Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (3)
I TABLE OF CONTENTS IEXECUTIVE SUMMARY 2 PROJECT DESCRIPTION 3 I EXISTING CONDITIONS 4 Site 4 Flood Map 4 I Site Geology 4 Geotechnical Report 5 Existing Hydrology 5 I Existing Basin Areas 5 POST-DEVELOPED CONDITIONS 6 Site 6 Post-Developed Basin Areas 6 IHYDROLOGIC ANALYSIS DESIGN GUIDELINES 7 Design Guidelines 7 Hydrograph Method 7 I RUNOFF PARAMETERS 7 Basin Runoff 8 HYDRAULIC ANALYSIS AND DESIGN CHARACTERISTICS 8 I System Characteristics 8 System Performance-Onsite 8 System Performance-SW 74th Ave 9 I System Performance-SW Red Cedar Way 9 WATER QUALITY 9 Water Quality Guidelines&Calculations-Onsite Development 9 I Flow Through Planters 9 Vegetated Filter Strips 9 Water Quality Guidelines&Calculations-SW 74th Ave 9 Water Quality Guidelines&Calculations-SW Red Cedar Way 10 WATER QUANTITY 10 Detention Guidelines 10 Detention Facilities-Onsite Development 10 ir Detention Facilities-SW 74th Ave 10 Detention Facilities-Weigela Terrace 11 Detention Facilities-SW Red Cedar Way 11 I DOWNSTREAM ANALYSIS 12 SUMMARY 14 TECHNICAL APPENDIX A IREFERENCES B LIST OF FIGURES IFigure 1 -Vicinity Map 3 Figure 2-Site Location 4 I I I I LIST OF TABLES Table 1 - Soil Characteristics 4 Table 2- Existing Onsite Basin Area 5 Table 3- Existing Public Right-of-Way Basin Area 5 Table 4- Post-Developed Basin Area 6 Table 5- Proposed Public Right-of-Way Basin Area 6 Table 6- Design Storms 7 Table 7- Basin Runoff Rates 8 Table 8- Basin Runoff Rates and Release Rates for SW 74th Ave 11 Table 9- Basin Runoff Rates and Release Rates for Weigela Terrace 11 Table 10- Basin Runoff Rates and Release Rates for SW Red Cedar Way 12 Table 11 - Flow Rates at 72-inch Culvert 13 Table 12- Peak Storm Stage for 25-Year Storm 13 Table 13 - Peak Storm Stage for 100-Year Storm 14 V I I 1 I I I I I I I I I IRed Cedar Estates Storm Drainage Report Page 1 of 13 1 I hereby certify that this stormwater management report for 9777 SW 74th Avenue has been prepared II by me or under my supervision and meets minimum standards of the City of Tigard and normal standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed k by me. I 1 1 I 1 I I 1 I I 1 , I I I I -4/fr -) Red Cedar Estates Storm Drainage Report Page 2 of 13 EXECUTIVE SUMMARY The proposed project is located at 9777 SW 74th Avenue in Tigard,OR(Tax Lot 15125DC 600).The total site area is 2.80 acres and contains a house, outbuilding and driveway.All existing structures and the driveway will be demolished for the proposed subdivision. 111 The proposed project will consist of subdividing the property into seven lots, creating a cul-de-sac, and completing side walk improvements along SW 74th Avenue. Each lot will have an individual water quality facility to treat runoff before being discharged to South Ash Creek to the north. Upgrades will be made to the existing stormwater system at the end of the cul-de-sac on SW Red Cedar to accommodate the added impervious area from the cul-de-sac improvements. The design of all stormwater facilities will follow the Clean Water Services Design and Construction Standards dated April 2017. 1 A downstream analysis was conducted for the stream that flows through the north half of the site to determine that there will be no downstream deficiencies. The increase in flow from the proposed development will have negligible effect on the flow rate in the stream and the water surface elevation. The will be no adverse effects on the downstream system due to the proposed subdivision. The purpose of this report is to describe the treatment facilities being proposed, to show the I downstream system has sufficient capacity to receive the un-detained flows and to show that the design follows Clean Water Services Design and Construction Standards. 111 I I I I I 3J•- i IRed Cedar Estates Storm Drainage Report Page 3 of 13 I I PROJECT DESCRIPTION The proposed project will consist of subdividing property into seven lots, creating a cul-de-sac, and I completing side walk improvements along SW 74th Avenue. Each lot will have an individual water quality facility to treat runoff before discharging to South Ash Creek to the north. Upgrades will be made to the existing stormwater system to capture and convey runoff from the new impervious area I in the right-of-way. The design of all stormwater facilities will follow the Clean Water Services Design and Construction Standards dated April 2017. IThe purpose of this report is to describe the treatment facilities being proposed, to show the downstream system has sufficient capacity to receive the un-detained flows and to show that the design follows City of Tigard Public Improvement Design Standards and Clean Water Services Design Iand Construction Standards. Geraldi'9 Wall V - . Edtlitg Place _ '.. y Beaverton i 5Nxi ` COP l..>t0 3, i }4 4 Fale4+Mllli , P¢htand Gdt Dub I_ .DpLs Gab N Parr kive,v nC matery fl 9 I SITE LOCATION g I v I I IFigure 1 -Vicinity Map 1 I I I I .._.)For' Red Cedar Estates I Storm Drainage Report Page 4 of 13 I r--r.- ,ems ""� i of 4 a -_ f . le 14 m Lo a ``Ct. ;i N-41 i Elmsoo.d14 `{ so., R l; PCwCP CI `*r te wood',, goi, .. ; PROJECT SITE ' .'_SWEIm..-5-4 St $Y,4�m... R^��` ,m 0 . : ' + SW vent r +flarbara Ln 'ill' 10. 4. gy-iStrily PI a:.-t .41.1 iw' w* - ,.. '4 % p i47 .x , i,wes•BagP PeN, r+ntur_a ND 5W L ii9aurSt SW.Lancf='S11 i "® - SW`4ow,uJ E•4,1111110. $a . '' 'Alf hilt. h ,. .°^N — ire .. slncusust.dow S.+I , , „... ",At Crl o ST 'wt ns St ust,ct* ,,,,, „ s jirt Figure 2-Site Location EXISTING CONDITIONS I Site The proposed project is located at 9777 SW 74th Avenue in Tigard,OR(Tax Lot 1 S125DC 600).The total site area is 2.80 acres and contains a house, outbuilding and driveway. Flood Map I The site is located within Zone X(un-shaded) per flood insurance rate map (FIRM) panel number 534 of 650 (See Technical Appendix: Exhibits - FIRM: 41067C0534E). FEMA's definition of Zone X (un- shaded) is an area determined to be outside the 0.2%annual chance floodplain. Site Geology I The soil types as classified by the United States Department of Agriculture Soil Survey of Washington County are identified in Table 1 (See Technical Appendix: Exhibits- Hydrologic Soil Group-Washington County, Oregon). 1 Soil Type Hydrologic Group Helvetia Silt Loam C Table 1 -Soil Characteristics I 3J•— t Red Cedar Estates Storm Drainage Report Page 5 of 13 I The entire site is assumed to be Group C type soils. Group C soils are defined as soils having a slow infiltration rate when thoroughly wet. Geotechnical Report A geotechnical investigation by GeoPacific Engineering, Inc was completed on October 23, 2017 and on November 27, 2017 (See Technical Appendix: Geotechnical Report). A field exploration was done on October 23, 2017 and infiltration testing was done on November 27, 2017.A total of 4 exploratory test pits were excavated to depths of 9.5 to 11 ft deep.At the time of the field exploration,soil onsite was damp to wet. Ground water seepage was encountered between depths of 7 to 10 ft. Regional geologic mapping indicates that static groundwater is present at depths less than 20 ft below the existing ground surface. Infiltration testing was done using the encase falling head method on November 3, 2017. A total of two tests were performed at a depth of 6 feet and 5 feet and the measured infiltration rate was 0 in/hr and 0.2 in/hr, respectively. Existing Hydrology Runoff from the site generally sheet flows towards the north into South Ash Creek. Elevations on the site vary between 236 in the south to 197 in the north. Existing Basin Areas Tables 2 and 3 shows the current impervious and pervious areas for the property and public right-of- way(See Technical Appendix: Exhibits- Existing Site Conditions). Existing Onsite Basin Area ft2 Acres Impervious Area 9,620 0.23 Pervious Area 112,122 2.57 Total Area 121,742 2.80 Table 2- Existing Onsite Basin Area Existing Onsite Basin Area ft2 Acres Modified Impervious Area 7,343 0.17 Undisturbed Impervious Area 13,975 0.32 Total Impervious Area 21,318 0.49 1� Pervious Area 6,016 0.14 Total Area 27.334 0.63 Table 3- Existing Public Right-of-Way Basin Area 410°' I I Red Cedar Estates I Storm Drainage Report Page 6 of 13 I POST - DEVELOPED CONDITIONS III Site The proposed project will consist of subdividing the property into 7 lots, creating a cul-de-sac, and constructing side walk improvements along SW Red Cedar Way and SW 74th Avenue. Lots 3&4 will be treated using planters and lots 1, 2, 5, 6 &7 will be treated using vegetated filter strips. Runoff from the proposed sidewalk improvements and cul-de-sac for SW Red Cedar way will be conveyed to the existing water quality and detention system in SW Red Cedar Way with modifications to the existing flow control structure. The sidewalk improvements along SW 74th Ave will discharge to the existing storm system in SW 74th I Ave. Runoff draining to SW 74th Ave is treated via a StormFilter manhole with one cartridge and detained with a 36" pipe (See Technical Appendix: Other Studies and As-Builts - Ash Creek). No 1 improvement will be made to this storm system. Post-Developed Basin Areas Table 4 shows the proposed impervious and pervious areas onsite. The proposed cul-de-sac and sidewalks will drain to the existing storm system in SW Red Cedar Way. An impervious area of 2,640 ft2 per lot was assumed. Table 5 shows the improvements and existing impervious area from the I public right-of-way on SW 74th Ave (See Technical Appendix: Exhibits - Post-Developed Site 1 Conditions). Post-Developed Onsite ft2 I Basin Area Acres Proposed Cul-De-Sac 3,694 0.09 1 Proposed Sidewalk 2,623 0.06 Proposed Roof 18,480 0.42 Pervious Area 22,104 0.51 I Pervious Area Inside the 74,842 1.72 Vegetated Buffer Total Area 121,743 2.80 Table 4- Post-Developed Basin Area Post-Developed Basin ft2Acres Area Impervious Area 24,594 0.57 1 Pervious Area 2,740 0.06 Total Area 27,334 0.63 Table 5- Proposed Public Right-of-Way Basin Area I I It%) 1 Red Cedar Estates Storm Drainage Report Page 7 of 13 HYDROLOGIC ANALYSIS DESIGN GUIDELINES Design Guidelines The site is located within the jurisdiction of the City of Tigard and Clean Water Services.The guidelines used for the design of this project reflect current Clean Water Services Design and Construction Standards, issued in April of 2017. Hydrograph Method Naturally occurring rainstorms dissipate over long periods of time. An effective way of estimating storm rainfall is by using the hydrograph method. The Santa Barbara Urban Hydrograph (SBUH) method was used to develop runoff rates. The computer software XPSTORM was used in modeling the hydrology during the existing and post-developed storm events to determine the increase in runoff after the development.The increase in runoff was used in the downstream analysis discussed later in this report. Design Storm The rainfall distribution to be used for this area is the design storm of 24-hour duration based on the standard Type 1A rainfall distribution. Table 6 shows total precipitation depths for the design storm events used in the analysis, which were used as multipliers for the Type 1A 24-hour rainfall distribution. Recurrence Interval Total Precipitation (Years) Depth (inches) 2 2.50 10 3.45 I 25 3.90 100 4.50 Table 6- Design Storms RUNOFF PARAMETERS Curve Number The major factors for determining the CN values are hydrologic soil group, cover type, treatment, hydrologic condition, and antecedent runoff condition.The curve number represents runoff potential from the ground. Table 2-2a from the TR55 Urban Hydrology for Small Watersheds was used to determine the appropriate curve numbers(See Technical Appendix: Exhibits-Table 2-2a Runoff Curve Numbers). The existing site was given a curve number of 70 for pervious area, which corresponds to woods in good condition.The post-developed CN for the pervious area onsite is 79 and for the area inside and around the vegetated buffer that will not be disturbed is 70. A curve number of 98 was used for all impervious area. 1 I Red Cedar Estates I Storm Drainage Report Page 8 of 13 I For the existing storm system for SW 74th Ave, a curve number of 81 was used for predeveloped developed condition, per the Ash Creek Storm Report.This CN was used for the detention calculations for the area draining to SW 74th Ave. Time of Concentration I The time of concentration was calculated for the existing site using the TR-55 Method, the existing contours and assuming the site was Woods with light underbrush. The time of concentration of 8 minutes was calculated for the existing site (See Technical Appendix: Calculations - Time of Concentration). A time of concentration for the post-developed conditions, as well as the existing conditions for the offsite basin (SW Red Cedar Way) was assumed to be 5 minutes. The time of concentration for the predeveloped basin draining to SW 74th Ave is 12 minutes, per the Ash Creek Storm Report. Basin Runoff I The existing and post-developed runoff rates for the project are shown in Table 7 (See Technical Appendix: Hydrographs). Recurrence Existing Increase in Post-Developed Allowable Interval (Years) Runoff)Rate Runoff Rate (cfs) Runoff R(cfs) Release Rate(cfs) J 2 0.21 0.47 0.26 0.21 10 0.58 0.90 0.32 0.58 25 0.78 1.14 0.36 0.78 100 1.08 1.46 0.38 - Table 7- Basin Runoff Rates I HYDRAULIC ANALYSIS AND DESIGN it CHARACTERISTICS 1. System Characteristics The proposed conveyance system is designed to convey and contain the peak runoff from a 25-year design storm with at least 1' of freeboard. The proposed conveyance system will have sufficient capacity to handle all storm event up to and including the 100-year storm event. I/ Maximum flow in a storm drainage pipe occurs at approximately 0.94do (depth of flow section (do) - depth of flow normal to the direction of flow). At 0.94do the section factor of uniform flow has a maximum value which results in optimum flow for a section without surcharge conditions. System Performance - Onsite Lots 3 & 4 are treated with planters and then conveyed to a perforated pipe to be discharged to the creek. Lots 1, 2, 5, 6&7 are treated using vegetated filter strips which allows water to sheet flow north to the creek. No conveyance calculations will be performed for lots 1, 2, 5, 6 &7. i 1. 