..... ...... ............. i ; I ' ' .............�...... t ; ....7........... 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I /1i4// I;u l' III\`'\�;♦� /`71 I1111 f w �1 I 1 111 11 1// ' l;y'F � I r�' 'I I I• 1 1 1 .1 I ` IIII ,/ :::�1;1 t 1+�t 1 j ! !( ::`\�I•.. `•� `• / . ,�q�. 4yz ' � r IIII+ ,�I 1•,\. , ,bH) , // Jr t\``\`\\I` \ � 5: } � I(!I Ise: ,,, 'i\^',l ,,/r , I � !,•�\\- -- ,l. � �< \` ItIII \I�j�' I� � � � 1 it ,\•-. - v \ � t,�l;itu,U'iii�2;"b'��• \� v+lt�a Lr`-!+� r 1 I f /rl�r: .,,C:: =i , K,r.1. �`''�'•"�li'iw , `\ 1 it .�(�'P,\\11c\\t*;l�w' I i� i.I'll,'Il�rl' I lei r i I �•'1/ +113.0/ -- � xla.n /:e �\ ' ' I III I+I.1 I / ..,�1 A 1 �I' l - �-+,�[ ✓ N 1 Y I � ( C l 1\I',iM`\\,1\11�IIN�I/ 3 I l lM '\ •\ \ 1 ,3,5 / ` II 1 C YtY.N \\\ ,1,`i 11; 1 �11I 1 ♦\ \ ` 1 ) '} , \ , tl \: l ��.+�/.I U 1 1 11 , 1 1\ ( ; / 1 ', 1 1 x x'riP1 1 ' `\ {'' 1!i�lli1 Ilk, \':` `\ ♦j ;- I/ 1 �1 , j 1 t 11 b Project: GLACIER CREEK Job # 97018 JCaIcs. by: Brett Date: 4/30/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm (years ;;:°<25 r: Enter 10 or 25 24 hr.preci .(in. .4'• LOCATION AREA cum.AC Tc i, Ir pipe dia. slope n QN VU Q/Q,,. V at Qr proe IWgth tr&MI time to from (acres) C AC 0.000 (min) (in.) (ft/ft) (cfs) MIS) (ft!s) (ft) (min) 7 CBOS8 CB OS7 12 0.0192 0.012 5.36 6.83 0.04 2.72 188 1.2 CULVERT AC4 16.305 0.58 9.457 9.543 23.8 0.34 1.15t CB OS8 CULVERT 1 18 0.0478 0.0121 24.95 14.12 0.44 11.42 40 0.1 CB OS8 A OS8 0.095 0.9 0.0861 9.629 23.9 0.34 1.15 11.08 CB OS9 CB OS8 18 0.0987 0.012 35.86 20.29 0.31 14.731 54 0.1 CULVERT AC5 0.996 0.9 0.896 10.525 23.9 0.34 1.15 12.09 CB OS9 CULVERT 18 0.0934 0.012 34.88 19.74 0.35 14.76 65 0.1 CB OS9 A OS9 0.027 0.9 0.024 10.550 24.0 0.341 1.15 12.09 CB OS10 CB OS9 18 0.1013 0.012 36.33 20.56 0.33 15.20 45 0.0 CBOS10 AOS10 0.023 0.9 0.021 10.570 24.0 0.34 1.14 12.10 CB OS11 CB OS10 18 0.1408 0.012 42.83 24.23 0.28 17.241 98 0.1 CB OS11 A OS11 0.049 0.9 0.044 10.614 24.1 0.34 1.14 12.12 DITCH CB OS11 18 0.0823 0.012 32.74 18.53 0.37 14.13 79 0.1 DITCH 0.000 10.614 24.2 0.341 1.14 12.09 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Sheet2 Project: GLACIER CREEK Job # 97018 licalics. by: Brett Date: 4/30/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm (years(yearsL 25 Enter 10 or 25 24 hr.preci .(in. 3.4 LOCATION AREA cum.AC Tc i, I, Q, pipe dia. slope n Qu VN Q/Qti Vat Q, pipe length trawl time to from (acres) C A min (ds (in.) (ft/ft) (cis) (ft/s) (ftls) (ft) (min) 1 .41 CB OS2 CB OS1 12 0.0199 0.012 5.46 6.95 0.08 3.48 186 0.9 C8 5159 A C 1 26.287 0.55 14.458 14.609 37.6 0.25 0.86 12.51 CB OS2 C8 5159 18 0.05 0.012 25.52 14.44 0.49 12.13 40 0.1 CB OS2 A OS2 0.094 0.9 0.085 14.694 37.7 0.25 0.86 12.57 OUTLET CB OS2 18 0.0227 0.012 17.20 9.73 0.73 9.17 30 0.1 C8 OS3 A OS3 0.100 0.9 0.090 0.090 6.3 0.80 2.73 0.25 CB OS4 CB OS3 12 0.0162 0.012 4.93 6.27 0.05 2.64 197 1.2 CULVERT A C2 N17.61 0.58 10.214 10.304 32.8 0.28 0.94 9.64CB OS4 CULVERT 18 0.0171 0.012 14.92 8.45 0.65 7.71 45 0.1 CB OS4 A OS4 0.9 0.0891 10.393 32.9 0.27 0.93 9.70 CB OS5 CB OS4 1 18 0.0172 0.012 14.97 8.47 0.65 7.74 146 0.3 CB OS5 A OS5 