1 Red Cedar Estates Storm Drainage Report Page 9 of 13 I During a 25-year storm event, the proposed conveyance system will operate at or below 0.94do with a minimum freeboard of 0.31 ft (See Technical Appendix: XPSTORM Output - Conveyance Data- Onsite). During the 100-year storm event,there will be no out of system flooding with at least 0.30 ft of freeboard. Although the conveyance system onsite will operate below 1' of freeboard, this section of the system is at the point where water is being discharged to the creek and downstream of any structures. System Performance - SW 74th Ave During a 25-year storm event, the proposed conveyance system will operate at or below 0.94do with a minimum freeboard of 2.56 ft (See Technical Appendix: XPSTORM Output - Conveyance Data-SW 74th Ave). During the 100-year storm event, there will be no out of system flooding with at least 1.90 ft of freeboard. System Performance - SW Red Cedar Way During a 25-year storm event, the proposed conveyance system will operate at or below 0.94do with a minimum freeboard of 0.87 ft (See Technical Appendix: XPSTORM Output - Conveyance Data-SW Red Cedar Way). During the 100-year storm event,there will be no out of system flooding with at least 0.60 ft of freeboard. Although the conveyance system onsite will operate below 1' of freeboard, the system has capacity to convey up to the 100-year storm event without flooding. The only section of the storm system that drops below 1'freeboard is in the detention pipe.This is due to the flow control manhole, which has a weir that allows anything above the 100-year flow rate to bypass it. WATER QUALITY Water Quality Guidelines & Calculations - Onsite Development Runoff from each lot will be treated using individual water quality filters. Lots 3 & 4 will be treated using flow through planters and lots 1, 2, 5, 6 & 7 will be treated using vegetated filter strips. Flow through planters and vegetated filter strips were designed using the Clean Water Services LIDA Handbook. Each lot is assumed to have a total of 2,640 sf of impervious area (CWS Design & Construction Standards Section 4.05.5).A sizing factor of 0.06(CWS LIDA Handbook)was used to size each planter and vegetated filter strip. Each water quality facility will be at least 160 sf. Flow Through Planters Each flow through planter will be design following the minimum requirements below and CWS Drawing NO. 794. Vegetated Filter Strips Each vegetated filter strip will be design following the minimum requirements below and CWS Drawing NO. 796. Water Quality Guidelines &Calculations - SW 74th Ave Per Clean Water Services guidelines, water quality treatment facilities are required to be designed to treat the rainfall of 0.36"over a 4-hour period with a return period of 96-hours.The facility is designed to fully treat all impervious area draining to it, not just the new and modified impervious area. Basins 11, 12, 13& 14 are all draining to the system in SW 74th Ave,which has a total impervious area of 0.583 I Red Cedar Estates t Storm Drainage Report Page 10 of 13 I acres. The following shows the calculated treatment flow rate for the design the water quality treatment facilities. Water Quality Volume (WQV) = Impervious Area (ft2)X 0.36(in) = 25,400 (ft2)X 0.36(in) = 762 ft3 12 (in/ft) 12(in/ft) Water Quality Flow(WQF)= WQV = 762 (ft3) = 0.053 cfs 14,400 seconds 14,400 sec The existing StormFilter manhole contains 1 stormwater filter with the capacity to treat up to 15 gpm (0.0333cfs).The StormFilter Manhole will require 2 cartridges to treat the impervious area draining to it. Water Quality Guidelines & Calculations - SW Red Cedar Way An existing water quality manhole is located in the northwestern portion of the SW Red Cedar Way cul-de-sac. The water quality manhole contains one Contech StormFilter Cartridge to treat runoff draining to it that was constructed as part of o the Jackson Woods Development. Per the Jackson Woods Storm Drainage Calculations, there are four houses draining to the system in SW Red Cedar Way(11,200 sf). Basin 8,9& 10 in Exhibit 2 will also be draining to this system. Following the CWS guidelines for calculating the water quality treatment flow rate, the new treatment flow rate is 0.050 cfs: Water Quality Volume (WQV) = 23.920(ft2) X 0.36 (in) = 718 ft3 12 (i n/ft) i Water Quality Flow(WQF) = 718 (ft3) = 0.050 cfs 14,400 sec A two cartridge system has the capacity treat 0.067 cfs;therefore,the existing water quality treatment facility will require an additional cartridge to fully treat the impervious surface draining to it. WATER QUANTITY Detention Guidelines I Per section 4.03 of Clean Water Service's Design and Construction Manual, detention facilities are designed to capture runoff and release it at a rate that does not exceed the pre-developed runoff rate for the 2, 10 and 25-year design storms. Detention Facilities - Onsite Development ■ J.T. Smith Companies has opted to pay the fee-in-lieu of detention for all residential lots. I Detention Facilities - SW 74th Ave The sidewalk improvements along SW 74th Ave will be detained with the existing system in SW 74th Ave. The sidewalk improvements are the only increased impervious area that will be draining to the storm system in 74th Ave. A model was developed using the software XPSTORM and 3J I IRed Cedar Estates Storm Drainage Report Page 11 of 13 I I shows the existing system can accommodate the increased impervious area. Per the Ash Creek Storm Report,the existing basin draining to SW 74th Ave is 0.31 acres of impervious area. I No changes to the existing detention pipe and flow control manhole are necessary to meet CWS standards. See Table 8 below for predeveloped runoff rates, post-developed runoff rates and post- developed release rates for the 2, 10 and 25-year storms (See Technical Appendix: XPSTORM Output I - XPSTORM Runoff Data and Conveyance Data for SW 74th Ave). The link named P-SDMH 3-3 is the outfall for SW 74th Ave. I Recurrence Interval(Years) Predeveloped Post-Developed Post-Developed Runoff Rate(cfs) Runoff Rate (cfs) Release Rate(cfs) 2 0.06 0.21 0.08 I 10 0.13 0.29 0.10 25 0.16 0.33 0.14 Table 8 - Basin Runoff Rates and Release Rates for SW 74th Ave IDetention Facilities -Weigela Terrace The sidewalk improvements along SW Red Cedar Way that drain east towards SW 74th Ave will be Idetained with the existing system in SW Red Cedar Way that was constructed as part of the Weigela Terrace project. A model was created using the software XPSTORM to show the existing system can accommodate the increased impervious area. Per the Weigela Terrace Storm Report, the basin idraining to this system is 3.51 acres.The increase in impervious area was added to this basin area. No changes to the existing detention pipe and flow control manhole are necessary to meet CWS Istandards. See Table 9 below for predeveloped runoff rates (from the Weigela Storm Report), post- developed runoff rates and post-developed release rates for the 2, 10 and 25-year storms (See Technical Appendix:XPSTORM Output-XPSTORM Runoff Data and Conveyance Data for SW 74th Ave). IThe link named P-SDMH #4 is the outfall for Weigela Terrace. Recurrence Interval Predeveloped Post-Developed Post-Developed (Years) Runoff Rate(cfs) Runoff Rate (cfs) Release Rate(cfs) 2 0.52 1.07 0.43 • 10 1.02 1.76 2.1 1 0.84 25 1.27 1.10 Table 9 - Basin Runoff Rates and Release Rates for Weigela Terrace Detention Facilities - SW Red Cedar Way The existing detention system consists of a 96" diameter, 42' long underground pipe. A flow control 1 manhole follows the detention pipe conveying detained stormwater to a 48"StormFilter manhole.The existing 96" detention pipe was modeled in XPSTORM to determine the extent of modification required to detain the added runoff from the SW Red Cedar Way improvements.According to the as- I builts the flow control manhole contains two orifices and a 12"overflow riser.The first orifice is a 7/8" diameter hole on the bottom of the riser. This orifice controls the 2-year release rate. The second I I los-- Red Cedar Estates I Storm Drainage Report Page 12 of 13 I orifice is 1.09 inches and is set 5.95 feet above the first. The top of the riser is 0.60 feet above the second orifice. The existing standpipe will need to be replaced with a 7/8"orifice for the 2-year storm event, a new 2- 3/16" diameter orifice set at 9.25 feet above the first orifice and the top of the 12" standpipe set 6" above the second orifice.This is subject to change based on the final design plans. Recurrence Interval Predeveloped Post-Developed Post-Developed (Years) Runoff Rate (cfs) Runoff Rate (cfs) Release Rate(cfs) 2 0.03 0.37 0.07 10 0.12 0.54 0.10 25 0.18 0.62 0.15 Table 10 - Basin Runoff Rates and Release Rates for SW Red Cedar Way DOWNSTREAM ANALYSIS Clean Water Services(CWS) requires a downstream analysis when new impervious area greater than I 5,000 square feet is created. According to CWS' Design And Construction Standards for Sanitary Sewer and Surface Water Management, the analysis must show capacity in the downstream system for the additional volume of water. The analysis shall extend downstream to a point where the drainage from the proposed development constitutes less than 10% of total flow. When the flow drops below the 10%threshold the analysis must continue for% of a mile or until the additional flow is less than 5%of total drainage flow. The proposed site conveys runoff to the existing storm system in the cul-de-sac and discharges to Ash Creek that flow through the north side of the site. The following assumptions were used for the downstream analysis; • The 25-Year and 100-Year undetained runoff rate from Ash Creek Estates is 3.36 cfs and 4.05 cfs, respectively as shown in the Ash Creek Estates Storm Report. See Technical Appendix: Other Studies and As-Builts -Ash Creek Estates Storm Report. • The 25-Year and 100-Year undetained runoff rate from SW 74th Ave is 0.28 cfs and 0.33 cfs, respectively as shown in the Ash Creek Estates Storm Report. See Technical Appendix: Other Studies and As-Builts -Ash Creek Estates Storm Report. • The 25-Year and 100-Year undetained runoff rate from Weigela Terrace and Red Cedar Way is 2.01 cfs and 2.45 cfs, respectively, as shown in the Weigela Terrace Storm Report. See Technical Appendix: Other Studies and As-Builts -Weigela Terrace Storm Report. • Per the Jackson Woods Storm Drainage Calculations, the development has 0.40 acres of impervious area and 0.20 acres of pervious area. CN for all pervious area is 70 and the site has a time of concentration of 20 min. See Technical Appendix: Other Studies and As-Builts - I Jackson Woods Storm Report. • All other basin areas were calculated using GIS data and Clean Water Services'Sanitary Sewer and Storm Sewer Map. 1 • Cross-sections for the creek were taken from GIS Contours. 4111 IRed Cedar Estates Storm Drainage Report Page 13 of 13 I • A time of concentration for all upstream basins delineated from GIS contours was assumed to be 5 minutes since they are all fully developed. • All upstream basins are residential with an average lot size of approximately 0.25 acres. Following Table 2-2a Runoff curve numbers for urban area, residential districts with an Iaverage lot size is approximately 38% impervious and has a composite CN of 83. • All upstream basin soils are hydrologic group C. I • The stream was given a Manning's n value of 0.10, corresponding to a minor stream with very weedy reaches, deep pools, or floodways with heavy stand of timber and underbrush. • GIS contours can vary up to 10'. Due to this variation, cross sections used in the model for the I stream are conservative and may have more capacity than what the model shows (See Technical Appendix: Downstream Analysis-Cross Sections). I A total of 9 upstream basins and 5 downstream basins were delineated for the downstream analysis using GIS contours and Clean Water Services' Sanitary Sewer and Storm Sewer Map (See Technical Appendix - Downstream Analysis - Exhibit 3). The downstream analysis extends down to the 72" I culvert under SW 80th Ave (approximately �/a mile downstream of the outfall). XPSTORM was used to model the runoff and conveyance through the creek. I The proposed conditions for the site were added to the model to check how much the runoff from the proposed site will contribute to the drainage flow in the creek.See Table 11 below for the amount of runoff from the proposed site that enters the creek,the overall flow in the creek and the percentage Iof flow in the creek from the proposed subdivision. Peak Runoff from Total Flow in the IStorm Event the Proposed Site Creek(cfs) % Flow in Stream • (cfs) 25-Year 1.14 33.26 3.4% 100-Year 1.46 42.62 3.4% Table 11 - Flow Rates at 72-inch Culvert IThe peak runoff from the proposed site is 3.9% of the total flow in the creek at the 72-inch culvert at SW 80th Ave. The proposed site will have negligible effect on the downstream system (See Technical Appendix: Downstream Analysis - XPSTORM Conveyance Data). Table 12 & 13 below shows the Iexisting and post-construction water surface elevation at the 72-inch culvert. INode Existing Stage (ft) Post-Construction Freeboard (ft) Stage (ft) Culvert Out 195.07 195.08 14.10 IOUTFALL2 193.50 193.52 15.66 OUTFALL3 189.86 189.88 13.00 OUTFALL4 188.04 188.06 9.94 I72-IN CULVERT 183.49 183.50 8.50 Table 12- Peak Storm Stage for 25-Year Storm I ' I 3J ' Red Cedar Estates Storm Drainage Report Page 14 of 13 I Node Existing Stage (ft) Post-Construction Post-Construction I Stage (ft) Freeboard(ft) Culvert Out 195.13 195.13 14.05 OUTFALL2 193.57 193.57 15.61 OUTFALL3 189.95 189.95 12.93 OUTFALL4 188.14 188.15 9.85 72-IN CULVERT 183.54 183.55 8.45 Table 13 - Peak Storm Stage for 100-Year Storm SUMMARY The proposed stormwater management system for the SW 74th Ave development will meet and exceed the requirements of the City of Tigard and Clean Water Services.The post-developed increase in runoff will have a negligible effect on the downstream system. r I I I I I I I t 1 9777 SW 74th Ave Storm Drainage Report TECHNICAL APPENDIX Exhibits - National Flood Hazard Layer FIRMette - Hydrologic Soil Group-Washington County - Tables 2-2a and 2-2c Runoff Curve Numbers Table 7: Hydraulic Roughness (Manning's n) - Exhibit 1 - Existing Conditions - Exhibit 2- Proposed Conditions Drawings - Sheet C100 - Existing Conditions & Demolition Plans Sheet C230 - SW Red Cedar Way Plan & Profile - Sheet C231 - SW 74th Ave Plan & Profile - Sheet C232 - Cul De Sac Plan & Profile Sheet C300 - Composite Utility Plan - Sheet C410, 411 &412 - Utility Details Calculations - Time of Concentration 1 Hydrographs Existing Runoff Hydrograph - Post-Developed Runoff Hydrograph XPSTORM Output - XPSTORM Hydraulic Layout-Onsite - XPSTORM Runoff Data-Onsite - XPSTORM Conveyance Data-Onsite XPSTORM Hydraulic Layout-SW Red Cedar Way - XPSTORM Runoff Data-SW Red Cedar Way - XPSTORM Conveyance Data-SW Red Cedar Way - XPSTORM Hydraulic Layout-SW 74th Ave - XPSTORM Runoff Data-SW 74th Ave - XPSTORM Conveyance Data-SW 74th Ave Downstream Analysis - Hydrologic Soil Group -Washington County, OR - Exhibit 3 - Downstream Basins - XPSTORM Layout - Stream Cross Sections - XPSTORM Conveyance Data (25 & 100-Year Design Storm) - XPSTORM Runoff Data (25 & 100-Year Design Storm) Other Studies &As-Builts - Ash Creek Estates As-Built and Storm Report - Weigela Terrace As-Built and Storm Report - Jackson Woods As-Built and Storm Report Geotechnical Report Geotechnical Investigation by GeoPacific Engineering, Inc. dated October 23, 2017 I -41°-) I9777 SW 74'h Ave Storm Drainage Report I REFERENCES I1. Design and Construction Standards for Sanitary Sewer and Surface Water Management Issued April 2017-Clean Water Services ii I I I I I I I I 1 I I I 1 I I 10"--.) CO \11. x W ON WI ! MIR NMI N! IIMI WS alb 1M1 w1 1W1 Olt SO WO MI IMO OM A III' 11111 Sill MI Natio "i `al rifoorFlazargitarr IVMette FEMA Legend 45°27'9.27"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT f r 1� Without Base Flood Elevation(BFE) o .� , 0 OPY e .� Zone A,V,A99 � t e With BFE or Depth Zone AE,AO,AH,VE,AR u> , '- w .4 '" .r SPECIAL FLOOD p v "' N ,. 4. ,t x HAZARD AREAS Regulatory Floodway x ^w illi- 0.2%Annual Chance Flood Hazard,Areas r 1'' , sit ° 00 «s �� of 1%annual chance flood with average ` 0. w depth less than one foot or with drainage * areas of less than one square mile z"nc , #+ d A , Future Conditions 1%Annual . Chance Flood Hazard z„,,x o '* "" r Area with Reduced Flood Risk due to * OTHER AREAS OF Levee.See Notes zo,e x * ' 3 FLOOD HAZARD Area with Flood Risk due to Leveezo, n 1t ashingtc�n t►l�ut�ty , " 410238 " INo SCREEN' Area of Minimal Flood Hazard zo x 0 *� . " °• ' '0 *lei' Effective LOMRs OTHER AREAS "` .� Area of Undetermined Flood Hazard ro„�o IONIOMI T15 R11'd S25 a �- ', GENERAL -—-- Channel,Culvert,or Storm Sewer STRUCTURES 1 i 1 1 1 1 1 Levee,Dike,or Floodwall ihF of`Tiard. � zo.z co Cross Sections with 1%Annual Chance 410276 "`*"xr ' i„ v, t .z•s Water Surface Elevation AREA OF MINIMAL FLOOD HAZARD , ° , - '- ' 0- Coastal Transect k _ r.; Base Flood Elevation Line(BFE) g4. Limit of Study , 40 - Jurisdiction Boundary 1 ° 14' a ---•••— Coastal Transect Baseline ' » 41067 C0534 E 41057 C0575 E OTHER - — Profile Baseline i " FEATURES Hydrographic Feature eff.11/4/?016 11/4/2016 . , Not Printed Digital Data Available N a , - 'r �- ' '� � D No Digital Data Available „s-_, MAP PANELS Unmapped II 1 The pin displayed on the map is an approximate point selected by the user and does not represent a1M 0 ` p an authoritative property location. This map complies with FEMA's standards for the use of �"' + digital flood maps if it is not void as described below.'` '" , "' *. .` The basemap shown complies with FEMA's basemap s accuracy standards The flood hazard information is derived directly from the T1 S R1W S36 Ti S R116v'S36 `' „ authoritative NFHL web services provided by FEMA.This map ' No L ` was exported on 8/6/2018 at 1.37:10 PM and does not -00 e I reflect changes or amendments subsequent to this date and - 644 A N time.The NFHL and effective information may change or become superseded by new data over time. rt fa 0 _ 117, This map image is void if the one or more of the following map m elements do not appear,basemap imagery,flood zone labels, ,, Nationa] ap:0 oimagery.'f47 fti refreshed;October 2017., legend,scale bar,map creation date,community identifiers, " " ," `- FIRM panel number,and FIRM effective date.Map images for Feet 1:6,000 45°26'44.03"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Hydrologic Soil Group—Washington County,OregonE. I519210 519230 512., 519270 519290 519310 519330 519350 519370 45°27'1"N l I ,,, - 45°271"N i 4 }1 f 444 45C I I -4 I ' Syr t i 1 y. .VII • '' , ' ' . ::,..,,,,t, , 43 3 4. ram` .^,,. t, ., 19C _ .j ' ',. 't''''.„ A.w....;;•I''..4.'-;,,,;^,1,,,,,,,r,,*' .4::' I . ,. g0ED Glm(�G uu a� ct lee Nalicl �1ti;tr[T18@ ° *` I 45°26'54"N " 45°26'54"N 519210 519230 519250 519270 519290 519310 519333 519350 519370 3 3 1-1 to Map Scale:1:1,090 if printed on A portrait(8.5"x 11")sheet. Meters 90 0 50 100 200 300 Feet A Map projection:Web Mercator Corner coordirlates:WGS84 Edge tics:UTM Zone 10N WGS84 I USDA Natural Resources Web Soil Survey 8/6/2018 �� Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Washington County,Oregon MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) C/D 1:20,000. Soils D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D -I-4 Rails Please rely on the bar scale on each map sheet for map C Interstate Highways measurements. 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection,which preserves direction and shape but distorts Background distance and area.A projection that preserves area,such as the +"''' Atkii Aerial Photography Albers equal-area conic projection,should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s)listed below. Soil Survey Area: Washington County,Oregon C Survey Area Data: Version 15,Sep 19,2017 kmw. CID Soil map units are labeled(as space allows)for map scales k,.° D 1:50,000 or larger. • 0 Not rated or not available Date(s)aerial images were photographed: Aug 3,2014—Aug Soil Rating Points 23,2014 0 A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background O A/D imagery displayed on these maps.As a result,some minor ▪ B shifting of map unit boundaries may be evident. ® B/D I'slm Natural Resources Web Soil Survey 8/6/2018 A usprvaisorvices so op so Nam Coome So ay as amp so si mope 2 so as Hydrologic Soil Group—Washington County,Oregon I I Hydrologic Soil Group 1 Map unit symbol Map unit name Rating Acres in AOI Percent of AO1 19C Helvetia silt loam,7 to C ! 2.5 56.5% I 12 percent slopes t 43 Wapato silty clay loam 'C/D 1.2 26.8% 45C 'Woodburn silt loam,7 to C 0.7 16.7% I 12 percent slopes Totals for Area of Interest 4.5 100.0% IDescription I Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. I The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (ND, B/D, and C/D). The groups are defined as follows: IGroup A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively I drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These I consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 1 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of Iwater transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when I thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious Imaterial. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in Itheir natural condition are in group D are assigned to dual classes. IUSI M Natural Resources Web Soil Survey 8/6/2018 doom Conservation Service National Cooperative Soil Survey Page 3 of 4 I Hydrologic Soil Group—Washington County,Oregon I I Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.None Specified Tie-break Rule: Higher I I i 1 I i 1 I 1 1 1 L SIM Natural Resources Web Soil Survey 8/6/2018 "1111 Conservation Service National Cooperative Soil Survey Page 4 of 4 I I Chapter 2 Estimating Runoff Technical Release 55 1 Urban Hydrology for Small Watersheds ITable 2-2a Runoff curve numbers for urban areas li wimom ICurve numbers for Cover description - hydrologic soil group I Average percent Cover type and hydrologic condition impervious area 2/ A B C D Fully developed urban areas (vegetation established) IOpen space(lawns,parks,golf courses,cemeteries,etc.) I: Poor condition(grass cover<50%) 68 79 89 I Fair condition(grass cover 50%to 75%) 49 69 79 84 Good condition(grass cover>75%) 39 61 80 Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way) 98 98 98 98 I Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 Paved;open ditches(including right-of-way) 83 89 92 93 I Gravel(including right-of-way) 76 85 89 91 Dirt(including right-of-way) 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only) v 63 77 85 88 I Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: I Commercial and business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(town houses) 65 77 85 90 92 I 1/4 acre 38 61 75 El 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 I2 acres 12 46 65 77 82 Developing urban areas I Newly graded areas (pervious areas only,no vegetation)J 77 86 91 94 Idle lands(CN's are determined using cover types Isimilar to those in table 2-2c). 1 Average runoff condition,and Ia=0.2S. 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are I directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. I 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. I 111 (210-VI-TR-55,Second Ed.,June 1986) 2-5 I Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands 1/ Curve numbers for Cover description — ---- hydrologic soil group- Hydrologic Cover type condition A B C D Pasture,grassland,or range—continuous Poor 68 79 86 89 forage for grazing._v Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.X Fair 35 56 70 77 Good 30 v 48 65 73 1 Woods—grass combination(orchard Poor 57 73 82 86 or tree farm).4/ Fair 43 65 76 82 Good 32 58 72 79 i Woods.Di Poor 45 66 77 83 Fair 36 60 79 Good 30 V 55 70 77 ii Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. 1 Average runoff condition,and Ia=0.2S. 2 Poor: <50%)ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. Good: >75%ground cover and lightly or only occasionally grazed. 3 Poor. <50%ground cover. Fair: 50 to 75%ground cover. Good: >75%ground cover. 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. Good: Woods are protected from grazing,and litter and brush adequately cover the soil. I I I I (210-VI-TR-55,Second Ed.,June 1986) 2-7 I I 8-A-14 Channels ITABLE 7: HYDRAULIC ROUGHNESS(MANNING'S n) VALUES OF NATURAL CHANNELS AND FLOODPLAINS IChannel Minimum Normal Maximum 111 A. Minor streams(top width at flood stage less than 100 feet) I1. Streams on plain Ia. Clean, straight,full stage, no rifts or deep pools 0.025 0.030 0.033 Ib. Same as above,but more stones and weeds 0.030 0.035 0.040 Ic. Clean,winding, some pools and shoals 0.033 0.040 0.045 Id. Same as above,but some weeds and stones 0.035 0.045 0.050 I e. Same as above,lower stages, I irregular slopes and sections with more ineffective flow area 0.040 0.048 0.055 If. Same as d,but more stones 0.045 0.050 0.060 g. Sluggish reaches,weedy,deep Ipools 0.050 0.070 0.080 h. Very weedy reaches,deep pools, Ior floodways with heavy stand of timber and underbrush 0.075 1.100 0.150 I I IODOT Hydraulics Manual I I BASIN TOTAL BASIN AREA IMPERVIOUS AREA PERVIOUS AREA CN DRAINS TO (ACRES) (ACRES) (ACRES) I I O0.091 0.061 0.030 79 LOT 1 I = _ _ _ - - - 0 0.109 0.061 0.048 79 LOT 2 / '`l , (...,...,:_aiiii.. ."1:1_1:-...--__ O0.099 0.061 0.038 79 LOT 3 r % / f ,� s&_ ' 4 0.142 0.061 0.081 79 LOT 4 \ '� 3 ' O ��� � \\ o / r 1\i'',:\ t \ ' _.�50.170 0.061 0.109 79 LOT 5 _ / \ /,' 11:.',::.',:''.- �. I 0 06 0.114 0.061 0.053 79 LOT 6 \\ \ ',< \ ,;f,r iiO7 0.120 0.061 0.059 79 LOT 7 ';: • `�' . -• \ ! • :I II O 0.214 0.178 0.036 79 SDCB 01 •' \ . ----- - -`\ \ ` ` `` `I ;)• ~ I° ;� I• f 1---:-:11:' Il' \ ( \ `��f'. ice 9 0.074 0.065 0.009 79 SDCB 02 k' '- __- - ___ __,_\ ,,` -{ ` I - 10 0.057 0.049 0.008 79 SDCB 03 ___N ti,licri� � .!;� ,;;\ \' h I 11 0.128 0.108 0.020 79 STM CB D-2 ' - _ - I12 0.159 0.129 0.030 79 STM CB D-1 l; �t� \���� -" i -_--__�__,�•' :' 13 0.188 0.162 0.026 79 SDCB#1 __,. ._.74,,__i ____ ' ; lf.,.., , :: -- _ 1 _ 14 0.194 0.184 0.010 79 SDCB#2 f�;j i� � 2lliri'� �, ik-- ____ , ria, imi aim ----- liiii,_ , ____ i * 41-4116, ‘-\\, --- . 411 00 :. ItiAlAtfirIV411111-rNtdhirA0(... __----mi -k$i1i.I1'. ----.- . i; itipillillik..1:kr"111111 ':-M17------ 1;-=-F \" :i="_, .. _\. 04'Zili....61 ---- .t. I 0 ':, ;..ti+e - iw..'� , _ -. I - ---,-- N vY - W 0 E I 1 _ -_. S • --_----- SCALE: 1"=60' I 777 W 74THAVEN E I60 9 S U 08/08/2018 1 J.T. SMITH COMPANIES EXHIBIT 2 - PROPOSED CONDITIONS 3J CONSULTING CIVIL ENGINEERING 1 WATER RESOURCES I LAND USE PLANNING I LEGEND I --� PROJECT BOUNDARY -- RIGHT-OF-WAY LINE 'I' I IRIGHT-OF-WAY CENTERLINE - EASEMENT LINE ``� / ` �i '1� /'� ;./, 1 1 SD EXISTING STORM DRAIN $3 / i / / i 100 EXISTING MAJOR CONTOUR I : = ;j i 1 - I92 EXISTING MINOR CONTOUR `\`� \ o�� /1� 1 � EXISTING STORM MANHOLE — \ \ • -aW� + / ` ` \`' 1 0 EXISTING STORM CLEANOUT EXISTING IMPERVIOUS AREA- ONSITE \.' �\ -i:‘' s< . "'� `.'•ems, , I1 MODIFIED IMPERVIOUS AREA- RIGHT OF WAY ` 1_' 1° ,a+33rns : :• •:t,, 1, L TOTAL SITE AREA - 2.80 ACRES ",a =_ = == ��� °\ �__� , ,, ; =- a IMPERVIOUS AREA 0.23 ACRES I • = _ _ - PERVIOUS AREA - 2.57 ACRES , _ -'' - --=--= _ 4_=_• ____ _- _ ,; __ MODIFIED IMPERVIOUS AREA - 0.169 ACRES (7,343 SF) ' - ll ,..-%'--- rii---- --- w OE •,,-----------_:_-._ ,- , - I': 1 '- i r 1 =60 ' 111111111 0 60 I 9777 SW 74TH AVENUE 08i08/2018 I J.T. SMITH COMPANIES EXHIBIT 1 - EXISTING CONDITIONS 3J CONSULTING CIVIL ENGINEERING I WATER RESOURCES I LAND USE PLANNING 0 z 0 I -- 01 i��` LOT 2 I� TRACT A �- . iI© I ✓,'.,`�� . 7,,1`` �`� ``�'��``'NOog PHOFgs�y9 �/ • j ; i --N, _1 - .L.-"""-- 1 '.43) `k' 80069PE '". ifs\ sss�-ss ss ssl - ss © j e - 0,.9.44. 'OREOON■\� �� - ��i �� g ; y K. Q / # .4/ _ N 9SEK.WE��� - ,g- ma L ma M Q/ ,n �� 11 t 11 \� _ ___ 1 !,� `:. �� 'E70'INE5:06/31YL01 ` f III ' 1 I I I , �, 3 N SS 55 SS SS 55 SS S >' ;, �I a1 I _ - �� -- i ~x + - _y I� CONSTRUCTION KEY NOTESPuBusH DATE IIYY Nam �J �f;(/ I I LOT 3 + + + + w ; CONSTRUCT ROADWAY PER TYPICAL SECTIONS ON SHEET C200. 08.08 2018 TAX LOT 8000 I J o + + + + I ; ISSUED FOR MAP 1S-1-25CD i �. CONSTRUCTION SET RI 1 I / // I � I HCONSTRUCT ASPHALT PAVNG. USE ASPHALT DEPTH SHOWN PER win is • / I I I tuj - TYPICAL SECTION:SW RED CEDAR WAY ON SHEET C200. $; ••0)it ii O // I I I W a 3 CONSTRUCTIGARD STD.DWG.i CURB BMON SHEET P WITH TRUNCATED C400.SEE DIMENSIONAL AND F REVISIONS ►�,/ /L -- -- -- I 7g I I I I 1 Q •°(a• GRADING DATA ON SHEET C240-C242. yJ _�/ % /� I I I V. �q CONSTRUCT 18'WIDE RESIDENTIAL DRIVEWAY PER CITY OF nGARD ,� (.... '' // LOT 5 I LOT 6 I LOT 7 I v STD.DWG.141 ON SHEET G400.SEE DIMENSIONAL AND GRADING DATA L. - I ON SHEET C240-C242 II. II 1 .................... � I �t I �° , ` E INSTALL'NO PARKING'SIGN(LEFT ARROW ONLY)ON 1.5'X 1.5' _ 1! TELESPARSIGNPOST OR APPROVED EQUIVALENT.SEE SIGN DETAIL 5 -_- - - ..�' wI.3/ _- I� ONSHEETC401. • w /// LOT 4 I \ .1 • . 1 9TA:1+39;© 'n ; �.. INSTALL'NO PARTING'SIGN(DOUBLE ARROW)ON 1.5'X 1.5'TELESPAR • I ^-- I I pFFgE7;14, ,R SIGN POST OR APPROVED EQUIVALENT.SEE SIGN DETAIL 4 ON SHEET - 14 p'A2+69.1 I I / I S .� C401. . I:: • ) \ •• 1 � ' I FFSIT:,zs J I J I I - - - -� L L I pi ° PROTECT EXISTING MONUMENT.ADJUST MONUMENT BOX TO GRADE '� -- - -.-I SEE CITY OF TIGARD STD.DWG.170 ON SHEET C401. TAX LOT 8900 ' �� ‘iy\ 0'As4+05.9 I< A3+342 I © STA2+30.III II© IO-A2+14.1 2 CI TA:1+84.1 ®I o •.• SET:U2 • SET:13.3 OFFSET:15.. :12.5 :12.5 �; I) 51 m` �8 PROTECT:TiHNscH:::TOREMAINTHROUGHOUTCONSTRUCTION. J MAP 13-1.25CD (/•1 I • � E ❑9 CONSTRUEW ALT TO MATCH EXISTING GRADE.USE . L I �i ASPHALT PER TYPICAL SECTION:SW 74TH AVENUE ON O CC 4#1 N $I © \ ■ s�.A --_- -- - -- SHEET C200.SEE GRADING DATA ON SHEET C240-C242. ss SS 4+00 3+Op 2+00 ;� ss -© 't+N a CI W 61 T- m cn0 cn i^ I ® !R --w i SO SD SD 50 n S.. SD O� ' �`V. ; O I /^ \ sn SW RED CEDAR WAY04 IR / a� w Z 7 w w w w w�,--w ► ww w w 'Tw1 .f'1 jJS49I • TAX LOT 9000 \ '''':;--- MAP • �� •..04F s/, •Oc� k. a \ O w \ ‘- I 1S-1-25CD \ .. W ,� I _ I �„ wwwww\ _ N \ z --m-�/• • TAX LOT 5000 I TAX LOT 5700 TAX LOT 5800 TAX LOT 4900 k 14 iv,O ' Q /\/ MAP TAX LOT1S-1 9100 i MAP 10.1.250C ' MAP IS-1-25DC MAP 15-1-25DC MAP 1S-1-25DC CC 0 W I SW RED CEDAR WAY ROADWAY PL&N W Q N SCALE: 1'=20' V W n CI I 256 - ,250 W I� l;l Y k rn tI 240 240 I RTAD CEnNGNTER GRADLIENE AT ROA -----_____, 7 v.0 LI a - -'- o I A. 23 - 230 zOig w� it.u3 ma v g. Thillilliiii)1 a _ 3 D t Iw 220 220 Z p O u W V N En d 1 M I n S PROJECT INFORMATION H CONSTRNOTE:TUCTION.ESE 'WETPLANSASSUME WEATHER'D'RY WEATHER'Ft 31 PRCIECTN 117303 CONSTRUCTION MEASURES NEED TO BE APPLIED ' TA%LOTIS)1 IS: OC■oa BETWEEN OCTOBER 1ST AND MAY 31ST. o i 21� QQ QQQ 210 '��% DESIGNED BY I CKW.JKG.SRC CHECKED BY I AJM H , n N Know what's below. SW 1/4 OF SECTION 25,T.1S.,R1W.W.M., y ` Cell Yefore you dig. SHEET NUMBER SW RED CEDAR WAY PROFILE WASHINGTON COUNTY,OREGON 6. (ALE:1+00-STA:4+25) C 2 3 0 SCALE:1'=20'H;1'=5'V ■\.■L a + j11 I i) 1 . *%.,-TRACT/ A� / .\ . \\ • ,41\ N z 1.,,co 0,,NGPNaf9ss47y 9� ,•`• i LOT 6 I I I //( I •I s S -�• i _ .