0.074 0.9 0.067 10.460 33.2 0.27 0.93 9.71 CB OS6 CB OS5 18 0.036 0.012 21.66 12.25 0.45 9.971 146 0.2 CULVERT A C3 11.845 0.58 6.870 17.330 33.5 0.27 0.92 16.01 CB OS6 CULVERT 18 0.0696 0.012 30.11 17.04 0.53 14.71 45 0.1 CB OS6 A OS6 0.074 0.9 0.067 17.397 33.6 0.27 0.92 16.04 OUTLET CB OS6 18 0.065 0.012 29.10 16.47 0.55 14.38 10 0.1 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Sheetl Project: GLACIER CREEK Job # 97018 JCaIcs. by: Brett Date: 4/30/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm (years Y-,I10 0�-`, Enter 2 or 100 24 hr. reci .(in. ,, ,x9' LOCATION AREA cum.AC Tc Ir I, Q, pipe dia. slope n Qh, V,1A Q/Q, V at Qr Pipe length travel time to from acres C AC min cfs) (in.) (ft/ft) (cfs) (ft/s) (f 1s) (ft) (min) CB OS2 CB OS1 12 0.0199 0.012 5.46 6.95 0.09 3.70 186 0.8 CB5159 AC1 26.287 0.55 14.458 14.609 37.6 0.27 1.04 15.13 CB OS2 CB 5159 18 0.05 0.012 25.52 14.44 0.59 12.89 40 0.1 CB OS2 A OS2 0.094 1 0.9 0.085 14.694 37.7 0.27 1.04 15.21 OUTLET CB OS2 1 1 18 0.0227 0.012 17.20 9.731 0.88 9.881 30 0.1 CB OS3 A OS3 0.100 0.9 0.090 0.09 6.3 0.82 3.19 0.29 CB OS4 CB OS3 12 0.0162 0.012 4.93 6.27 0.06 2.82 197 1.2 CULVERT A C2 17.611 0.58 10.214 10.304 32.8 0.29 1.13 11.63 CB OS4 CULVERT 1 18 0.0171 0.012 14.92 8.45 0.78 8.12 45 0.1 CB OS4 A OS4 0.099 0.9 0.089 10.393 32.9 0.29 1.13 11.71 CB OS5 CB OS4 1 18 0.0172 0.012 14.97 8.47 0.78 8.16 146 0.3 CB OS5 A OS5 0.074 1 0.9 0.067 10.460 33.2 0.29 1.12 11.72 CB OS6 CB OS5 18 0.036 0.012 21.66 12.25 0.54 10.64 146 0.2 CULVERT A C3 11.845 0.58 6.870 17.330 33.4 0.29 1.12 19.34 CB OS6 CULVERT 18 0.0696 0.012 30.11 17.04 0.64 15.53 45 0.0 CB OS6 A OS6 0.074 0.9 17.397 33.5 0.29 1.11 19.39 OUTLET CB OS6 0.067 181 0.065 0.012 29.10 16.471 0.67 15.15 10 0.0 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Page 1 Project: GLACIER CREEK Job # 97018 ICaics. by: Brett Date: 4/30/98 RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA design storm ears 100 Enter 2 or 100 24 hr.precip.(in. 3.9 LOCATION AREA cum.AC Tc i, I, 4 pipe dia. slope n Qu VU Q/Q, V at Q, pipe length travel time to from acres C AC 0.000 min cfs (in.) (ft/ft) (cfs) (ft/s) (ft/s) (ft) (min) CB OS8 CB OS7 12 0.0192 0.012 5.36 6.83 0.05 2.91 188 1.1 CULVERT AC4 16.305 0.58 9.457 9.543 23.8 0.35 1.38 13.19 CB OS8 CULVERT 18 0.0478 0.012 24.95 14.12 0.53 12.17 40 0.1 CB OS8 A OS8 0.095 0.9 0.086 9.629 23.9 0.35 1.38 13.29 CB OS9 CB OS8 18 0.0987 0.012 35.86 20.29 0.37 15.48 54 0.1 CULVERT A C5 0.996 0.9 0.8961 10.525 23.9 0.351 1.38 14.50 CB OS9 CULVERT 1 18 0.0934 0.012 34.88 19.74 0.42 15.64 65 0.1 CB OS9 A OS9 0.027 0.9 0.024 10.550 24.0 0.35 1.38 14.51 CB OS10 CB OS9 18 0.1013 0.012 36.33 20.56 0.40 16.06 45 0.0 CB OS10 A OS10 0.023 0.9 0.021 10.570 24.0 0.35 1.37 14.52 1CB OS11 CB OS10 18 0.1408 0.012 42.83 24.23 0.34 18.01 98 0.1 CB OS11 A OS11 0.049 0.9 0.044 10.614 24.1 0.35 1.37 14.54 DITCH CB OS11 18 0.0823 0.012 32.74 18.53 0.44 15.03 79 0.1 DITCH 0.000 10.614 24.2 0.35 1.37 14.51 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 Sheet2 PACIFIC ENOINEERINQ DESION INC. 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