\ ( i / \\ ` • SCALE:1'.20' CS,�4R.it.1���Q1 ° N '\ j • j / / \ `\ j FT 4sFK.WE�Oo `'\ • j ) / / \\\ `�r ..� 0 20' 40' 'F K.:06/3N20 • L 40 ..\ . . 1--s)w \ I // / \`110 �, CONSTRUCTION KEY NOTES PUBLISH DATE 08.08.2018 >; I + EXISTING - -• -�- / / GRADING DETAIL• °l 1 CONSTRUCT ROADWAY PER TYPICAL SECTIONS ON SHEET C200- GRADING DETAIL- + + ( / / SEE- . C240 - U I ISSUED FOR o SEE SHEET C242 LOT 7 +++ I \ I I• / // \ �2 BEGIN IMPROVEMENTS.MATCH EXISTING. CONSTRUCTION SET + 3 \I E N \\ , I I// // �� : >� t4 \ �3 PROTECT PILINGS TO REMAIN THROUGHOUT CONSTRUCTION. REVISIONS • '` d° s`,.; I I %/ CUFtB VVITH NCATED MES PER CITY V14019 .1 ' /' OS O :• . , ►.- 13'{� '. Lt .___ _T J ��� �_ ___ __ m El CONSTRUCT 18'WIDE RESIDENTIAL DRIVEWAY PER CITY OF TIGARD I I a I I s ®m . STD-DWG-141 ON SHEET C400.SEE DIMENSIONAL AND GRADING DATA i _ 1L _- \ ��__� �_ �/ DID ®� ( ON SHEET C240-C242. r= / _ °�'-- �,��®�� ,�. / / ;",...-` - '_���•."'�� - CONSTRUCT CONCRETE SIDEWALK PER CITY OF TIGARD STD DWG.120 F i \ c .��� 1 �I / ` ����''� _ --alb/ - �� ON SHEET C400.SEE DIMENSIONAL AND GRADING DATA ON SHEET + ' :•.• •- - ,,,,� - • TA20.82 3 C240-C242 •i __- • •` / • ©OFFSET:9.3 ss- )� s;. _ _ y _ as a V ❑7 CONSTRUCT CURB AND GUTTER PER CITY OF TIGARD STD.DWG.126 s,- _ ' _ i '\J SS ON SHEET C400.SEE GRADING DATA ON SHEET C240-C242- I _° -_ .,___.. _•17+W -• 5,, ,,,____ ; 18+00 i S1` $ 19M0'is yS 20`00 I 21+00 o --w --se �l I '-' -- ---- Y- �.lw "'-W Cl p -- __--d►_ � T� ❑8 CONSTRUCT ASPHALT PAVING.USE ASPHALT DEPTH SHOWN PER WATER MH _ TYPICAL SECTION:SW 74TH AVENUE ON SHEET C200.SEE 11 0 STA16+86.1 STA:16+%.4 w 1 STA:17+64.2 w-_�-TA.18+442 1 RIM 210.44 STA:19+6•. TA:19+81.7 0 - 0 pf 0 �' ..." 0 S 74 H AVENUE DIMENSIONAL AND GRADING DATA ON SHEET C240-C242 I OFFSET:-20.8 OFFSET:•16.5 • w •-w w - .. \i OFFSET:-8.0 STA20+50.: .. 5 TA20 70.3 ° 9 STA:16+66.3 SW 74TH AVENUE w w -0 w w w -jv ® w Q a W -�- w .� O OFFSEr:aO. FFSEi.-9s_ ❑9 CONSTRUCT NEW ASPHALT TO MATCH EXISTING GRADE.USE J f " •" --r. ° SHEET C200.SEE GRADING DATA ON SHEET C240-C242- •ASPHALT DEPTH SHOWN PER TYPICAL SECTION:SW 74TH AVENUE ON ... • °�_ GP GP ucP ° uGP• u0P u0. m ucP . •ucP• ucP �•ucP utr �7� R tl INSTALL SIDEWALKBARRICADE.SEE CITY OF TIGARD STD.DWG.192 4� N r_ - v.l _.. ° :1� ����•-�� 10 ON SHEET C401. 1 N e O Cl If I 11 PROTECT EXISTING MONUMENT.ADJUST MONUMENT BOX TO GRADE 0 I \ 0 / `1 _ ❑ SEE CITY OF TIGARD STD.DWG.170 ON SHEET C401. ` W_ ❑I -� 12 INSTALL BOLLARDS WITH LOCKING CHAIN TO RESTRICT ACCESS. Q h O Z tU CONTRACTOR TO PROVIDE SUBMITTAL PRIOR TO INSTALLATION. h \ Q ra. l¢- N 13 CONSTRUCT RETAINING WALL PER PROFILE DATA ON SHEET C270. `� I"' I d 14 CONSTRUCT GRAVEL ACCESS DRIVEWAY.SEE GRADING DETAIL ON Q. lit �1 OV } SHEET C240-C242 FOR ELEVATION DATA. LL, IR \ = Z Q• r 15 CONSTRUCT RETAINING WALL SEE DIMENSIONAL AND GRADING DATA Z O 4 Q R 3: ON SHEET C240-C242 2 16 CONSTRUCT 5 FT VINYL COATED BLACK CHAIN LINK FENCE.SEE W t _ F ~ 111 SW 74TH AVENUE ROADWAY PLAN 0 DIMENSIONAL AND GRADING DATA ON SHEETC240C242 .CC V h n SCALE:1"=20' 17 PROTECT EXISTING SIGN TO REMAIN THROUGHOUT CONSTRUCTION. ,� O N � Wrs El INSTALL BARRIER WALL SEE DIMENSIONAL AND GRADING DATA ON - ck n al SHEET C240. i9 REIINSTALL'NO PARKING-THIS SIDE OF STREET SIGN AT LOCATION SHOWN. y CROSS-SLOPE TRANSRION ZONE SEE CURB GRADE 230 SEE CURB GRADE INFORMATION ON SHEET C242 INFORMATION ON 230 SHEET C240 N I PVI STA 18+47.5 PVI EL:205.72 EXISTING GRADE AT K:4 wi ROAD CENTERLINE - m w u w l7 0 220 LVC:105.0 220 z z O I j 2 P z O¢ s ' -_ \ wa2 O Q W 70,4 S m I ; 210 PROAD CENTERLINE ROPOSED GRADEAT 210 Z� a i _M a s J G1 a Z ilk; M I ^ NOTE:STATION OFFSETS SHOWN IN PLAN VIEW REFERENCE TOP BACK OF CURB 200 200 'o M ,n w °o N°o N N ro o m m r m v o PROJECT INFORMATION '° s °p m m c �' aD "'a �'°' "� $ `� °� NOTE:THESE PLANS ASSUME'DRY WEATHER' ) o on on 4 w o of °c .= ri ,o w�.d o c a N(! N U,' O O oN Fi' NOS' N U �y U' CONSTRUCTION."NET WEATHER" 31 PRCJECTN 117383 U NLL N W N LL N N N N N N N .8 N N N;Z.- 6 N N N N .....7.,: N L. N LL N l y N LL F 1j LDt; c� CONSTRUCTION MEASURES NEED TO BE APPLIED TAX MSS,1151250C(C0 I W U. W U. W U. W LL W LL W LL W U. wLL W LL W LL W LL WLL' W W W W BETWEEN OCTOBER 1ST AND MAY 31ST. 8` • LAW USE 4I StR70+7.000ar m p 51 ♦♦ gip}} � 11� DESIGNED BY I CKW..M6,SRC m ^ ' m p G g TQ N CHECKED BY I AM Know wears below- y SW1/4 OF SECTION 25,T.IS.,R.1W.W.M., y 9. SHEET NUMBER SW 74TH AVENUE PROFILE WASHINGTON COUNTY,OREGON Call before you di F a (STA 16+50-STA:21+00) C 2 3 1 I SCALE:1"=20'H;1"=5'V TAX T 8 I .r2 LOT 5 MAP 1LOS-1-25CD900 LOT 4 LOT 3 TAX LOT 8800 GRADING DETAIL- • 'JACKSON WOODS"MAP 15-1-25CD 101 'JACKSON WOODS' STA:4+91 © SEE SHEET C241 \BRED NOFfss siAa+00. to Z �vS ,`NGINEE9�Oy \TAX LOT 9000 OF ET:t4.• OFFSE72.� LOT 1 Q' 80069PE l BAAP 18-i-25CD 'L° / T577 TAX LOT S600 • + S MAP 18 1 25CD -Ira! © TA:3.46.3 ^t O ®� OFFSET:7A ° • yOflEGON °LLILTa I SCALE:1'=20- 0 4R.11,1'. Y' 0 _a+l1s 4+90 �\`, \ p ono FT y�sE K.WE�O°0 I �O FSET:70 5+00El STA:3+59.8ci \� (RETURN#1 R39.5' \��O 0 0 20' 40' I MIRES.06/30/LOI LOT 6 TAX LOT 9100 X \ ` TA:3+t6.t �, © CONSTRUCTION KEY NOTES MAP 15-1-25CD ' STA:3+34.9 OFFSET:7.0 ° . 7 _/lip \ S. 53 \e+� • �t CONSTRUCT ROADWAY PER TYPICAL SECTIONS ON SHEET C200. PUBLISH DATE I „7� ❑s - 08.08.2018 '' �� �, � / ri CONSTRUCT 18'WIDE RESIDENTIAL DRIVEWAY SEE CITY OF TIGARD / STD.DWG..141 ON SHEET U00 ISSUED FOR .......-.----........\ ems �� '� I /�/ CONSTRUCTION SET \ g / 3 !INSTALL'NO PARKING-FIRE LANE'SIGN(LEFT ARROW ONLY)ON 1.5'X I �\,• �� f ' � \ % STA2+95.1© y)' I I I // / // 1.5"TELESPAR SIGN POST AT LOCATION SHOWN.SEE SIGN DETAIL 1 REVISIONS $ I © ( // ON SHEET C401. I. 1 ` STA:1+g5,2 N ) N MATCH LINE 11� \ \, CURB RETURN#2 O / / LOT 7 ' p �4 INSTALL NO PARKING-FIRE LANE SIGN(RIGHT ARROW ONLY]ON 1 �. SEE SHEET C230 \ \\ \"� J // I\� SHEET CEDILIGHi POLE AT LOCATION SHOWN.SEE SIGN DETAIL 2 ON \ I I LOT 8 \ .\R39.5STA 4 j ;/� / // \` Q INSTALL'NO PARKING-FIRE LANE'SIGN(DOUBLE ARROW)ON TAX LOT 5600 \\\ 2 STA:2+34,7 / \ \ PROPOSED LIGHT POLE AT LOCATION SHOWN.SEE SIGN DETAIL 3 ON MAP 157-25DC \\ N. �� n \ \ SHEET C401. +- \\ ' ® • 4/ //'\ `0 [] INSTALL MAILBOX AT LOCATION SHOWN.COORDINATE WITH \ °i� �, I // N \ \ POSTMASTER PRIOR TO INSTALLATION. STA2+1a.•© I -. ��!_ �f I/ .1 \ - \ . .EGIN IMPROVEMENTS,MATCH EXISTING. __ _- OFFSET:7.. STA2+5Y. I JI / ff I \� OFFSE7:7,©m{I' I / ��� �8 PROTECT EXISTING MONUMENT.INSTALL MONUMENT BOX PER CITY ff © LOT 4 _ �i1 I \, / OF TIGARD STD.DWG.170 ON SHEET C401. '\ E RECONSTRUCT RESIDENTIAL DRIVEWAY AT LOCATION SHOWN.SEE I GRADING DETAIL ON SHEET C240-C242 FOR FURTHER INFORMATION. I LOT 2 / 10 PROPOSED STREET LIGHT.SHOWN FOR REFERENCE ONLY.SEE t j LOT 3 I / SHEET C290 FOR FURTHER INFORMATION. J N ! /� W` n / ^ m TAX LLOT 5700 '"� C I I // / CURB RETURN#1 CURB RETURN d Q:. () I MAP iS1-ZSDC �\ V I I I / `// �� PC STA 1+00.0;0.OR PC STA:1+48.6;O.OR Q \ cc WI I I /ice / j! LENGTH:38.4' LENGTH:35.1' Z \ ®cc _J _ _ L -f' - RADIUS:24.5 RADIUS:24.5' Q H --- - - 1 - H-g - --+mot+71 11__ I I / • DELTA ANGLE:89°49' DELTA ANGLE:82°05' Z `\ 0 W TANGENT:24.4' TANGENT:21.3' \ = Z SW RED CEDAR WAY CUL-DE-SAC PLAN a. W SCALE:1"=20' V O 14 N = PT STA:1+38.4;O.OR PRC STA:1+83.7;O.OR LENGTH:185.3' t . \ F 4 2�0 oI N �I o *1 m 250 RADIUS:40.5' W V `�i 'I :I ; Y I DELTA ANGLE:262'05' O Q N PVI STA:1+20.0 ,., ii PW EL 238.53 < Q < < 4 TANGENT:46.5' h K:3.43 in y a~6 N to to �.7 LVC:30.3 ( Iic: 01 I c�, c o to I PT STA:3+68.9;0.0R N PM STA:11'+81.7 a w 5 PVI EL:i28.81 K 6.7 240 LVC:10.0 240 0 II 3.895 N i� {IVI STA:3+28.5 a:-.1 I 5 w FM K:221.47 .37 K:4.37 I LVC:70.0 I /2g 6 j ILP STA 3+15.4 '4 rn LP EL:22268 m mNy N + j W aW Urn ID zct2 orn---__ -- -_ z230 • z3o _ z° O' OWe )111. Wcc a. i ILIz Ess.o% v s 2 o m v c I PROPOSED GRADE AT ____ i ,, w (1714) TOP BACK OF CURB 3 220 220 ? EXISTING GRADE AT _ TOP BACK OF CURB V1 LL o O V c? M o i g m 210 210 PROJECT INFORMATION es m Cp n N o m W m m ':,.4 a m m CO m m m m v NOTE:THESE PLANS ASSUME"DRY WEATHER' to O N O m A N W m m m m p O A n m 0 N m �'f t? 31 PflUECT M 117383 < m N N o ai o tc v �i o ai N �e�u CONSTRUCTION."WET WEATHER' N N N N N N N N N N�y N ryry N(� N N�ryy N N N�y N N �Fz N N N N N N N N N N N N N N CONSTRUCTION MEASURES NEED TO BE APPLIED rAXLorlsi I 131250c sao c0 c0 it u O c0 c2 LL c7 c1 I,LL c2 I, O O O O O LL 17 O o G c7 C7 BETWEEN OCTOBER 1ST AND MAY 31ST. rt 8 LAW USE 0 I SUB2n+70000? ' N W U. W W LL W W LL W W LL W W U. W W U. W WeLL DESIGNED BV I CKW,JoG,SRC e $ $ H „�+ CHECKED BV I AIM y Z Y 1(4 OF `ow whall b below. J SHEET NUMBER CUL-DE-SAC BACK CURB PROFILE SWWASHNGTONCOUTY, REG N.M., Call before you dig. WASHINGTON COUNTY,OREGON (STA:1+00-STA:4+00) ` / a SCALE:1'=20'H;1"=5'V J / { I\ / / / s� I '• I \EQEDPROFFgs / / - 1 �0 GIN£ /O \ -'' / I i / SANITARY SEWER KEY NOTES �� o" E9 y9 I I_ BOD69PE �� / // '�• s �c s SS � ¢' r I .,\ // O7 STANDARD SANITARY SEWER MANHOLE,SEE C320 FOR DETAILS. I \\ \ / - I {` e to STANDARD SANITARY SEWER MANHOLE OVER EXISTING SANITARY SEWER LINE, OREGON \ // // Y I., 1 N O Ds_ SEE C320 FOR DETAILS. �y94°R.It.1°,IOQ� TAX LOT 9200S f 0 // / �� �� O SANITARY SEWER MAIN PIPE,SEE C32O FOR DETAILS. K.WE \ MAP 15-1-25CD I \ \\ // // I I I EXPIRES:06/9N201 \ \ \\J/ // `��,\\ ), .fl�� �' o �. O3 SANITARY SEWER LATERAL,SEE C320 FOR DETAILS. // �� •�� ( ;I ; \ �� rr \\ \ \ �� CP,-,i Go w-.=-i PUBLISH DATE \\ • 4 ) iJ STORM DRAIN KEY NOTES 08.08.2018 /_..� /� O PROPOSED VEGETATED FILTER STRIP PER CWS UDA DWG.#796 ON SHEET C412. I •• \ \ \ \\ ^\\ z I ; �' 1 O TO BE BUILT BY THE HOMEBUILDER AT TIME OF HOME CONSTRUCTION. ISSUED FOR \\ `� PROPOSED FLOW-THROUGH PLANTER PER CWS LIDA DWG.#794 ON SHEET C412. CONSTRUCTION SET !_ �� a• • \ \ � \��\\ y�'. / \ lO O TO BE BUILT BY THE HOMEBUILDER AT TIME OF HOME CONSTRUCTION. REVISIONS _ /,a. I , 3 CONSTRUCT FRENCH DRAIN PER DETAIL 1,SHEET C412.ALIGNMENT,LENGTH, 08.14.2020 FILTER STRIP I \ \\ I g I O AND ELEVATION AS SHOWN PER PLAN. FOR LOT 1&2 I - • - I i , W I I O PROPOSED FRENCH DRAIN PER DETAIL 1,SHEET C412.TO BE BUILT BY THE 1 HOMEBUILDER AT TIME OF HOME CONSTRUCTION. I - - Q 'o SLOPE SHOWN ON THIS SHEET.BACKFILL CLASS'A'PER TIGARD STD.DWG.180 ON �+ % SHEET C410. v�'/ 1 ••• 1•- x V� ., I /,-. • -- ,,\ -L ," ,tea, 3 O PROPOSED AW WA C900 PVC(DR25)STORM DRAIN PIPE.TO BE BUILT AT TIME OF _ �� h I HOME CONSTRUCTION. 0104r 2 \41 • • " is \ ; 5 CONSTRUCT PRIVATE STORM CLEANOUT PER DETAIL 2 ON SHEET C412.SEE TAX LOT 8600 , \ r' I i, j I O STRUCTURE TABLE FOR ELEVATION DATA,THIS SHEET. MAP 15-0-25CD I A ' l( 1� i;' .. I c I \ F j- l I p I " O6 REINSTALL EXISTING CATCH BASIN AT FINISHED GRADE WITH BASE OF BARRIER. 1 o i( p \,, R © ; � I O RELOCATE EXISTING CATCH BASIN TO NEW LOCATION SHOWN AND ADJUST RIM I "- ; TO NEW FINISHED GRADE.RECONNECT TO UNDERGROUND DETENTION PIPE.SEE I 6010",,,iN f 'j�`��,� j • I "� STRUCTURE TABLE FOR ELEVATION DATA,THIS SHEET. / e i� J�I�J- I � - I • -'(I�;` I 8O INSTALL ADDITIONAL WATER QUALITY CARTRIDGE IN EXISTING MANHOLE.SEE III N I g �� '•4/'� ,�` 4111 /_.. I I a l STORM REPORT FOR FURTHER INFORMATION. 41 l�� �� ;I / • TRACT A �{.�/l�.i I i, .! 9� EXISTING FLOW CONTROL MANHOLE STANDPIPE TO BE REPLACED WITH%' LO 1 O C. 7 \ 3' `�'-. �• � ._ .`2;,,; I ORIFICE.SEE STORM REPORT FOR FURTHER INFORMATION IY CA00 _44 - 1). © �� ' � / ��I��' SD CATCH BASIN DATA CLEANOUT DATAroili Z Q,�` }�15.aLF1o�W_'�� © L• _ /"� / } �� I` > " III:( BDCB 01 SIC.0 D1 2I-__ 1a( ') �\y l� RIM 222.43 RIM-226.13' ~ \ Q W O, C.02�8 / 8.9 LF 6'PVC ` 62 LF 6"PVC r / ; " IE 10'OUT(NW):219.43 IE 6'OUT(N):225.61 U �' / 1 �.� O 0 C o I socB 02 SDCO 02 ` "U / ! ` \ 15.0'PULIC41 '+ FG 214.99 lr ly \ ,1�� 1 1 =I RIM:228.49 RIM=216.69' �,�-�� SANITARY'7 �!;/ � �' tz IE 1Y OUT N:22/.99 IE 6'OUT NE:213.23 (� Q I I� J IE 213.11 / tO ( ) 4� /��� ��ii ♦ \ EASEMENT kiii© / '! I I O \ 2 ¢ �� �S -� --IE 213. 45.0 LF 6'HDPE (-� , RIM. �� , � ��i O It �«=o1 4 , a �I SDC � CO I !% IE IY OUT(N):223.91 q�� © ;i _ __© __� © © 15.0'PUBLIC FG 218.49 SANITARY SEWER 3 I V & - • IE 213.11 WATER SYSTEM KEY NOTES 29.4 LF 8'PVC \ EASEMENT • �� , ' . INSTALL SINGLE WATER SERVICE WITH PLANTER STRIP.CONTRACTOR TO IE14 3 I I COORDINATE INSTALLATION WITH TVWD,AS SHOWN ON PLAN VIEW AND TVWD ch I x IE218.59 -•• iI DETAIL603ONSHEETC411 I 1 �'/ I I LOT3 , J--- I + + + -- -- I -----� j" " �, O COORDINATE INSTALLATION WITH TVWD,AS SHOWN ON PLAN VIEW AND TVWD TAXLOT8800 I %/ / ( I I 1 OP + + + + © ++++++++ I .�; I DETAIL 6010N SHEET C411. MAP 1S-1-25CD " V ....� 3 r •+ + + 1 I I / i y 1 9.5LF6'PVC ffi 1 I � I 7--/- d�� �"�//*7 O © � I 1� �3 EXISTING PUBLIC FIRE HYDRANT.SHOWN FOR REFERENCE ONLY. I ��! i / * j� ' / O 48.1 FT/FT I 3 © I I "tI SDC802© " ���� r Al / �� / © O I 1 I � l I I / 1 LIGHTING SYSTEM KEY NOTES I 1 7„„. x��� / ----- --- I 11:1 INSTALL 100W STREET LIGHT.MANUFACTURED BY CREE LEDWAY.SILVER I GREY ii/; �� / 9.5 LF 13"PVT-Him, I I LUMINAIRE,TYPE II DISTRIBUTION.25'HIGH,SIDE MOUNDED,NO ARM. ® / G 0.1500 FT/FT O LOT 5 LOT 6 I LOT 7 I � 'STR-LWY.2M-HT-06-E.UL-SV.52540K-R-UTL'ON 30-FT,BRONZE,DIRECT BURY / I FIBERGLASS POLE.'MDS30-F-100.52-HS-PC-NP-1B.22' z w i I�,,,'bbb� FG 228.23 �•- � I w I I 1 0 ��'' © IE 226.29 5.0 LF 6'PVC I I I �� �y B' 2 EXISTING PUBLIC LIGHT POLE SHOWN FOR REFERENCE ONLY. z o ®. w I 000.1500 1 I I 11.0 ❑ z�a O wI #i ' . 1 / © LOT4 © I ©so001I � o O I IE:225.61 I I y / �-• F Z 1 / 3 2 W SDCB 03 115.0'PRIVATE I I / % m . I I STORM SEWER I O I O I o i -\ EASEMENTJJ[, ,TAXLOT8900 RD MAP13-1-25CDE n - ill - ftillrAIMIIIIIIIIIMM �- �& Tss ss S ss sS I Ij It 3 - SW RED CEDAR WAY - -SS S - O 0 ., s_ _ O -"� a sn - SD sD N • ,lW�e I / " w w w w © SD w SD _ ,a I NOTE:CONTRACTOR RESPONSIBLE FOR LOCATING M w �I w w w w w w w w • w w w I I " I ALL EXISTING PUBLIC AND PRIVATE UTILITIES. II �� 2 i " \\`` " �'+ -ecr - �'CP _.. -�� _ \ I PROJECT INFORMATION TAX LOT 9000• o u°P " ' UCP -` G © ® N 3J PRE QC sN I 17383 250C 600 MAP 15-1-25CD �3 I TAX LOT 5700 TAX LOT 5800 \ \``__ .�. TAX LOT 5600 MAP 1S-1-250C 3 MAP 13-1d5DC TAX LOT 4900 \I SCALE:1"=20' �` MAP 15-i-2s� I w FT isrvD usE r I&ilB2oc7ao0m MAP 15-1-25DC E Gu P`-� UGP O 2O' 40' 1 • DESIGNED BY I CKW,JKG,SRC / TAX LOT 9100 "1 81�% CHECKED BY I AIM MAP 1S-1-25CD S below.I ' Know wti s below. SHEET NUMBER ii.. / SW 4 Of NON25,L1. RGJ.WM., C300 • WASHINGTON COUNTV.OREGON C81�before you dig. As required in Off typical sections Street Street of construction I Area plans 1' T-cut see 1\\ A.COW. .M ' ,'- Surfacing note 1 Sit EN INI r�•'.s� "-I Topsoil or as"ro" rYPc22AxR8 \ directedBose Material,.0011 OETAS I.IaDl9uls I �i.... S+D PRAWC 116+OD IiA1IYFAL'NIF11 •. *NALL N.WI i � —M•MINIM , ��[ 1515 FIII <MO'erd bPUBUSH DATE D•,RIwAII { ec ;�y V c08.08.2018 CETA-��wY Sr rxwruncr ist1 .w040 00.1. �� '"I..91 o.+Rn m % :, M ISSUED FOR TOP r fR31 SiV !� SOD RAaTNC Ya"W T.a'N s.r.,.KW)Dx Kea OF.VE TO TV°r 0 1 a NaI-sNR«11 new • -.-Y._ _ c� �.y, ..U C�E CONSTRUCTION SET Au 611E-CAST MATM10.L sEC,WNi*AL CCPrmN m ——— Dtn>L R16x{Y,f,CL,s•j 't ••�'1 d i aCi 1HE aamots R A31W C-{T6Aa.Y9/•Mt�O�Y)ui ( - C iy .c m cc c M�+wH'tl DRAwc coo ra roan IN RACE co+ocrz t I mo'.+ C- M u 2J a, C ALL Foals Ate tux.ustErs 9M1 caswY II •'� STANDARD ECCDONit `` N 6 O- N D 1" CP T.RCDCYO.DrtS m ASV C-W .� Goa \+r Iowa t WrERMC — >I11,�.' p•I = I 222E co.lEcvs W YANlAIF 94t.BF _ L 1- d - Q. o4 1 on c2N.EC1.Mq Cr EA•OR MEATS.So.aORN A i _ Mr wRIA '1Iv..." a I r _ i°• Q/i/i• a M r 40.01.E MD a.wn atAa. p 6" Min bedding A amc.CACe.or a�A.R bwo 01liwEL Air: ‘ ' `Y`MN01L%'� p - s•WORM below outside of 6" 6" sm DwwNa ND,m • Nm�Se, Y Cf r DF PtACt 1an.1®J +r e"� - pipe bet 3/4" - O" MIN MIN AN a.e 9uL arw sry raAror a YEwsAra 91D�01Y�fs09.WANAFl L" /1 ''a DIE.ICE FACE Cr NNE MM.QIE. SEE WAX A' hf ID ,�, crushed aggregate ya, L 016A2CUT a.Al Fa,Nis 9W1 9 r YMAw AND -4 a / • MA1pYUY GEAt a.w[.1t1 • • PR. gps r Harr OYEIRAA. XI .. t Das are..tor=W 0AKAW P1D[R once or tY I'A /14111-41 r+o 2' Min Trench \y n �i •' Fal rl caaEevl AND As•FRe scow eawsTR T raw wA1NEa AND ` ,�\<t! \ \�i'" o.ar.a NO.Y r L r w R Nab foundation 0./A1D1R91i/AMrp NfDLf MA1AIaE RAPE AND _ r 1Y 8llir a FpD WW'R WALE SE USW R Au EA•IDADT AND OrF 'Ilia` r USMMLI.a)Ya1E13 stabilization m s+aE,was.YE SrD 014M10,m -� 4�'ih 4 N f required nil z.Ni-ON.MO RISeD,CAS..9MiDaRaY m r.E t A.++,at;a r _ M•+r,, I� aaA✓mlrs,i ASW 0-MD +-+J Y-:._mot. ;..3 1.. ,.h.".c`N.. cn cc -�� ,Y a r NOTE: 01S'� 6000.0160eA °0°` I. 1'T-CUT FOR PIPE ONLY PROJECTS. _ O NDIF9IRYWYD OOUi SOWN new 1,Au..,MACS S.CDD.S SNYL.00.s W mE.ECNICrENW E O _w 0 WI POPLCA C.40.0.Cr S,A MN0 MaM..E. 2. JOINTS TO BE TASK AND SANDED. v ce +` vim.#. ,..a,1zrr..,`'$ .+/iw`ra;tlu° °'u h Z Q ,Y Yx�,.al v R•_r�a,m 3, .gbi...y.,,.r,,yj,,,,., 4 r°F 3. SANCl1T SHALL B=TACK COATED riltH BITUNINUS ASPHALT EMULSION. W4*4 Q 4.t.twin,P%.C[CCM0NIC 5.41 wAK w M DAY"a11CT. RT \ C F eA9E YwW.AC - or moo rS NO A suAa aF Y CO i. laillsi G 111 STANDARD MANHOLE MANHOLE BASE .20 K,M."" Mp40..51PE PE. N05LAL Q = z OFAN»c No 010 A CleanVlFdter Se[vices CleanWSler $efvICCS e F A bar. TRENCH w APAIMOT we.+se°�a ORAvnNG NO.u20 RENSED 1,-!6 rtCCU CC 11•11..V11 WHCC,.IPaww±1 CM ammo 180ull ~ M.O.CACCONO J.I.LARE mu 13ACKFlLLO O Q a,•4411 in 9osue.ss r. Ice-2" ,1 9NJR CH., — )44r um 9,A02ls ARET.mA srAvnts s1Er1 a a4AE i.+iary w OP u* A r11O.Bar IRD.u15 IS FtNE srMWls,srm. T).014KR.0=4,%,A..0.11 on Y PRE Co.IrCWNC4 KILOS 9 II Voss.Anus -t-� o ,/x FUDwac 1r4 i' a �� -,n i `'r �� MATERIALS: DIu(TFA Siid cs- so - MUST AVM .STEEL NFatm DCIN 0/•• S1QC rr¢N Bn� A=A ((}" MEET1NIDI REDJI`REM2.EHTS Ci' ANCHOR DETAIL CLAMP DETAILATED "' ` „� wTH INLEASTM CTIO15 N MOLDED COVER TOP k k1 COPOLYMER SURFACES_POLYPROPYLENE PT W N_r5 W.M.S. �$y x COPOLYMER PQL1'PROPYICNE PLASTIC ¢ LD L. i1.31a- 0 la aRADL SD MfRKLYRT �/1! W Z 2 I MECHANICAL INSIDE DROP F. AOaOTEF NM. o (OPTIONAL) 1 /1 /f' " 1�-° a z A � � Ar � WI ISY "-4 CS 6 RT:a C,0 IIIII Or NM[ I" I B A �' 11WALL STEPS SHALL CONFORM TO S m IN[IPM6D, I `A S-S/•' THE REQUIREMENTS OF AS(M MorrAREJO - lEalrw��r ppsppa % C-418. LH al PET.oDYtl 2.OCNMANT AN FIRMTEPS MUST D O I CMS 7 - ACHY AND FIRMLY EN9EDDED. .C. T S / V 1n O KN..Q 2 6AMPs.MANNA Lamm= -„ ..-,.PnwE l r r t r }5,1N ALL$00 00 THIN SAE MANHOLE Z ��++ � 0IESBA CLAN,IS Y DR oak• MM. rMl DESIGN_TYPE,AND NZE. 1� z arcs NU,R aaYaa. Q oDNs r o1W am _ � .S KO MO „-��LIIIIIIIIIMINIMSTII•.� • +Y (trims NOT'PERMITTED)(00).ty III HED STEPS b] 2 � SHALL BE EPD0£D tN HOLES d' pK.IT W w 51E*0 AO,AIS:ED CAL{WAN Z j Imiiiiii �NOTElk .. SECTION VIEW - THAT ARE FREE Gf MOISTU1E 0 t0 d 1.NNE AND FlTDNCS 9W1 SE SAYE 9S •• a. mares. AS M CBetDEBRIit s(EPDXY m MELT (� AS IIBt°R NTT W M�w+CIE. /• ', 1 1011.uN TINE FOR USE a'R.i310 AREAS OF LOCAL AND AF1F}MBORH000 s31rct15 II A :. coo n1..,Fat afar AALBCT 2. 5100*09 TINE FOR 019E a TRIFi1C AI$A5 OF COLLESFOR AND NRDSAL STREETS M ALL E-QUOTAS Ran AN9 AT1w-+. 3 COMER AND FRAME 5441 BE CRAM CAST IRat;SIM A-N I CLASS 30 iti wA n0D.l...w arm m WC N 1. COV R aM FRAME TO BE YA(:N1ED 10 A 1RUE KEARNS ALL AROUND. N..lSriC U "sTM •30R sa 5. 1+/z•raDwDLE a LID MDR IFPND.boC. s+Ev PROJECT INFORMATION g SUBURBAN AND STANDARD 0JPRCJECT 0I Inn F MECHANICA_ INSIDE DROP MANHOLE STEP TA%LOTIS)1151256C 600 MANHOLE gcanVu�cr SRvicr� MANHOLE FRAME AND COVER acanwler Services peanWater es LAND USE A 1 SUBZOn•DWOT uR w`ASTD as-It RE49SED 12-'6 DESIGNED BY I CKW.IKO,SRC OFAMFNC NG.060 REMypDy_„ DRAWING NO SANITARY DRAWING No.,� 1=- CHECKED BY I AIM A '• SHEET NUMBER 1 R C410 I - PAL Ono.$04 � 5 �� I ,APE LiRE� LTIDO S WALL RE WAKED OM M — gC S PARES., RACE R RPM AS FOLLOW SORs SROPEO We.LAIERAS AS. z MO ARAMMARE rNAcWDN— I11E ANO A RY MOO CE r I11111 1 1411111. `SRO Cun ELMEIm Ox 1M Wlii) Ax ar aRl ...HILL, I YL.RE�•R^a IIIIIIIIi1L . A PUBLISH DATE _ /AOPA n 51m PNEWHr I CURB STAMP DETAIL 08.08.2018 PLUS s.n.ar I ��' zE sm.sax tt +q. JJ}/I no PLAN NEW ISSUED FOR CONSTRUCTION SET 11111111111 I.0 maul,Y IFI A tiNRT ,2' b• LENGTH r TOTAL a u14TY CAZ„OIi �® swim.CR 9,E 10T9+O,Err a IVOR PLAN '°•_y+-I °a 5",ARRMES m ze MR , C0.D+CEO(TAR*) LERREENEE•mm.1 s•DTR 1 (RATE-VORRI'/1 AIR PRE LAiT NOTES • — i.FM T4'.N STORMkso RAC PI ON ALL II ERE 4111 } 3 ir © i D UNE CORRECTORS AN ALOE o y,0UA0 2y EAACTC cr R roa 011E0 T11—MVOS u1 c I > f 2.AK NATURAL MALL RC ONE OT THE 1 PR.DD. TAPSNP h Al ASIRI OJLN.ASOI-CPR LANs iaAcmcoc E C 0- o PVC KiM cw Iral smouPC 0T.CARTON MIR MORES`4004 w M,nNF Asn O'1R• RR SODA.'CAMP.STOW"PR sum mow LOI171111 - PW REFORO MVO N252 RACE w Alan RIP Or PPE ARM ACANES VA. g III II SECTION A-A SECTION B-B N - xoTEs \ N y ,ALL PRE CAST ESCROW DULL OONFOMM TOREo.'RFACIOS Cr ASTN E-ATI cn R — `y 2..NSFAU.STRUCTURE OM MN.pF r or 0402 COMPACTED RAY RATER, u P S CAST RPOO,KS0O,F'JALL SE RERAN.WPMARMADIS OWE OR MEADED cc ■ r - .!■P• •Au P0R0O Fm AACCEAC*0 tort Dull RAVE A ae DO IIRENOIo v IOW P.S1.MO A auw CP _ 0 ■■ I"�.i RmstaRA +a_+CR J! 0 PPE LRR 5 MCA CRAPS N REAR OR SEC PROS SAALL POT Et 1SPm ANC DWl Y 19000 1 � Q i 11Y I Y 6 wF_5-00'0 MLTERUL AS SPEorAA w OMEEu2E0 OOZE NUM NALL RE LOOPED RAT AR^Y SUMP STRU . r PIPE-40M N.PRE-CAST CCTLRE IM S CCN CNO TO 0IICAMPT.TWO 4-i CAR OOP iCCII All[AN Z ACCEPIARL KRMNATC(AL SRAMUAW.:5 APO OMEMSKNS gut REIT Cm%STA5DAAat tin 1611 O W Q• A4 D.OMN ON DMAN^.5I ELEVATION QILI Cl. 1= SIDE SEWER / SIDE STORM .I AREA DRAIN 0 Ct , o PIPELINE Services = w ► ServiExs TYPE II Q I DRAYANG NO. 520 NensEu i4_TN. ,ffSTSiFD CH W � Na Q 1.11 h F. in I 1 PIPE CAN 4 STRAP/SUNG 1B �. 3 �• 6 1 O ! PE ENCAS O1.�1 o1�■I.I■��r 2 �11111111111111 wI��24 SOS f ( Is.!P� 6I �q'` O a ® _.* , .Ie"4',/ `�/ V PROPERTY LNE 2 PLAN••TER/ cPRgj PERTY LINE 6'CRASS•6 �jN!!�//�//�j�/�!t!�l�I•�/!��%•� w LATH CN PROP. _-- STRIP- I O BNCKFIU. II SC WALK LINE AT N1E ��.+' . LATH ON PROP, _ SEE NOTE 1. I SEE NOTEUt. I O i ''"'_ �\ 2 PR�ERtt CORNER. ,Ill.•1 MI \`\%i1II, SEE NOTES 2 AND 3, -PROPERTY CORNER, I ®' PROPERTY LINE AND • ..a. I SEE NOTES 2 AND�� 1/ 3/F//I%Y/�/. PUBLIC UTIUtt PROPERTY LINE AND 3 ` %ll��I��I�i!l�l�,!!�\!'L"��,'+.!/�� LOT?AMBERS MTEE ARKED FACE OF CURB f'�- EASEMENT '"� LOT NUMBERS FACE MARKED CURB. h—Pueuc unu1Y�, EASEMENT I (�' 0. Et� Ir* ''. ,+!~'ta' i`S SEE NOTE 1, ,F�,AF� 11 �]11[ 111 II 1111 11 I� \ - �_ ¢Fr z 71 METER EWX AND SERVICE PER CURRENT w p� p INSULLLATbN BT TVWD PLUMfDNG CODE r METER PER CURRENT Z a It LrERS OF TAPE WRAPPED \ 1 INSTAl1AtK7N BY TVWU PLUMBING CAPE a O ALL THE WAY AROUND WRAP SYRINX - �g F- UN£MIN.C WITH KEYNOTES- 1O_N,BL PVC TAPE r RI WRAP SERVICE 2" Z TS SEE DETAIL 301 [ LINE MIN..3''NTH 2' g oo II. CUT THE POLYETHYLENE TUBE TWO FEET LONGER MAN PIPE AND SUP OVER PIPE AS B r.>��. 10-WL PVC TAPE upl' CURB STOP 9D••- SHOWN. SEE DETAIL 301 2. SPREAD THE POLYETHYLENE TUBE AS SHORN SO THAI ENOUGH IS LEFT TO PROVIDE CURB STOP 1'TYPE�K'SOFT 3 A ONE FOOT OVERLAP 17 EACH ENO OF PIPE. COPPER TUBING METER I•TYPE"K•SOFT METER 21V-784)) Rv�ui q I. TAKE UP SLACK N THE TUBE ALONG THE PPE BARREL.,MAKING A SNUG BUT NOT EL-ITATION COPPER TUBiNA ELEVATION F 1 5 TIGHT FIT.FOLD OVER ON TOP OF PIPE AND SECURE IN PLACE WITH 2-LAYERS OF BOXS; NOTES I a CIRCUMFERENTIALLY✓R SPIRAL%RAPPED TAPE ABOUT TWO FEET ON CENTER,(PE 1. DEVELOPER'S SURVEYOR SHALL SET A LATH AT NE INTERSECTION ff THE PROPERTY 1. DEVELOPER'S S'URVEYCR SHALL SET A LAN AT THE NTERSECTIO4 OF THE PROPERTY J Y i? SHOWN LOOSE FOR CLARTY)TAPE SHALL TO-MIL SLACK ADHESIVE PVC TAPE. LINE AND THE PUBLIC UTILITY EASEMENT,DEVELOPER'S SURVEYOR SMALL ALSO MARK L.NE AND THE PUBLIC UTILITY EASEMENT.DEVELOPERS SURVEYOR SHALL ALSO MARK N TFi rS p,RISTY`5 PIPE WRAF TAPE,OR APPROVED EQUAL THE PROPERTY LINE AND LOT NUMBEE ON THE FACE or CLFRB TWIN WHITE PAINT. INC PROPERTY LINE AND LOT NUMBERS Ox THE FACT OF CURB w1H wilt PAINT. z F 4, LOSER PIPE INTO TRENCH,BEING SURE THAT THE POLYVI RAP IS NOT DAMAGED,AND 2. If CORNER MONUMENTS HAVE NOT BEEN SET AT THE((ME OF WATER 2. IF PROPERTY CORNER MONUMENTS HAVE NOT BEEN SET AT THE TIME OF WATER 0 d MAKE UP.IOENT. SERVICE INSTALLATION, THE DEVELOPER'S SURVEYOR SHALL SET A LATH AT NE SERVICE INSTALLATION.THE DEVELOPER`S SURVEYOR SHALL SET A LATH AT THE (.) PROPERTY CORNER LOCATION ON THE RIGHT-OF-WAY UNE PROPERTY CORNER LOCATION ON THE RIGHT-OF-WAY LINE. S. PULL POLYETHYLENE FOOWARD FROM PREVIOUS JOINT DYER THE BELL AND SECURE N n PLACE AS SHORN. 3. ORS 92044(7)PROHIBITS LOCATING ANY UTILITY INFRASTRUCTURE WITHIN 1 FOOT OF 3, ORS 92.044(7)PROHIEITS LOCATING ANY U'DJTY INFRASTRUCTURE WITHIN 1 FOOT O NI w A SURVEY MONUMENT. DEVELOPER SHALL PAY FOR ANY RELOCATION CIF SERVICES A SURVEY MONUMENT, DEVELOPER SHALL PAT FOR ANY RELOCATION OF SERVICES 6. PULL POLYETHYLENE FROM NEW PIPE OVER THIS SANE BELL,PROVIR}ING A DOUBLE AND/OR METER BOXES FOUND TO FAT,.%,THIN I FOOT OF A SURVEY MONUMENT AND/OR METER BOXES FOUND TO FALL WITHIN 1 FOCI OF A SURVEY MONUMENT LAYER OF Pot JETHYF.EN_AND SECURE IN PLACE AS 9RONN. LOCATION, LOCATION. PROJECT INFORMATION o Tualatin Valley Water District oEDDYeD M s PE BAG INSTALL DATE TIMIS Tualatin Valley Water District DESCRIED R S SINGLE WATER SERVICE DATE 3E1201e DETAIL TYPICAL INSTALLATIO4 DETAIL. Tualatin Valley Water District DESMRr�,aA SINGLE'NATER SERVICE DATE' 4 18 TAXELOTI I I ¶51250c 600 I w fi �^. ?APPROVEDNNA MODIFIED DIPRA WET f� �r 9 APPROVFpAVA ft �NR�Rjj A+RroR®RroA TYPICAL INSTALLATION w WITH CURBTIGHT LAND USE a I svB7an-oDaoT K I AM Sx i]Dm Ray sealvmTN,(At 9TAll TRENCH METHOD 301 MO VW I-an n.P.sea,c,raP.nil P-a» ETq N.I Tool%A NF,.rn,w.0*W., WITI I PLANTER STRIP ,Pry W (i.it%y4.N,lA1 Maw saOaR SCALE NJNF f'Mb SAS-tiRYJ „..„„,SCALE NOW SIDEWALK 601 IruiliyS-4otxr w;.wiwF E' E �O`' DESIGNED BY I CKW,JKO.SRC ✓ CHECKED BY I AIM 3 E9 SHEET NUMBER IL _ C411 a CAST IRON CAST IRON ,1Q'( PROFS CEMENT CONC LOCKING RING LOCKING RING vS �NGINEEy' CLASS 4000 AND COVER CEMENT CONC AND COVER C� 60069PE 9r CLASS4000 OVERFLOW STRUCTURE INLET STRUCTURE 30° PAVED 30' B'me.aAMETER[X1ET%E DO'X R G DTE.oR OREGON IV SURFACEAMP • i HON B[E/E, srnPRONEE IRON MT GRATE,DR y e t I S S. awn TE,OK APPwO•ED APYRP1Lo CRMAL C�, 'fR 71.Le Q�` r T Ea4L q F p li ` I • , s::' BASIN ADOREA .f'. ..,.•:.: ?«M EXPIRES: 6/3W20I W FINISHED GRADE SLOPED PE ! �� BENDING.PER OESGR i \ ` ' i TO FRENCH DRAIN(AS - - I SPECIFIED PER PLANS) lal #10 SOLID CORE TRACER WIRE , II 1 1d PUBLISH DATE 1.0'(TYP.) /�\�� 12"PVC (2)OR MAGNEWRAPS TIC LUM OCATION 12"PVC • �` SN 08.08.2018 // //\// SLEEVE ` SLEEVE - •-xn.rl ', 'gel" ISSUED FOR /�/�/\ x .,.� ///////�/ FIBER � rIDER -�A . I /�/-� j;'' CONSTRUCTION SET /\//\\/�%\/ 115' " i•i '. :'.....•�...\/\\SURFACE COURSE VARIES. JOINT PACKING MECHANICAL PLUG mEc PACKING Tj ` ` * K / \\/� UNLESS OT ERUN EIVER CNOTED. 46°BEND 46°B NE DICAL PLUG , l '�• • '! - �a 1.0'\v /11—4 .may\\\ (SEE NOTE 3) (SEE NOTE 3) " Y��9_ MIN. �.,( 6"SLOTTED DUAL WALL HOPE 5pI • } ..1:. 0. ( )� 1•�� R►Z����T� , #10 SOLID CORE TRACER WIRE , SQ U�# •j�\/ •;�1 -� =\/\ PERFORATED PIPE.SLOPE PER (2)WRAPS MINIMUM REQUIRED \\\ ��fyyy��� , r,_1�� -A�I/ � PLAN FOR MAGNETIC LOCATION -t r .* •. " " . =-o 1-112"OPEN GRADED / /� � � � � \ �/` �I, 1111 1-D �I, INIL • - CRUSHED ANGULAR / NON-WOVEN FILTER FABRIC , :T" r DRAIN ROCK \ \ \ ///�///11 WASHED,NO FINES /...e, A A /\//1,,, /� SEE PLUG WYE AT END SEE PLUG WYE AT END " _• a BDE/ER CUT AN NOTE 4 OF SERVICE LATERAL NOTE 4 OF SERVICE LATERAL 'MN DIAMETER oR0.1K SPLASH R6 TB (SEE NOTE 1) (SEE NOTE 1) RASA,NYLONAST OR m"MIN DIAYCTER DRAM-- AROUND APVROAD EWAL RAGES NYLOPLAST OR STRUCTURE PAVED UNPAVED AIN SHAPED ' APPRaEO EQUAL iB" MN HIMP REQWSD- M Cs/GENERAL NOTES 411/ W `� mT 1. CLEANOUT PLUG AND FITTING SIZE AND MATERIALS TO BE SPECIFIED PER PLANS(AND PER 2017 OPSC 707-1,TABLE 707.1) ``c 2. CLEANOUTS SHALL BE DESIGNED TO BE GAS-AND WATERTIGHT(2017 OPEC 707.3) = \ N 0 3. SANITARY TEE,SWEEP,OR WYE FITTING SHALL BE OF AN APPROVED BEND OR EQUIVALENT SWEEP(2017 OPSC 706.1) � ` w C 4. PIPE SIZE,TYPE,AND ELEVATION AS SPECIFIED PER PLANS. NOTES = it. Q a I PLACE STRUCTURE ON 3/4'TO 0"BASE ROCK PLACED DYER PARK'.d41BGRADE. Q W of t2 FRENCH DRAIN DETAIL 1 PRIVATE CLEANOUTft OVERFLOW/INLETLIDA Q Ca Ikr = Z SCALE:lLT.S. i SCALE:N..T.S. STRUCTURE QHANDBOOK CleanWaoer Services Q F CRAVAT.*N0. 407 06-I6 O N n n 171 RAM DRAM AND OUTFALL 1� 6/4 MAX SLOPE I PROTECTION F.12-.1 O 5%AN RCA (11Q 9i 1�MPr3Rf TRL- _�L L S . !{ D 4K FAnFD SOIL E TATED IAA FACwTSFS:ON60RM/N9 TO FHE FOLLOWING BUILDING00 OFT'3ET AN[I 00/OR.AL C0MP6STKW-USE NATEwtAL/HAT IS Mr wow or LGVA1 sta.,SAND,AND 0CMP031 THAT IS i;rll fl IMPERMEABLE LINER AS APPROVED '\ „ f {, ' 70-IO1f COMPOST{BY ri7l.UMtO ANO MEETS T+FE OTHER£RtTERiA IN?F115 SPE£IfICAPCN. BY EXJKDIN6 AURISWCTiC#7 �"' ' "' ANALYSS RFOLARETAENTS FLR AE BLENDED 4ATEIi1AiIIII ,- l J Y .. „,i Y { Y.-irr t% PANTAIE GRADATNDR-A STELE ANALT55 OF tHE BIENDE6 MAIEiIAt,1NCI.JOPIC GfAmP054,SHALL K PERFORATED PIPE MARKED Y 'A t xfx A,• t�f r S U CONDUCTED IN CONFORMANCE MM ASiV CTt IfCiS6.AASNFO itt/i27.ASV 0412fO1TA0.Qi A51M O641 3. Fat LENGTH OF FACAITY, { t, ,�X • 4 1 ` i 1,P. THE WA TSSIS SRALt IRCL:R3E iNE FIXLObW,G 4EYE S2E5 T IN01,3/8 MOM-►A.AF0.IRO.M40.03 e wtNR1w ?Oar M r �'- t� "'y I 'h T r- fi Fr .V\r' J }gyp I100,12aD. TtE IXtADAT OF ME f£ENo"YIALL NEEF ME PoLLI}WWC GRADATFON CRIT>JCA. SBU➢MEIN G��XIVRSpICiq�NR � N��� ��.� ���� 3s 4��� t �" ''p t i i f�� qW STEW 42E PERCENT wASk'!G ily$1.1. 75-NE 40-100 PLAN VIEW DED 3-25 s-,5 MF MA"i'RTAT (NM 1 AT I,MSF AND TANA V'1/011'FN MM 41M1 HFCSA ET SNAIL BE WELL DIKED AND HOMOOEN EIS. —ROW SPREADER.(BADE t SMALL MAYS FREE NOBLE FREE WATER. OVERFLOW TO IT SHALL BE.FREE OF MOOD PIECES,PLASTIC,AND OTHER FEREIf,N MATTER 6'tW. ]O'YWL CONVEYANCE BOARD,12 mHHE • a �T I�fACSFPF BIOTIN ROCK C:1]'CRUSHED ROCK OR CRAMS CHECK DAM 25"-a,5"DIAY SMOOTH ''C}MPOST NON-WREN OEOTEI[TILE 000/1S-3'DEEP AT TC DC COMPOST SMALL BE DER1VTI FREAM PLANT 4ATEIRIAL AND PROUDER BY A MEMBER OF THE U COMF'S/ING- IV' ANN �' B'MAXTP0/ID R0 INTERNALS,SLOPES W EXCESS OF iOUNiDL SCAT OF tESTANG ASSURAP.L3'_(STA)PROGRAM SEE'AW'w OONFO5ITNGCO//MDL a1G TOP A LIST OF LOCAL b'YA POND CEPRI WEFT OflNS'TfT OR SW PROMDERS COCONUT ME EOYPGST SHALL THE RTSUdi OF THE BKXOFACAL DFORAOAT°fi AND TRANSFGRMAT5OI OF PSANt-CEM9F� W,,,...2 g i '' i r NATER/B/S WNEER CON011ON$RELINED TO PROMOTE AERCEWC OECOLIFOSTIat. THE NAIERAI 5NA,1 BE MELL IS'MAN GRDw*1O MEDIUM •'" f ,.ml R TED E OF MABLE KLD SEEDS,AND SI STAKE WIN REGARD XYCFk C.[WSI:AfP AND CARBOND DEVIL w O o I - A COIP05T 41 H#K U WA P CE NO Our HANDLED.IT SMALLAFT ENE roushonxo ORMERIN As Z g iL 1 -_— 1 �CRl19E0 dtAM ROOF'CDµ tr , M }± 'Y _;ui. W Ar.F/ Tt� \a CIF PM CF°1$ MATER7ALu5FiF4S9E�BCTATEN 6 IrMt.IMiMPEAk COUNCIL STA[UNRULY 1ECM14Ai DATA SHEL't .- z I I I E l ! + o1 TK In MP••SL �_— - .K ( - - I Q CO T 4 I)CCP{1 GAD -3/4) \ Iw "RL ' �L MANUFACTL•RED INERT MATERIAL I LASRC.CONCRETE.CERAMICS OCTAL,CiC.)SHALL BE LESS tNAN 11TK BY V 3 g CLEAN atUSHW 00:5 ROOK 03 - \LAWETTAoi. ,t ) THE CRGA1aL MATTER CONTENT SHALL BE BETOKEN 36 AND 76X(ER?WEICYT BA515)SOLLALE . Al'A \\\\�� �aERROW TDCIA MATURITY NDCATOT R SMALL BE NT SWILL IR€ATER THAN 80%FOR GERMNNION AND 0GOR. � 6:a4KY'ANCE PROFILE VIEW , S'ARIL)TY 91ALL B -ssooLF"FO'YERV'STABLE'. RATER PROOF PVC BOOT MA • cARBcaMITRO„EN(C/N)RATq STALL BE:Ess THAN 26 T. w '' �� CLAMP 06 d1680/D EOWi NOTES: • TRACE VERSE.'EST t+,EStTLT-'PASS." Z y( )) y1 rxiii(y110N Wt k o P]E5 A, 2 a „ I SECTION A-A I- COU.E£T:ON MG CONVEYANCE OF OKRF1OW RUM FILTER STOP SHALL BE SPECIFIED ON PLANS to cON$TRUCTIQN p 3r sb APPROVED PUBLIC Ctk:4F*SLUG[StSTEN. 51CRMW'ATER FACIE TY BLLNDE0 5DIL = 0 < 2 G407ANG MEDE.M SHALL BE USED TO AMEND THE TOP/B"OF THE FILTER STRIP. • PROTECTION OF THE SOL-TA MATERIAL SHALL RE PRITECTED roam ALL SOURCES OF CONIA0I/ARON, h .. .f., 1 rACRFTY SHALL BE A MINIMUM of 0'WOE.MEASMED IN VIE D10EC'VON OF FLOW PlC*_DLM'G WFFD SEEDS.WHILE Lt/11E SUPPLER.IN GLNVEYAYCE.AND AT THE PRD,EGT 57E. `J[ NOS. • NET AFq WATER COAKTOONS-HAVING AND PLACEMENT OF TIT RATETR60 w/C NOi BE µ40FIE0 WmEk THE 4, ENTIRE FILTER STAB MuST HAVE ICOX COVERAGE BY APPROAD,RATK GRASSES MLOFLOWER BLENDS. Z t PiFVA�NASA Court-TREATMENT WFAt14F t5 TOO NET OR INC GROUND 3 FRO2'GN OR 5#P,jRA'EO tSTERli1Nc-D Rr THE OWNERS GROUND COYEAS.OR ANY uDA18:NAT10P1'THEREOF RERRESCNi#T1K. d L0T(t 2 W 4M ROTH-FA4LTY LENGTH TO%.CALCULATED BASED S A GRADE BOAR)•SPREMFR,OR SANG/CRAKI-TRENCH MAY BE REWIRED TEL 01SPIR5E/ 0j//CFF • PLACEMENT Or IRE V4L-PLACE NA MATERIAL N LOOM LOTS,601 TO LKEEED B NC.ES EACH AND EACH V H ON INCOMING FLOWS. I/T SHALL DE COMPACTED*Tr A WATER-FLLEO LANDSCAPE R1X.TER.DO NOT°INEREASE MECHANICALLY E'KWF ACRD`-S THE ENTER SIRS TO PREVENT POINT OF Cs:SCTURI,/£siANNEk IZATiX1. fi+E TOP OF TFaT MT BOX SIZE(Sr.) 1 VEGETATION.SSE PLAN'LIST N{SAT NANDB. K. MANG CI 6L MATERIAL n� LEVEL SPREADER MUST BE HORIZONTAL AND AT 41L APPROPRIATE HEICXIT TO PROUD[$MFETROw Ei A. NO TREE$QR DEEP RO]TE0 KC$TAT10N OMO7 PEPRIC,. • RMNG PLANT NSTAIUTICN-WEATMEA FERIAE/TUG AND AS AIFROKQ.NSTALL PLANTS AS LOAN AS M N OF PI-ANTS 5 RAN DRAMS ME LAN'UST N UEDA NAA ROCAL 14 UNE FR OTREGTLY TO TA SOIL'AiTr+fN/T SCOUR. LEVEL SPREADERS 5?+Kl NOT NOLO A PERMANENT VOLUME OF POS558LE AFTER R.AC?TG AND^AADNG'NE LOLL IN ORDER/0 WIWSE CROWN AND FURTHER GIMIPeCnaV m RUNOFF.SPREADERS MAY BE CONCRETE PER CGS DETAIL#250 TRENCHES uSED AD LEVEL SPREADERS SEPARATION • 'ROpON CONTROL- TEMPCY4AM ERO9ON CONTRA.MCASUR,S ORE l�OlrgIED MNRL PERMANENT STABLI2AN(}N TAPE OF PLANTS 1 0t11FALL PROTECTION SZED PER FLOW CA5/4116 NS CAN FI(LFO ATM GASHED MANED ROCK.PEA GRAVEL OR SAND. MEASURES ARE F/NCTIONAL fi. CHEL DAMS D C BE PLACED ACCOHDITFG TO f2 5'T{N:5T71 OtfffRMtSE • COMP PROMO/ION OF THE INSTALLED SDK.-IN AIL CASES.IRE PR01€£'INSTALLED MATERIAL.FROM FOOT OR 7. BWIDING.I,tR15LrCn0N N'PRDYAL REtiUIREO MAN DEPTH DiPROJECT INFORMATION TAM,;S BELOW BULLYING FCCITRFG. A.FOUAL TO TA IX ID./4 OF TA FILTER EOLPPYENT TRAFFIC AND SURFACE WATER IE/41 OUT INSTALL TEMPORARY TENCPP/CO WALNWATS AS MELDED TO SI?E OF PLANTS 6.PLACED EVERY TD'YWIEAf ROPE EXCEEDS S%70'TO Y OE£P. KEEP WORKERS PEOESTRIMIS,A40 EOIAPMEVT OOT OF THE AREA.LINDEN KO CIRCUMSTANCES SWARD LPRC,EL"T#I iTOp MATER%ALS AND MILKMEN,BE ILOREO D•1 TOP Or'HE NV-ALLAI:N AREA iA%LOTi3)11$t7.6OC BDD FLOW THROUGH PL4N1ER LIDA VEGETATED FiLTER STRIP Lipp y BLENDED 501E LAND USE W I SIRIOt7-0DDOr ` N SPECIFICATION FOR LIDA DESIGNED BY)CKW,JKO.$RC HANDBOOK C1eanWader Services HANDBOOK C1canWa6ci Services , CHECKED BY I A RA w CRfVANG k[I, 794 R`wgD IT DRAWING NO. 796 REM5E0 0S-1/ VEGETATED LIRA FACILITIES HANDBOOK C1CanWatel Services DRAWING NG. 798 ff-'0 SHEET NUMBER 1 C412 a I I JTIMEOFCONCENTRATION 111 9777 SW 74th Ave PROJECT NO. BY JBC DATE 9/7/2017 SHEET FLOW INPUT VALUE VALUE VALUE IType Type Type Surface Description Woods Cultivated (residue Grass (short (light_underbrush) > 20%) prairie) i Manning's "n" 0.4 0.17 0.15 Flow Length, L 50 ft Oft 0 ft 2-Yr 24 Hour Rainfall, P2 2.5 in 2.5 in 2.5 in I Land Slope, s 111R1 ft/ft 0,00 ft/ft 0.0025 ft/ft OUTPUT Travel Time 0.11 hr 0.00 hr 0.00 hr ISHALLOW CONCENTRATED FLOW INPUT VALUE VALUE VALUE I Surface Description unpaved unpaved Unpaved Flow Length, L 298 ft Oft 0 ft Watercourse Slope*, s 0.113 ft/ft 0.01 ft/ft 0.027 ft/ft I OUTPUT Average Velocity, V 5.42 ft/s 1.61 ft/s 2.65 ft/s Travel Time 0.015 hr 0.000 hr 0.000 hr ICHANNEL FLOW INPUT VALUE VALUE VALUE I Cross Sectional Flow Area, a ft2 ft2 15.0: ft2 Wetted Perimeter, PW 11.28 ft 11.28 ft 7.69 ft Channel Slope, s 0.003 ft/ft 0.003 ft/ft 0.00 ft/ft I Manning's "n" 0.24 0.24 0.24 Flow Length, L ^ ft ft n ft OUTPUT . Average Velocity 0.26 ft/s 0.26 ft/s 0.53 ft/s 1 Hydraulic Radius, r= a /PW 0.66 ft 0.66 ft 1.96 ft Travel Time 0.00 hr 0.00 hr 0.00 hr Watershed or Subarea Tc= 0.13 hr 0.00 hr 0.00 hr IWatershed or Subarea Tc= 8 minutes 0 minutes 0 minutes I 1 I 1 3J CONSULTING Civil Engineering I Water Resources I.nr1 I ba Olenninn (7 1 di a Q oc 0 0 0 >- �ion am OM int MN I r O a On — M OM VS On Eli Int Ina MI NM MI MN M. MI MN MI M - M OM ON SIM M OM V UM M EXISTING RUNOFF HYDROGRAPH 1.2 100-Year Runoff= 1.08 cfs 1 25-Year Runoff=0.78 cfs 0.8 10-Year Runoff=0.58 cfs 0.6 o U- 0.4 2-Year Runoff=0.21 cfs 0.2 ' 0 12:00:00 AM 12:00:00 PM 12:00:00 AM 12:00:00 PM Time (hrs) POST-DEVELOPED RUNOFF HYDROGRAPH 1.6 100-Year Runoff= 1.46 cfs 1.4 25-Year Runoff= 1.14 cfs 1.2 10-Year Runoff=0.90 cfs 1 T. o 0.8 2-Year Runoff=0.47 cfs 0.6 0.4 0.2 0 12:00:00 AM 12:00:00 PM 12:00:00 AM 12:00:00 PM Time (hrs) NO W am i a am I 11111111 111111 at 1111 MO M M IMF ME I 1 XPSTORM OUTPUT 3J� 1 XPSTORM HYDRAULIC LAYOUT-ONSITE I J.2 PERF : PE'. +-E.1 J.1 END.I - • 1 *L• 1 I .1 5 END2 �.-.OT 2 P- D 02 PPPF PIPE XSDCO 02 P-._.4 LOT 3 J 4 0 PJ P- .3 LOT4 J3 I I I I I I I I I XPSTORM-RUNOFF DATA FOR ONSITE-2 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff 111 Node Name acre % Number min. in in in cfs LOT 4 0.061 100 98 5 2.5 1.663 0.837 0.047 0.081 0 79 5 LOT 3 0.061 100 98 5 2.5 1.663 0.837 0.041 0.038 0 79 5 XPSTORM-RUNOFF DATA FOR ONSITE -10 YR-STORM EVENT SW 74TH AVE Node Information _ Runoff Information LOT 4 0.061 100 98 5 3.45 1.923 1.527 0.076 0.081 0 79 5 LOT 3 0.061 100 98 5 3.45 1.923 1.527 0.062 0.038 0 79 5 XPSTORM-RUNOFF DATA FOR ONSITE -25 YR -STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs LOT 4 0.061 100 98 5 3.9 2.018 1.882 0.09111 0.081 0 79 5 LOT 3 0.061 100 98 5 3.9 2.018 1.882 0.072 0.038 0 79 5 1 XPSTORM-RUNOFF DATA FOR ONSITE -100 YR -STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs LOT 4 0.061 100 98 5 4.5 2.124 2.376 0.11 0.081 0 79 5 LOT 3 0.061 100 98 5 4.5 2.124 2.376 0.086 0.038 0 79 5 I 1 I I I • 9 a Rg gdinn g z K4�oi .+i GNNN .lFN 4 a P iw 7 P g I Kvneiaine 0 ryNNNNN O o n v gi es o = Kerzvn NNNNNNei O fi'9 g n R = KnNnf N 7 0 9 ggPgpf 0 ranOmf11 9 � lffy = KNNNoe! *V12;ma = KNNVV N 2 K64weisiei NNNNNN = K ir.:eidei 2NNN NN II 21 K °�^ 3nN q KSa J�R m+ 'K:ERB�`0 . 00Kgg.Ig8m 0 0 N1Ael�rN 0 ` eI IA MI q LL LL LL IL d IL d LL LL IL I et • a, 8 d R U m $lO N 3 U m R b' m 8 3 N;S; K A NN�ef�i enil waD Ne7 q K a r,:ei eNi l:ei O NNNNNN q Kewti o n O ryNNNNNN q y N ,N il W N8♦Rgs ? KryN W Fio♦na qKNNNNN m R$♦NS 2 vN(tNNN4 W ga ♦NN.' qK1pNNCICCI = NNNNNN 9 g g g$g r i n g g g g gg �K m g g$g aad $K m a g g g o II ail K ryrro���y ao Ceryo(Yym r(4�ru {y�y ry �y�y �y c NNNNN GW NIVNNM& �� NNNNNN G� NNNNNN 1 , v$.q”4 1 , .pN-(mgy(gyapry$8 ;Kp!!4.:448.” p m KpNp{yymry$mrygsggg ail K NNNNNN U W KlN`INNNNN �» NNNNNN O W Mai; ✓ r 0 0 0 0 O 0 W T o 0 0 0 0 o WZ (0 G o 0 0 0 0 $ a o 0 0 0 0 0 W Nu�ppII m o p O• m O • pp O0 q 3 N q 3 ��m �� q 3 y.00Ne)Otl+ q 3 KSgRegorg rc 2 KOO.q-NOc00000 c K000 Ooo < m dddddd 3 OddOoo W • i 1- Is ��8 ea = �o ! a44O O 1 27vie0044 O a fYu6, = f46,6,,6,- 2 2 ' LL O W 1 ; OWc OWc 3 OW o I O xu LiggaSdg =xuL "ddd'Bc a u CSRrsto oau u. 1;:RRBR oo f oococo OF UY g on go0000o ox Uy fmc00000 cr eooeoe la Or O N & fV C1 C1 ep o W W p p ♦Ar� q" C_rn �p can -R W v��n m e� A S s d s 8 6 O O O n 6 d d 8 HMI! 2 O O O N o 0 0 0 G! O i y° O O O O O A O o y o 0 o G C 01 2 d Py o G C 0 0 a i O y O 4 0 11 0 o § V.V:,nos' 0 o' wgnn�S' a a'S x°.2:2 8' 00 �do'a1yxememn.No U G �. l V I V l V C G U 8 lift, N N O.-° U 0 g.e'Cl N e V o d W Om i N N N C o U U U = U W Q = 8 8d8$8g a 838888 8 8d8g8g a 838888 O y x 'r����o O qo x��� � O $ x�����o p m '''.qt., u u u u F rc g O• x O x p h t g8g.g8 d t K88gg88 d m t 88gg5t$ d m sr 88g.88 1 c a6gg.;;;g x o aaggaa x e m KgaiC0m4 x c J KOegegm04 LL 6 6 J LL 9 L 9 O G O C C U U U U II K ggg�i,gi, K• ai�i�iSgi gi KSS25188 Kgi, i,��i,�� O O O O O O 0 0 0 O O 0 O O O O O C ao a a000000 I/ O N o ei7OvYpLL o O N °�'O CW O Cl O YO'+O • ' . 0W O N o '+O'YO . . 1 O O O O II i N 4! N a 0E Ye � C 1 CfnCl G ,1- ?!Oi-- FenYOr-u? r0 _0. ,u, C ri O'_a0�� q C riJ» JO- q C i0-- UO= q C a: °-"GO-' q1 Y i. II J J J J IN W N W O W Cl W Y Dena Y enLL Y enLL Y Dena F-e??Of a x Ne!t OFa s .0•,0Fa F-e?<OF-a O �oLL �aa°°LL C o �oLL 22,7824 J J d J O J LL d d rc ¢ a dda d dda d dda d ada XPSTORM HYDRAULIC LAYOUT - SW RED CEDAR WAY 5Cc Dele /: col DC1N= S.�? ..--...� LIl0 L1 ert P DC I P DC r_ 01 CO NMI all a US IMO N IMO SIM gal MIN MEI MN 1111111 VII OM NM 111111 OM MIN I XPSTORM-RUNOFF DATA FOR SW RED CEDAR WAY-2 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs SDCB 01 0.18 100 98 5 2.5 2.045 0.455 0.203 0.04 0 79 5 0.20 100 98 20 0.10 0 70 20 SDCB 03 0.05 100 98 5 2.5 1.663 0.837 0.029 0.01 0 79 5 SDCB 02 0.07 100 98 5 2.5 2.045 0.455 0.135 0.01 0 79 5III 0.20 100 98 20 0.10 0 70 20 XPSTORM-RUNOFF DATA FOR SW RED CEDAR WAY-10 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs SDCB 01 0.18 100 98 5 3.45 2.473 0.977 0.297 0.04 0 79 5 0.20 100 98 20 0.10 0 70 20 II SDCB 03 0.05 100 98 5 3.45 1.923 1.527 0.042 0.01 0 79 5 SDCB 02 0.07 100 98 5 3.45 2.473 0.977 0.2 0.01 0 79 5 0.20 100 98 20 0.10 0 70 20 XPSTORM-RUNOFF DATA FOR SW RED CEDAR WAY-25 YR-STORM EVENT I SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs SDCB 01 0.18 100 98 5 3.9 2.637 1.263 0.343 0.04 0 79 5 0.20 100 98 20 0.10 0 70 20 SDCB 03 0.05 100 98 5 3.9 2.018 1.882 0.048 0.01 0 79 5 SDCB 02 0.07 100 98 5 3.9 2.637 1.263 0.231 0.01 0 79 5 0.20 100 98 20 0.10 0 70 20 XPSTORM-RUNOFF DATA FOR SW RED CEDAR WAY-100 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs SDCB 01 0.18 100 98 5 4.5 2.827 1.673 0.405 0.04 0 79 5 0.20 100 98 20 0.10 0 70 20 SDCB 03 0.05 100 98 5 4.5 2.124 2.376 0.056 0.01 0 79 5 SDCB 02 0.07 100 98 5 4.5 2.827 1.673 0.274 0.01 0 79 5 0.20 100 98 20 0.10 0 70 20 1 I Mk all dolt - - - - - r 111111 11111 NMI 1111 1 1 1 - N 11111 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(2-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter length Slope Design Mines/ Max Flow Max Max Flow Depth y/dg US Ground DS Grand US IE DS IE US US HGL DS HGL From To Capacity QdeNgn Velocity Elev, Elev. Freeboard Freeboard ft ft % cfs cfs ft/s ft ft ft R ft R ft ft ft Detention.1 J,1 Node14 8.00 32.79 0.40 578.69 0.00 0.06 0.57 4.91 0.61 222.20 222.60 213.87 213.54 3.76 4.16 218.44 218.44 Flow contra SDM12 SDMH2 O.00 0.00 0.00 0.00 0.00 0.00 222.20 222.20 210.30 210.30 3.76 11.78 218.44 210.42 Flow control SDMH2 SDMH2 O.01 13.37 0.07 11.75 6.64 91.96 222.20 22220 , 210.30 210.30 3.76 11.78 218.44 210.42 Flow control SDMH2 SD MH2 O.06 0.00 0.00 , 0.00 0.00 0.00 222.20 222.20 210.30 210.30 3.76 11.78 218.44 210.42 Unk3 SD MH2 WO 1.00 23.00 0.43 2.35 0.03 0.07 1.34 0.12 0.12 222.20 219.18 210.30 206.60 11.78 12.52 210.42 206.66 Unk4 WC) out 1.00 141.00 7.18 9.54 0.01 0.07 4.17 0.06 0.06 219.18 202.00 206.60 198.50 12.52 5.44 206.66 196.56 P-SDCB01 SDC801 Node14 0.83 15.83 2.46 3.40 0.06 0.20 3.45 0.14 0.17 222.43 222.80 217.93 213.54 2.86 4.16 219.57 218.44 P-SDCB 03 SDCB 03 J.1 1.00 65.36 9.93 11.23 0.00 0.03 2.97 1.02 1.02 227.41 22220 222.41 213.67 3.46 3.76 223.95 218.44 P-SDCB 02 SDCB 02 J.1 1.00 34.85 21.72 16.60 0.01 0.14 8.94 1.02 1.02 228.49 222.20 223.49 213.67 3.44 3.76 225.08 218.44 Detention.2 Node14 SDMH2 8.00 9.21 0.40 570.23 0.00 0.11 0.74 4.94 0.62 222.60 222.20 213.54 210.30 4.18 3.76 218.44 218.44 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(10-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Quaid MaxFlow Max Max Flow Depth y/dg US Ground DS Ground USIE DS IE u3 US HGL DS HGL From To Capacity °design Velocity Bev. Elev. Freeboard Freeboard ft ft % firs firs Rh ft ft ft R R ft ft ft ft Detenicn.1 J.1 Node14 8.00 32.79 0.40 578.69 , 0.00 0.30 0.59 7.38 0.92 , 222.20 222.60 213.67 213.54 1.29 1.69 220.91 220.91 Flowcontrd SDMH2 SD MH2 0.00 0.00 0.00 0.00 0.00 0.00 222.20 222.20 210.30 210.30 1.29 11.76 220.91 210.44 Flow control SDMH2 SD MH2 O.01 17.34 0.10 13.51 9.11 128.14 222.20 222.20 210.30 210.30 1.29 11.76 220.91 210.44 Flow control SDMH2 SD Mil 0.06 0.00 0.00 0.00 0.00 0.00 222.20 222.20 210.30 210.30 1.29 11.76 220.91 210.44 Unk3 SD MH2 WO 1.00 23.00 0.43 2.35 0.04 0.10 1.45 0.14 0.14 _ 222.20 219.18 210.30 206.80 11.76 12.51 210.44 208.67 Unk4 WO out 1.00 141.00 7.16 9.54 0.01 0.10 4.17 0.07 0.07 219.18 202.00 206.60 198.50 12.51 5.43 206.67 196.57 P-SDCB 01 SDCB 01 Node14 0.83 15.83 2.46 3.40 0.16 0.53 3.86 1.87 2.26 222.43 222.60 217.93 213.54 1.52 1.69 220.91 220.91 P-SDCB 03 SDCB 03 J.1 1.00 65.36 9.93 11.23 0.00 0.04 3.31 3.49 3.49 227.41 222.20 222.41 213.67 3.48 1.29 223.95 220.91 P-SDCB 02 SDCB O2 J.1 1.00 34.85 21.72 16.80 0.01 0.20 8.82 3.49 3.49 228.49 222.20 223,49 213.67 3.42 1.29 225.07 220.91 Detentian.2 Node14 SDMH2 8.00 9.21 0.40 570.23 0.00 0.38 0.78 7.41 0.93 222.60 222.20 213.54, 210.30 1.69 1.29 220.91 220.91 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(25-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Design Omar/ Max Flow Max Max Flow Depth yld0 US Ground DS Ground US IE DS IE US DS US HGL DS HGL From To Capacity °design Velocity Elev. Elev. Freeboard Freeboard ft ft % fife oft ft/s ft ft ft ft R ft R R ft DNention.1 J.1 Node14 8.00 37-79 0.40 578.89 0.00 ' 0,46 0.60 7.80 0.97 222.20 222.60 213.67 213.54 0.87 1.27 221.33 221.33 Flow control SDMH2 SDMH2 O.00 0.00 0.00 0.00 0.00 _ 0.00 222.20 222.20 210.30 210.30 0.87 11.73 221.33 210.47 Flow control SDMH2 SDMH2 0.01 18.03 0.10 13.78 9.53 131.92 222.20 222.20 210.30 210.30 0.87 11.73 221.33 210.47 Flow control SDMH2 SDMH2 _ 0.06 0.90 0.05 1.94 ‘ 0.28 _ 1.54 222.20 222.20 210.30 210.30 0.87 11.73 221.33 210.47 Unk3 SD MH2 WO 1.00 23.00 0.43 2.35 0.08 0.15 1.87 0.17 0.17 222.20 219.18 210.30 206.80 11.73 12.49 210.47 206.69 Unk4 WO out 1.00 141.00 7.16 ' 9.54 0.02 0.15 8.21 0.09 0.09 219.18 202.00 206.60 196.50 12.49 5.41 206.89 196.59 P-SDCB 01 SDCB 01 Node14 0.83 15.83 2.48 3.40 0.22 0.74 4.02 2.29 276 222.43 222.60 217.93 213.54 1.10 1.27 221,33 221.33 P-SDCB 03 SDCB 03 J.1 1.00 65.36 9.93 11.23 0.00 0.05 2.91 3.91 3.91 ' 227.41 222.20 222.41 213.67 3.45 0.87 223.98 221.33 P-SDCB 02 SDCB 02 J.1 1.00 34.85 21.72 18.60 0.01 0.23 6.03 3.91 3.91 228.49 222.20 223.49 213.87 3.42 0.87 225.07 221.33 DNen0on.2 Node14 509642 8.00 9.21 0.40 570.23 0.00 0.36 0.80 7.83 0.98 222.80 222.20 213.54 210.30 1.27 0.87 221.33 221.33 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(100-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Omer/ Max Flow Max Max Flow Depth yld0 US Ground DS Ground US IE DS IE US US HGl DS HOL From To Capacity QdeNgn Velocity Elev. Mev. Freeboard Freeboard ft ft % cat oft ft/s R ft ft ft ft ft ft ft ft Delention.1 J.1 Node14 8.00 32.79 0.40 578.89 0.00 0.28 0,61 8.07 1.01 222.20 222.80 213.67 213.54 0.00 1.00 221.80 221.60 Flow control SDMH2 SD MH2 O.00 0.00 0.11 0.00 0.00 0.00 222.20 222.20 210.30 210.30 0.60 11.06 221.80 210.54 Flow control SDMH2 SDMH2 - _ 0.01 18.47 0.10 13.94 9.80 , 135.67 222.20 222.20 210.30 210.30 0.60 11.86 221.80 210.54 Flow control SDMH2 SDMH2 O.06 _ 1.49 0.08 3.13 0.55 3.03 222.20 222.20 210.30 210.30 0.60 11.66 221.60 210.54 Unk3 SD MH2 WC) 1.00 23.00 0.43 2.35 0.13 0.30 2.06 0.24 0.24 222.20 219.18 210.30 208.60 11.86 12.48 210.54 208.72 Unk4 WC) out 1.00 141.00 7.18 9.54 0.03 , 0.30 6.25 0.12 0.12 219.18 202.00 , 206.60 196.50 12.48 5.38 206.72 196.62 P-SDCB 01 SDCB 01 Node14 0.83 15.83 2.46 3.40 0.22 0.70 4.17 2.56 3.09 222.43 222.80 217.93 213.54 0.83 1.00 221.80 221.80 P-SDCB 03 SDCB 03 J.1 1.00 65.36 9.93 11.23 0.01 0.06 2.44 4.18 4.18 227.41 222.20 222.41 213.67 3.45 0.80 223.98 221.80 P-SDCB 02 SDCB 02 J.1 1.00 34.85 21.72 18.80 0.02 0.27 5.30 4.18 4.18 228.49 222.20 223.49 213.87 3.41 0.80 225.08 , 221.80 Detention.2 Node14 SDMH2 8.00 9.21 0.40 570.23 0.00 0.56 0.82 , 8.10 1.01 222.80 222.20 213.54 210.30 1.00 0.60 221.60 221.80 XPSTORM HYDRAULIC LAYOUT - SW 74TH AVE CDC'6611 SOC 6N_ MINHN3 CDC 6 ff t • P-CDC 5 fr • P-CD H N3 MD6111163.1 0 DEfEN DUMMi_ 'DINH i-1 FjITR4 • H 3-3 0 HIPr 11 STM 6 D P "TA1 D 2 P.,DU. ',":EIGELP TEPI'E WAN 16.x1611 DMHN4 0e411b�.1 NTRCL. Lh1.7i LIIkt0 �j1�4p-NTP C. No:*IQ tmmr:l PwT B 0-1 STD 6 D-1 MO X V 1111111 Sill NO11111 111111 111111 SIN lin INS All ON 11111 NM I XPSTORM-RUNOFF DATA FOR SW 74TH AVE-2 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs WEIGELA TERRACE 1.02 100 98 5 2.5 1.663 0.837 0.926 2.20 0 79 5 STM CB D-2 0.11 100 98 5 2.5 1.663 0.837 0.065 0.02 0 79 5 STM CB D-1 0.13 100 98 5 2.5 1.663 0.837 0.079 0.03 0 79 5 SDCB#1 0.16 100 98 5 2.5 1.663 0.837 0.097 0.03 0 79 5 SDCB#2 0.18 100 98 5 2.5 1.663 0.837 0.108 0.01 0 79 5 XPSTORM-RUNOFF DATA FOR SW 74TH AVE-10 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs WEIGELA TERRACE 1.02 100 98 5 3.45 1.923 1.527 1.557 2.20 0 79 5 STM CB D-2 0.11 100 98 5 3.45 1.923 1.527 0.094 0.02 0 79 5 Il STM CB D-1 0.13 100 98 5 3.45 1.923 1.527 0.114 0.03 0 79 5 SDCB#1 0.16 100 98 5 3.45 1.923 1.527 0.139 0.03 0 79 5 SDCB#2 0.18 100 98 5 3.45 1.923 1.527 0.152 0.01 0 79 5 XPSTORM-RUNOFF DATA FOR SW 74TH AVE-25 YR-STORM EVENT I SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs WEIGELA TERRACE 1.023 100 98 5 3.9 2.018 1.882 1.876 2.2 0 79 5 STM CB D-2 0.108 100 98 5 3.9 2.018 1.882 0.107 0.02 0 79 5 STM CB D-1 0.129 100 98 5 3.9 2.018 1.882 0.131 0.03 0 79 5 SDCB#1 0.162 100 98 5 3.9 2.018 1.882 0.159 0.026 0 79 5 SDCB#2 0.184 100 98 5 3.9 2.018 1.882 0.173 0.01 0 79 5 XPSTORM-RUNOFF DATA FOR SW 74TH AVE-100 YR-STORM EVENT SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs WEIGELA TERRACE 1.023 100 0 5 4.5 2.124 2.376 2.315 2.2 0 0 5 STM CB D-2 0.108 100 0 5 4.5 2.124 2.376 0.126 0.02 0 0 5 STM CB D-1 0.129 100 0 5 4.5 2.124 2.376 0.154 0.03 0 0 5 SDCB#1 0.162 100 0 5 4.5 2.124 2.376 0.186 0.026 0 0 5 SDCB#2 0.184 100 0 5 4.5 2.124 2.376 0.201 0.01 0 0 5 1 I I/ O SRPggaaaaa�pr�pp.mprm.,7�p$$a� 44,9n2,1?8S�� UJ' �$$83ppnppp�p�ppp�p�pppryp^w`2`aa8n8n88RR8B p F N N N N N N N N N N N R R N N N N N N p N N N N N N N N N N N R R N N N N N N O O I 8S88n Pnng8. ( pp8 ;pyaa;an p n� 4n t.A83838ne4182222AN8 aNNNNNNNN NNN NRRRRNfV/V ai j NNNNNNNNNAAR ri RRRRINF4 V 9 .2 K `85i8g-F- A-8-NSv'°1io�$$$('NF- moir lOrooro$$$4IOyi$a^op4nr�rMNNO LL IL 7 KW ssgAAAl6 NNNSN$ . .C o0S0, d A 7o6Ya C nNWNOO0000O .4 LL LL 5 LL 1/ 9 {{yy{�++�l f(pp fp p(p yy�l pp pp 9 {� �O y1 y���OO p p U W PYYf YiNNNOoo DS)NNNh88o V W W O���N88 W W A05tYlN7SN88tl il m v�p^rn�ppp�pa�ppp�op�pppmpmmpp9pppppi�3p�pppi�5p�pppi8'2♦pS♦p7YmSSSi�umm3�8�ppu2tOO�9ppi�p1/. w �mpmmep�ppp�p�ppp�p�ppp�p�ppp�p�ppp�p�ppp8"dBYp�Y�8e��pll�pipm"� N N N N N N N N N N N N R N W A W N N 7 'N N N N N N N N N N A N R N W 8 8 R S I C : 'o 5RRyRyry8ry88y(8y(ay(oy��pRp�pPp�pRS2SS88(my ry'�Ry�lyB£ryCry88y(8y�8y�'Oy,�oy�pSp�p4p�pR852SS$S�?y NR N N N N N N N N N N fV N N N N N R R N p N N N N N N N N N N N N N N N N N R R N O O Q p N I O 1,1SOsss.sNoAAp5 51R Nm�Nal O O O W 3pp 1pp t��ppO 4 1pp.p o 2:p$pp pp p R NW NNryryNNryNNpppmNNNNN iaKryryryFyyNNNNNppppNNNryNN 7 _ .- F$ oomORooOOO ' cl7O � oaOoo.-000000d0O°'tl OOo O!Ooo T a io oFodd' 0 0 0 I/ N t gW L o 3 �RNov^IS8S�Wr88o8tlR -e°R8SS��ro > s xN838VPN8`2g,RNRd8•8RR8 ALL O M r OO W M0000000 o.=OO OO OO f d C m NC W pl.-00.-GGoN C NOGC O W Q f Q f II x F Y I. M m c �_ g RS880880^488oSR80S8 q �1g22286-2.io8o8m5SRVo8k2SV2 o 4 > c 0 C LL II W▪ W O 3 W W o il s u rS,0000000000000000000 8 p-°= u F+, 0000000000000000000 z U0 C my�p p a o p p�O�(l ep V 0 C oo pp♦♦ p ((y�p♦ qp @ zi 8.i14.88003�8588888 m Y Omb88fN8008:11288 12883 W y O-ooco000 00000onio00o W y O,-�OOONOC 000000focoo 0. o O 00 O O 0 O . ry}l �p 8 O: CqO p 8 Q . y V g O O f G O O O f G H N V O O O Ol 0 f O g O g O O IG.-O O O O 1 V N V O O O O 0.-O u p do W . I/ 0 g x' R 0005;83 SRS ?d a xm R 0045 d00 2R8 N C 17 0)G C O G IA O f`I N O N O)O C G O A O N z > O z U 0 8 8 ;488SR 88g I m 5 8 8 ro�R883R 884 II I• . X X = o U o o 0 o 0 8 8 8882`28 888 r8 8 888.d88 888 15 Yf GCl'i Yl OOOI c s I/ f P'Ui3412 2 2 .-4� i it.iR0 iR'}tll l�l t��J� O Y Y Y' �.l O N Y Y' _ O yO yY pNo yO E x x x yY yY x i R 2 2 2 1i l<L yO O y6 y.y.y Y E x y O yO m x,2 x x x 1 L LL pO H O O O O Fi g g m O O V 2 gx f f O ~ O O O O o o j'� ~~O Z Z Z Z y y N Z Z y N y m m N 0 0 2 z z z Z W N m z z l0 N y m N N O O z II I U I U a Trhryy��rJJ_ ♦Y Th�yy�R�1 F W000^rrrddiiiR0 R0N W000.-"'ddEV RlINNYalTSX S E E E m m m m x $x o h s o 0 o E E E m m m m iiCt g n f x o w$:28333UU UUfxm222 8 S88HEEEUU f��' E zzzz8882XmaogEEEvpi.z " wzzzz&8822�wm 222 z g w g W II I 3 3 �� J 000 NNN rr I 000 NNN II 1JJJ y-LL'CN N J 0 ....e- N000 0V0 FF (u�+l 000 en 000 z 000 !I LL'22 Z AZEuiRg2221 l �rc¢a zdd C irco:rc h 5 o0000Omm mmx2 R ac 5 �'o OOO mmmmx 0zxx g't�j ZUUZU UU�7U 5Z = Z88883 m g 7 SV 000_� mWUUUg j 4 $UUU 1O zO NNN UUUNg 0333 w dci. 333d2 0333 mTdddb333dd 000 555d p000 00o SSSdd o000 LL LL LL JJJ LL LL LL LL LL LL JJJ LL LL 1L. O 0 VVg2g Rn n�O Vt888nNN N, O 88X8rv888888eg PP.8 g G i FFFFpppAR8S8S8F NggggI5p RR gn f 0 o rVVV: RRRfIV 88888,TPPM 4 8888$2RRR88M,,,ny.8g!8 O CNNFFFRRANRN i Nry_p,ppNpRpRNNo 7 II 9 O V 20 C mpnWWW aq2m mOnn O$ Nf Mrtlubr f 00 CWQO W p p r^aq'♦org g A R Rp OaMN, . 0 ....V$ NONf - . n ,- NNW LL LL LLII 9 O" ryry O i g0 S 7L.EV + YAA !< ^ Fnyyn! C7G NQ n n s p p op s m s s oo !aaggs O CNNNOVff*-WNNNN.-'- . a: O 1O YLL 1� O. LL a S. a1/ c c c u W u W 6` '2 8888^rn^qi:6Sri22288,o u W ^m"Q`Z`Z8,88i8^a,^ai:o$uv',8°r38880', W W V�Op^p0ti Opp^e�pmp�p8�p8�Ypp,O m tO♦p7.ro 8m N p0 pNp�p8 N�p<p W V titi ppO mpO�p8�p8Ymp,O88F(pOy 8m sNp oN oNp pN e8�fp O e 2 C F N N[V N N N N F F A N R N g q N N y2 F F N N N N N N N F F A N N P 0 O D R g R II O C e m a it ryory(i�yy(ARyy4(8yy(8yy(Sy,(8�y,(o'yy(oyy5p8ppr2tp9mp9m-88 i5i5rypryi8ryp,'�2yy ` i (oy(Y�3�RyY3{5y�ry8�8yry8ryooypRyppp�pg�ppp�pR�pppR$R4J9 W N N N N N N N N N N N N N N F F F F N N N H W N N N N N N N N N N N N N F F F F R R N O OII m o .7400'W88222221eR$8888R p i V�mN o o o`-8 8 8 88 8 8 8 8 8 8 8 8 8 uW yW NNNNNNryNNNNppFFFNFR WryNNNyryNVrypppmFFFyF,Nq F .5 $ +R'g8^8sgv411,g�8-8FiR8 ov 8, ^oyq�'8o3$Soi ^aS,'8go3R$�^, W T T �M�o.N e V t�Iooeee�jN OO o, .� j. -x�O�R_ONt00000 joeoe K C C O 0 F y n L q L m C Q E. II g y 3 A888P8°�Be,VRR228fo'g`r3RA 1>A 3 . UtaR ,43V3$SNc°,T.P.82gRRri N O O ,.m f 0 20NONN OOONON OOO A a O n mf O:".,sNONYOOONON OOOm IL N MM. LT. W E .1g Q 2 t r x II MT. � 3 z.. q Gp N A Cp amD N Np, 8 B t�f ^1. N 01 gyp! N f V h f O m C W N pp nn��OO N O: is N m g0aG0''QOO mm mNOCO�l�l a6N 3y Ya OINN �O�mOf w,COooPlO O: .> > m 'g > 4 'g > U. 9 0 V 0 W o q WC qW O o a LL <m $B:sRmO Et8" _' LL 98s "s m, EO�sys a P O.- , f NOGOOG GOOv-ON Zw f O^ S II O 1 3 03 Sya Yf pR�pp88 qN 8 mo 8 3 �Y y S q l 9 N q 1 O N fJ 0 0�O N O O O O G C C O N R C C O W q G i O N N C N 8 8 G C G C C O N N C G O 00 00 O 00 q0 00 6 LL OII Dr aS f, Q 80om oommoN88'��+8 So 80 8m Q o$ RRR R�ior o0owNm p p, ooro-00oac� o O U u N O m U N y W U p i o S'a yam R ^,V8883 RR8 7d o aeg R n+gB823 888j W N C Nl00000 NON } 0 wi Oi 0000 NON N11 Z Z > 0 o 0m u x c m fnC 1 i `t m8 8 m<&'�88sR 88? c t 8 m8 o:Rry8ry8ZR 88g 6 II j C R G C m N R l p m O N R LL J C 8 N R N O N X V = X 9 C C C O O O u u u e a r8 8 888'd,38 888 l x8 8 888888 888 N 88GON 88 N CC!! I/ O O G O NNN lTI il;O O U R i;1' A 2 CS Q Q o A A A 4 g 0 e g Q i,i.2 2:A ; 0 o u o.o E o o m i f 2 x m LL LL u 0 0 0 o E x Z x i o m x f 2 2 X LL LL o C Z 2 Z Z y y y Z Z y y y 0 0 0 0 0 I- "8Ag3ggg2 Z Z Z Z m m g 2 2 y y,OM N q O Z LO Agg o O Ia a E U T(y 6 U T(y f O m000-iT iT 66au gVNNN a N H m000-- --6,su gi NN it N N r o 0 0 o E E E tm�t m� g o g r e e o o E E E m m 2 22 2 0 € c S g$$$$EEE"mimil $ W g$$$$EEE°gO�o� mm $ Z Z Z Z O O O g q q y 0 0 0 N y 2 Z Z Z Z O 1-g y y y 0 0 0 q y 2 VVII IIN�� W VV11 II 8 3 000 NNN .-•-•- 000 rzNNN JJJWWWN KWWN N000 o00mmmVNOOOO 00000m'#$0000 ovuuuumEz4i .0m x1-,, Ruuuuu - zzx 333 r- addruM" 00o S� dd o000 000 222ad 0000 LL LLLL JO JO LLILLL LLLL LL 000 LLli li aSa aaa DOWNSTREAM ANALYSIS 73J' - Mr MN ON - r WO MN NM MN s — — — Ir r MI MI 1111111 Hydrologic Soil Group—Washington County,Oregonrkt N m C' 4 N ry 518800 5189W 519000 5191W 5192W 519303 519400 519500 519600 519700 519800 519,900 520000 5201c0 45°2712"N - - - — 1 . 45°2712"N ' 1. ., ir _ . Sw•Cedarcrest"St _ 1g' + 9a . Sw Shady Ln %' . -s . • ■ 8 ;° - 1 - 8 a r � Sw° - • a�. ' p ✓ Alfred St M t 45B Sw•Barba '_ t ratan e '- • ,s I_ _ o .. .. s O — Ventura Ct . _ __ __ 1 45B ° 1 1'. .._•43 .l �T 1913.-1. ‘'"....--...." , Sw Locust St m - ` , t .a i, g ©fln G��17 �-nn,b° valid at this s�crale. in - 45°26'42"N - 45°26'42"N 518800 518900 519000 51910 519200 519300 51940 519500 519600 519700 519800 519900 523000 5201W 3 3 Map Scale:1:6,490 if printed on A landscape(11"x 8.5")sheet 4 Meters N N 0 50 100 200 300 Feet IV 0 300 600 1200 1800 Map projection:Web Meng Comer coordinates:WG584 Edge tics:h IM Zone lON WG584 A i'sl>A Natural Resources Web Soil Survey 11/7/2017 01111. Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Washington County,Oregon MAP LEGEND MAP INFORMATION Area of Interest(AOI) o C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) CID1:20,000. 0 Soils D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 A ® Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 0 A/D Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation 0 B/D 4-1-i Rails Please rely on the bar scale on each map sheet for map U C Interstate Highways measurements. C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection,which preserves direction and shape but distorts Background • • A distance and area.A projection that preserves area,such as the lig Aerial Photography Albers equal-area conic projection,should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s)listed below. C Soil Survey Area: Washington County,Oregon Survey Area Data: Version 15,Sep 19,2017 f^• C/D Soil map units are labeled(as space allows)for map scales row.' D 1:50,000 or larger. • • Not rated or not available Date(s)aerial images were photographed: Aug 3,2014—Aug Soil Rating Points 23,2014 A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background 1■ A/D imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D ustaa Natural Resources Web Soil Survey 11/7/2017 rvatrvicilla 111. N Cooe Soi y111111 ION gm an age e 2 as as IHydrologic Soil Group—Washington County,Oregon I I Hydrologic Soil Group IMap unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Aloha silt loam C/D 0.0 0.0% I 7C Cascade silt loam,7 to C 3.9 4.8% 12 percent slopes 7D Cascade silt loam, 12 to C 15.3 18.7% I 20 percent slopes 7E Cascade silt loam,20 to C 0.1 0.1% 30 percent slopes I 12A Cornelius variant silt C/D 1.2 1.4% loam,0 to 3 percent slopes Ii 9B Helvetia silt loam,2 to 7 C 2.2 2.7% percent slopes 19C Helvetia silt loam,7 to C 20.6 25.2% 12 percent slopes 111 43 Wapato silty clay loam C/D 20.4 24.9% 45B Woodbum silt loam,3 to C 5.7 6.9% 7 percent slopes 45C Woodbum silt loam,7 to C 12.5 15.3% 12 percent slopes Totals for Area of Interest 81.9 100.0% 111 I I I I I USDA Natural Resources Web Soil Survey 11/7/2017 r Conservation Service National Cooperative Soil Survey Page 3 of 4 I Hydrologic Soil Group—Washington County,Oregon I Description i Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is I for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options 1 Aggregation Method: Dominant Condition Component Percent Cutoff:None Specified Tie-break Rule: Higher I I USDA Natural Resources Web Soil Survey 11/7/2017 'i Conservation Service National Cooperative Soil Survey Page 4 of 4 1 Total Area Imp Area Per Area ' I I Basin (Acres) (Acres) (Acres) Drains to Jackson Woods 0.60 0.40 0.02 Jackson Woods *We i ge f a Terrace We i ge l a Te rrace *Ash Creek - - - Ash Creek *74th Ave - - - 74th Ave I i I I IIIIJ I I I I I Upstream Basin#1 5.31 0.00 5.31 Outfall 1 **Upstream Basin#2 6.83 2.60 4.23 Upstream Basin#2 **Upstream Basin#3 2.90 1.10 1.80 Upstream Basin#3 I **Upstream Basin#4 1.99 0.76 1.23 Upstream Basin#4&5 I I **Upstream Basin#5 10.98 4.17 6.81 Upstream Basin#4&5 \ \ **Upstream Basin#6 12.20 4.63 7.56 Upstream Basin#6 I I r I I I Upstream Basin#7 0.43 0.00 0.43 I Upstream Basin#6 I 7 DOWNSTREAM UPSTREAM I BASIN#1 2 Upstream Basin#8 2.11 0.00 2.11 Culvert Out DOWNSTREAM v BASIN #9 **Upstream Basin#9 3.61 1.37 2.24 Culvert Out D BASIN #4 < *Constant flow used in the model forthese area based off of their I LL I I I m I corresponding storm reports. I **These basins used a composite CN of 83,corresponding to a residential area II with 1/4 acres lots I I J DOWNSTREAM DOWNSTREAM UPSTREAM SW BARBARA LNG BASIN #5 BASIN#2 _ BASIN#8 L . ENTURA CT --�.. r �? /%I ' '; :_ UPSTREAM --...,,Asi UPSTREAM BASIN#6 � � SW SHADY PL ASH CREEK BASIN#5 N D PROPOSED : rT SITE !� �! I DOWNSTREAM O \��''. __ I W E BASIN #3 -•• '�� hi :' 1 / 11.11111141 w �.. - UPSTREAM BASIN#1 o ani� ■ ■i S . IfEI� SCALE 1"=200' WEIGELA 4111 IL I = TERRACE 0 200 UPSTREAM BASIN#3 SW NTURA AVE UPSTREAM I ) UPSTREAM I I BASIN #2 BASIN#4 1 A I 'II Total Area Imp Area Pery Area I 7 / I Basin (Acres) (Acres) (Acres) Drains to �P **Downstream Basin#1 2.83 1.08 1.76 OUTFALL3 I Downstream Basin#2 2.02 0.00 2.02 OUTFALL3 ^' \ UPSTREAM BASIN#7 Z **Downstream Basin#3 8.75 3.32 5.42 ii OUTFALL3 0 **Downstream Basin#4 1.92 0.73 1.19 OUTFALL4 C I ***Downstream Basin#5 5.71 0.60 5.11 1 OUTFALL4 I **These basins used a composite CN of 83,corresponding to a residential area with 1/4 acres lots SW LOCUST ST ***Impervious area was assumed to be 2,640sf per lot. 1 1 f--1 1 , , iI 9777 SW 74TH AVENUE 11/8/2017 I T. SMITH COMPANIES EXHIBIT 3 - DOWNSTREAM BASINS 3J CONSULTING CIVIL ENGINEERING 1 WATER RESOURCES I LAND USE PLANNING 111111 N MI 11111 111, MO 11111 11111 IIIIIII 1111111 S M Mill 11.1 MI all IIIIII 11111. - r; ti...,,<. currAllASH CCCESTAC9 Swan DO NSTR LO1NiSTREW)0L3 ,Xi7FA,1l ^usi .Jrs,.:t _,......a�n*2 :i:ns . r-,.st .�wwn Row,st 43 hxw*,a2 nib oPounoenrAu SY,Aar auTDAI..7 61 l� Q W(TFAii xACKSOR WOOLS ..VPY�• Lf t r/:.J..`7,T :.drsss,N.ials --a®..a1 Tile, ALL RED CEDAR XPSTORM Downstream Hydraulic Layout Downstream Cross Section 1 204.00 202.00 200.00 a 198.00 a) 196.00 wo 4.9 194.00 192.00 190.00 188.00 0.00 50.00 100.00 150.00 200.00 250.00 300.00 X (Feet) Proposed Water Surface Elevation (100-Year) = 189.95' Existing Water Surface Elevation (100-Year) = 189.95' Proposed Water Surface Elevation (25-Year) = 189.87' Existing Water Surface Elevation (25-Year) = 189.86' all MI r — — — all I N — OM M I r r M I NM — i UN I MI M NM all I NM NM r I M r I — NM M Downstream Cross Section 2 196.00 = _ ._ . .__ . ,, _ _ _._ _ .. , 195.00 - ______, .. ,r,.._,_.. __ 194.00 193.00 � .. , � ._ � .2. _. v 192.00 —. _. u_ — 191.00 ¢, +-+ cn 189.00 . 188.00 187.00Air �. . 186.00 0.00 50.00 100.00 150.00 200.00 250.00 300.00 Proposed Water Surface Elevation (25-Year) = 188.04' X (Feet) Existing Water Surface Elevation (25-Year) = 188.04' Proposed Water Surface Elevation (100-Year) = 188.15' Existing Water Surface Elevation (100-Year) = 188.14' Downstrean Cross Section 3 187.50 187.00 186.50 186.00 185.50 u 185.00 cu cc 184.50 cr' 184.00 -- 183.50 .- ... 183.00 182.50 0.00 20.00 40.00 60.00 80.0' 100.00 120.00 140.00 160.00 180.00 200.00 X • et) 'Proposed Water Surface Elevation (100-Year) = 183.55' Existing Water Surface Elevation (100-Year) = 183.54' Proposed Water Surface Elevation (25-Year) = 183.50' Existing Water Surface Elevation (25-Year) = 183.49' MI ON I NM r — 111111 =II — — — N NM N M E — MI r I I XPSTORM-RUNOFF DOWNSTREAM DATA -25 YR -STORM EVENT EXISTING-SW 74TH AVE Node Information Runoff Information I Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff acre % Number min. in in in cfs OUTFALL1 5.31 0 70 5 3.90 2.64 1.26 1.27 I Culvert Out 2.11 0 70 5 3.90 1.71 2.19 2.43 3.61 0 83 5 Proposed Site 0.23 100 98 8 3.90 2.64 1.26 0.78 I Jackson Woods 2.57 0 70 8 0.40 100 98 20 3.90 2.65 1.25 0.34 0.20 0 70 20 OUTFALL3 11.58 0 83 5 3.90 2.64 1.26 6.65 I 2.02 0 70 5 Upstream Basin#2 6.83 0 83 5 3.90 1.71 2.19 3.64 Upstream Basin#3 2.90 0 83 5 3.90 1.71 2.19 1.54 I Upstream Basin#4 &5 12.97 0 83 5 3.90 1.71 2.19 6.90 Upstream Basin#6 12.20 0 83 5 3.90 2.64 1.26 6.60 0.43 0 70 5 I OUTFALL4 0.60 100 98 5 3.90 2.64 1.26 2.77 1.92 0 83 5 5.11 0 70 5 I I I 1 I I I I XPSTORM-RUNOFF DOWNSTREAM DATA -100 YR-STORM EVENT 111 EXISTING-SW 74TH AVE Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff 111 Node Name acre % Number min. in in in cfs OUTFALL1 5.31 0 70 5 4.50 2.83 1.67 1.83 Culvert Out 2.11 0 70 5 4.50 1.78 2.72 3.15 I 3.61 0 83 5 Proposed Site 0.23 100 98 8 4.50 2.84 1.67 1.08 2.57 0 70 8 I Jackson Woods 0.40 100 98 20 4.50 2.85 1.65 0.41 0.20 0 70 20 OUTFALL3 11.58 0 83 5 4.50 2.83 1.67 8.47 2.02 0 70 5 I Upstream Basin#2 6.83 0 83 5 4.50 1.78 2.72 4.60 Upstream Basin#3 2.90 0 83 5 4.50 1.78 2.72 1.95 Upstream Basin#4 &5 12.97 0 83 5 4.50 1.78 2.72 8.74 Upstream Basin#6 12.20 0 83 5 4.50 2.83 1.67 8.36 0.43 0 70 5 OUTFALL4 0.60 100 98 5 4.50 2.83 1.67 3.66 I 1.92 0 83 5 5.11 0 70 5 I I I I I I I I XPSTORM-RUNOFF DOWNSTREAM DATA -25 YR-STORM EVENT POST-DEVELOPED-SW 74TH AVE Node Information Runoff Information I Area Impervious Curve Tc Rainfall Infiltration Surface Runoff Node Name acre % Number min. in in in cfs OUTFALL1 5.31 0 70 5 3.90 2.64 1.26 1.27 Culvert Out 2.11 0 70 5 3.90 1.71 2.19 2.43 3.61 0 83 5 Proposed Site 0.58 100 98 5 3.90 2.64 1.26 1.14 I 0.48 0 79 5 1.74 0 70 5 Jackson Woods 0.40 100 98 20 3.90 2.65 1.25 0.34 0.20 0 70 20 I OUTFALL3 11.58 0 83 5 3.90 2.64 1.26 6.65 2.02 0 70 5 Upstream Basin#2 6.83 0 83 5 3.90 1.71 2.19 3.64 I Upstream Basin#3 2.90 0 83 5 3.90 1.71 2.19 1.54 Upstream Basin#4 &5 12.97 0 83 5 3.90 1.71 2.19 6.90 Upstream Basin#6 12.20 0 83 5 3.90 2.64 1.26 6.60 0.43 0 70 5 I OUTFALL4 0.60 100 98 5 3.90 2.64 1.26 2.77 1.92 0 83 5 5.11 0 70 5 I I I I I XPSTORM-RUNOFF DOWNSTREAM DATA -100 YR-STORM EVENT I POST-DEVELOPED-SW 74TH AVE Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff I Node Name acre % Number min. in in in cfs OUTFALL1 5.31 0 70 5 4.50 2.83 1.67 1.83 Culvert Out 2.11 0 70 5 4.50 1.78 2.72 3.15 I 3.61 0 83 5 Proposed Site 0.58 100 98 5 4.50 2.83 1.67 1.46 0.48 0 79 5 1.74 0 70 5 I Jackson Woods 0.40 100 98 20 4.50 2.85 1.65 0.41 0.20 0 70 20 OUTFALL3 11.58 0 83 5 4.50 2.83 1.67 8.47 I 2.02 0 70 5 Upstream Basin#2 6.83 0 83 5 4.50 1.78 2.72 4.60 Upstream Basin#3 2.90 0 83 5 4.50 1.78 2.72 1.95 Upstream Basin#4 &5 12.97 0 83 5 4.50 1.78 2.72 8.74 Upstream Basin#6 12.20 0 83 5 4.50 2.83 1.67 8.36 0.43 0 70 5 I OUTFALL4 0.60 100 98 5 4.50 2.83 1.67 3.66 1.92 0 83 5 5.11 0 70 5 I I I I cf.TJ s8swpgElgs`do'$ N.ad' o cSgg'&'$2$S'8g8 Hg I U aNO�1y�OIa�,C�p�fi1PqPq,TRO'm W g v gaCO8n N88SS YANG ? pI 0 i^N N ® N N f, S t N S g N N*S 1 N g a ��pp mm ��pp cp�p��pp q� a ��pp ��pp ((pp I W N�NNfO OIp�W N�baON . 12 C'O2 V 0P0Ge2PiRnf O S ♦ f Y N C l Y i N N Y i 0= f M b N Y l Y l p f N u j m IL M a r r Gtp ^N pOI p 6 a p' n 4t NO �NGG” DNNO II G IL oKY4 4 .Ni n.O 8NO � o b YA O 8 o W rmS8S8nnnn8 W nonssaRsgP C ° aap'0qWWtgce; y °g♦Z♦OCg0gm( 0., NN IIW sag,) G1°, 'A LFObqqimAA 2 -WQFNNFIpVR 7 °NWCgsRAggNNNb0 p pp pp ep p p p p p a p p p g F II p p II j Opp�pOO pp�pp��a0 pp�pp��ppmpp��OOOO O I, O p:2ppp.88 qp.19�1p0��$OOOO�($�(ppyy ry®O y 4 ' N N N N N N N N N N N N g W K N N N t V Fi R YV$N N N N O O C pppp eepp epp eeppp plWpY p pp 8 pp p p ' z ` j 00 pN O12p.::yp9:” $$$.W 8 > m8lfpl0 qp0 aopD B$388 f S 8 N W N N IV IV N N N N N N N N N g W c N N R F N A N t N N N N O • 7 z W pp ppp� s�p p s s. 8 o a N O N�0 0�N N N A Nl f f�l � a N O O N O O{V Cl Cl Cl Ol N m r 66666666066666 r O O e-O d o o G o d o o o d I/ m 01 £ L K 3 o o a eae00a00000000 $ c ,o$000000�$00886 '0,- .N.. LL OOOOOGGOOGO000r. V. II 0 N F• g� U o m 3 8 N0*NOOAOO. Or 0 U 0 f,m.0YINOO CCO.O O W >II l W a > K Q 1 ♦ a Q ; Tq ap ap O 0 N 1 gq ZES%S88^O8o8000S' F Iac2, =88888.2S000000 ' K 8a ooOo00oo0000o a $ 66 ,60066006666 iw W {d� pOpq♦ N �u• CQ0 Wpq qO W m 1¢0 ti < 0YN Otl003n�01 O 'N m 23NN000N Apgg0 a u .W NN 4 oSSV =N5 V V O �i N"°.'o ' GGG> o n.qq pp y♦ ttpp Y O N X m 0 0 0 0 O o OS G o VS f G C K m 0 0 0 0 O of 0 vi V O u o ex II 2 t $4742 $7 qN^ x I X c b' _ I u I x8g88z188`z`z$ZZZZ u .11 p8g88i 88Ziizz� 3 N b II 15.811 FO.. 0 wO w O e . ~ A EmW r J N JJ f W EF t SOOOO oAUz O 0F 00Fruaz 0000000000 p- 0000000ott — II I pts 0 in NN 9iH • 8 yy U �$ L J W>O J J A p A J J >O J J J E r LL Q LL$CLL m m m'LL I E F l i< LL$ 1 m m w m LL ' Z V O 3 M 8 i Y O O 8 k 'USA° I7-pSp¢i m e ° U8i6iO O UOa15tt g i5 II 1 ti• o < o 6 W j O N N I < �W N e 9 0 W> N< Z N O W N< N . I Y W Y<= X �ZQy5 X ��nn X W, Q X F ZpZpypZ X yY X C wa wrt..02 u3g NfN C �U�A SOY f'p W N O WU XXXX Uj WU, XXXXg Q 1L ° Q N LL .°,N II LL° 82 LL0 8 IO LLU 848 8 r 7 O ° o ° I o 0 5O T 9S O D 0 O p p y p 5 3 > O 3 Ep2 CD"> 5 ilZ2?i C>'> x x T x > m x x SS 71 x > m N N >N O N N >N <m O W NOr.� m; m W N r m; D O i O � II N RI N I N N O 415 > t�f II gig::52g$oo-4 w �3m333~'S gy'�33 °"ram m y 4 m N S>O D m 1 1 2..• �1 4161MV oao J-I II - - '■y »»»» oe pO ppO O pOp pOp pOp-p'pp Gp pO p++II N p+ 2 8 0 O O O O O O O O H g 0 O IHi1 n c II 1111:10 IHiHg ' m W t J O t O S O V� O » 1 N '. 5 ll I iiiiMEMii ;J E4 i a�m Nm o oJ�tole m - N 1�1 Oo+W s V W tl V O O O W ym ��,ggg <2 IEEE111011 > ifillii4; Bm i D IIiI o g;;;H llggioo i saooga ,8g$��� 1 IU1HVV „W;mywy�;o� yp�JN : ap NRNn OOP..♦gg W t„. x ? n = l m; fI m1@1161111@1111111 c ;r3i wo;N ;54 .1r c O I 3 H _I N N II p pOoOOpO�pO pOO NOOOO+00 N ii - . - - D P S 0 W R R N p S!+8 S ONE NIiE ! IIø N• o�J000000N0Noei�oJop0p a ; W 1 W V N N N N g W+W O O e O 1 1 C 1:11111111111111 ydNN ° m IIIESEEN 8g Np NpNp NpOM1pN+N+pNpNpOpPOO pN�O pO pOOOp •,► pQQi OP8888am'000OSm'H � I111EMEESI® g o y,r'3 s o g g o k 0 2i . mF. N wti mix 2 F x I t SiammaSSSSR .2O1 m 0 I:: :::::: : : I II 15 f O N N b N WC W�p Np���y WW1�[�y►N �;N W N"1 5 1 114 5 * 1 5 1 1 ,, N t.Q N N W N t t c 11111118 (P�NOo O W M yy 4O O ^S pp��W 8 pp��W A±O i R N m II I! !! !! !!lH pWpalqyBOOO ggogog4Cm x N s'i,.s +PNNNO�m01.N r 1py1m W eVusugu,11,OpOupOpeei Oppissa 2 t4li�OogOspOpespeytl. ss7pgs . ' mzft J+N V V N V++(Jt p O W Nm NJm NNOINOa r ' OTHER STUDIES & AS - BUILTS P. D. cm,ito.d DP. 1 ASH CREEK ESTATES DrawnOTK d-ib.ODb GENERAL NOTE [H:k,rA.Wu Data N[YISIDMS 1. THE CITY'S STANDARD SPECIFICATION FOR TRAFFIC CONTROL IS'MANUAL ON UNIFORM TRAFFIC CONTROL LICVICES INDEX ImtrIRO Pit urr pe.•y-a6 FOR STREETS AND HIGHWAYS', U.S. DEPT.Of TR.AXSP'ORO0.TpN,FHWA, TSBS ED- 7. TRAFFIC CONTROL SHAH RE.PROYIDFT)FOR R‘•THE CONTRACTOR IN ACCORDANCE WITH 'W CITY'S STANDARD CS COVER SHEET SPECIFICATION AND, ALSO,4'N ACCORDANCE WITH A CITY(JOB SPECIFIC)APPROVE] TRAFFIC CONTROL PLAN A 1 of 19 BUSTING CONDMONS PLAN • COPY OF THE APPROVED TRAFFIC CONTROL PLAN SHALL BE AVAILABLE AT THE WORK AREA. �p 19 SITE DEVELOPMENT .T PLIRI IC PDALIWAY SHALT NOT SEE CLOSED T7) TRAFFIC, AT ANY RME,NITHOIJT HAVING FIRST OBTAINED WRITTEN 3 of APPROVAL FROM THE CITY ENGINEER. THE PERMIT HOLDER IS RESPONSIBLE FOR PROVISION OF TIMELY NOTIFICATION of 19 UTILITY COMPOSITE PLAN OF TRAFFIC FLOW LUSRUPTIONS TO AREA WIDE EMERGENCY SERVICES(TIGARD POLICE DEPT., TUALATIN FIRE & 4 GRADING DI + yy CONTROL r RLSCUt) ANU fU LIP-ME f AIVU 11GANU AND MAVEN!UN SCHOOL DISTRICT. L of 19 GRADING EROSION PLAN 4, ADVANCE WARNING OF IMMINENT TRAFFIC DISRUPTION SHALL BE PROVIDED TO THE GENERAL MOTORN& PUBLIC -�- i +I ' 5 of 74TH AVENUE STREET AND STORM PLAN/Pi IL iSECTION ti,�tia"F' BY PLACDAENT OF AN ADVANCE NOTIHCAT10N SIGN AT EACH END OF THE CONSTRUCTION AREA 72 HOURS(MIN.) •I---. -" 1 �c�/,N9[NCF\"� BLFDRI [NI HAIION LOMSTHLIL'TICH WOW ,_,^ �---- if Aria.111111111111k. 5A of 19 74TH AVENUE STREET PROFILE !G-�"TD.a,a I S. ACCESS TO EXISTING PROPERTIES SHALL RE MAINTAINED AT ALL TIMES, INCLUDING NORMAL DEUV'CRY SERVICE "-- I 1 6 of 19 74TH AVENUE SANITARY AND WATER PLAN/PROFILE ( .J� AN)MAIL SERVICE AND IF NOT, SNAIL BE CAUSE FOR WORK STOPPAGE UNTIL kI FICTIVE ACCESS IS ESTABLISHED. �)• ..- ----. B4fi�A` �{ I 7 of 19 SHADY LANE AND STORM FLAN/PROFLE/SECTION �; fi. TRAFFIC SHALL S EFFECTIVELY I FLAG PMAINTAINED. ETC., SMALL BE IN PLACE PRIOR TO INNTIATON Or CONSTRUCTION .�I© yr i .___ __ 8 0119 SHADY LANE SANITARY AND WATER PLAN/PROF LE \"i 2_%�/ WORK AND SHALL BE EFFECTIVELY MAINTAINED, '�q] `"� CyyY� I7.NO wQRK WILL RE PERMITTED DURING THE HOURS OF DAPH{NES.% NOR BETWEEN BOB: P,M, TO 7:00 A.M., ----- .. . .. 9 of 19 PRIVATE STREET AND STORM PLAN.(PRORLE/SE:CTION `` �f�-a��s MONDAY THAN-AIM FRAY, NCR BFTWFFN 9:00 P.M. TO R.DD A.M SATIIRIT•AY, NOR Bf.IWFEN A:00 P.M. To II:DO =SITE ; E+a^Nrt3�yyljlwT A.M-SJNDAY. ti -, 10 of 19 PRIVATE 5 i FEET SANITARY AND WATER PLAN/PROFILE "_____I & M'NIMUM TRAVEL LANE WIDTH SHALL BE TWELVE(12)FEET, PEDESTRIAN TRAVEL SHAI_ALSO BE PROVIDE? FOR. d� 11 of 19 LANDSCAPE, LIGHTING AND PLANT G PLAN 9_ THE CITY RF-.,ERVES THE RK3-rr TO Ail)TO CR MODIFY TRATC CONTROL RI:OUIRCAIENTS AS MAY OE NE'(..T.,^_dRY • 12of.,/19 TREE PRESERVATION PLAN 'T)FFFFY:TIVFI Y CONTRCII TRAFFIC ANTI TO ASSURE PIIRI IC SAFETY r p y ' 12A of 19 TREE PRESERVATION Pied IT. BEFORE INI PA TING ANT CONSTRUCMM AGTNIT. THE PERMIT HOLDER SHALL CONTACT 171E '✓TYS.PRIVATEI :� `��""� ASH CREEK {�, 1 OCYCL01`MCNT REV1Cw ENGINEER. (,Fc34-♦17t) TO ESTABLISH A PLACE.. TWIT. AND DATE FOR APRE-CONSTRUCTION:X)NFERENCE- ''•SOO _ ESTATESP.D. 13 of 19 ULTRA BLOCK WALL PLAN/PROFILE ] 11.THE PERMIT HOLDER OR HIS CONTRACTOR SHALL NOTIFY THE CITY'S INSPECTOR AT 63a-4171 TWENTY-FOUR �'.I_.--�••... ; 14 0119 STREET DETAILS (24)HOURS PRIOR TO CJMMENGXG WORK.TWENTY-FOUR(24)HOURS PRIOR TO ANY STAGED INSPECTION(SEE 700 i --,,- ,gyp ' t 15 of V D A`9 o A IPL'TW LSIINIi) ANL,ArrLK Lommt IHNV WUIR WVCKLM DT IMC HENRII_ - Ir,, _ f�,� �. 12.a COPY OF THE PERMIT Arlo ALL ATTACHMENTS, AND A COPY Cr THE APPROVED CONSTRUCTION PLAN AND r �� ' of 19 DETALS 14 o ALL AI ENDLAENTS SHALL BE AVAILABLE AT 11NE WORK AREA. ALL WORK SHALL CONFORM TO THE PERMIT TERMS,CONDOl J:'� 17 of 19 DETQII R TO TTHEDCITY'S STANDARDS AND SPs ARE PROVrSiONS AND CA ATION$.&A To THESE GENERAL CONDITION THE CITY APPROVED PERMIT PLANS, AND S.CHANGES TO ED PLAN AMENDMENTS or THEND „!/ rrf AFORESAID BUST BF APPROVED BY THE CITY,RI ADVANCE Of WORK PERFORMANCE_ �f `\` _ • 17A of tS EFiOskON GOMiiOt- DETAILS -F N 3TES .,- --- r_irtrAgi 18 of 19 CULVERT DETAILS E Fyn,L PLAN 13.MAINTENANCEREA OF TOE WORK AREA AND E NTA ROADS IS NE RL•SPONSON FF 5 TIE PERMIT HOLDER. TIE r ^�-�.� 19 '� STORM 'A', NBr/ N�• aV F rAiL i-L.A0.N ANDPROFILE WORK AREA AND APPROACH ROADS SHALL BE MAINTAINED:N A CLEP.W CONDITION,FREE FROM O{;STRUCTIONS AND I E ! 1 T i I I 1 II.' y$ HAZARDS. A COPY OF THE PERMIT HOLDERS CERTIFICATE OF MATERIALS SHALL BE AYA"LABL£AT THE WORK AREA. - 19A � 19 STREET'AND STRIPING PLATY LV 14.THE SPREADING Of MOD OR DEBRIS OR STORAGE Cr MATERIALS OR EQUIPMENT OF ANY BIND UPON AIRYG PUBLIC P.OADWAY IS STRICTLY PROHIBITED AND VIOLATION SHALL RE CAUSE FOR IMMEDIATE CANCELLATION OF TT•E VICINITY MAID 198 of 19 S WAG DETALS ]�/pJ2� wrs PERMIT. THE CITY MAY AT ANY TIME ORDER IMMEDIATE CLEAN VP ANC STOPPAGE CIF WORK TO ACCOMPUEH CLEANING •• 19 NVDETAILS 1O. EFFECTIVE EROSION CONTROL IT REQUIRE).EROSION CONTROL DEVICES MUST BE INSTALLED AND MAINTAINED Z I MEETING THE D.E.Q. REQURFJ.IEHTT TIME THE CITY MAY AT ANY ORDER CORRECTIVE ACTION AND STOPPAGE Of WORK TO ACCI*W'I ISI EFFECTIVE EROSION CONTROL LEGEND "Q I 1 it TA,PROPERTY DISTURBED BY CONSTRUCTION ACTIVITY SHALL HE SEEDED WITH A STANDARD CRASS Mf)C SHRUBS, r FLOWERS, PARK DUST, rk!STING SIGNS,PAVEMENT MARKINGS. MAILBOTES, ETC. SHALL ENE REESTABLISHED, REINSTALLED OR CEN T£RLINE CIF CREEK t REPLACED, WITH UKE KIND AND MATERIAL.AND BE APPROVED AND COORDINATED WITH OWNERS&CITY{WHERE APPROPRIATE) mg Am Am a w. I TOP OF CREEK BANK 1 5 I I7,EI'fECTIVE DRAINAGE CONTROL I)RECl/M2ED. IDRAINAQE SHALL BE CONTiOLLED WITHIN THE WORTS SIT' AND SHALL BE 50 RDU LED OMEN THAT ADJACENT PRi VATE PROPERTY,PUBLIC PROPETITF AND THE RECE7 VING EYSTELI IS NOT 'WETLAND ADVERSELY IMPACTED. THE CITY MAY AT ANY TIME ORDER CORRECTIVE: ACTION ANTI STOPPAGE OF WORK TO tw - PUFFER s-. Q ACCOMPLISH EFFECTIVE DRAINAGE CONTROL h . j`.,,- ; *+ MOM I I� - _� WETLAND Ie.EXCAVATOR(S) MUST COMPLY WITH CAA. 952-001-001G T ROUCM 952-001-0000. EXCAVATOR(S) SNAIL NOTIFY V T .S `t I _ +'� i�OUNDARY 'q, ALL ULLJ TY COMPANIES FOR UNE LOCATIONS 16 HOURS(MIN.)PRIOR TO START OF WORK. DAMAGE TO IATEU TES SHALL BE N •.. - }I 4 IIL -- --- - ' ^ aOODAIAN ,IJ CORRECTED AT THE PERMIT HOLDERS' EXPENSE. - P Ts '' y I - '._.. .. l•"" .`10UL8SAITD 1f6NiFITS,1 I r [ .. 'Z25K SLOPE BOUNDARYg ii IS.CCIITRACTCR MUST VERIFY ALL EXISTING UTILITIES FOR BOTH VERTICAL ELEVA11JIN AMU MUN:LUNIAL LUCJLDIUM ��_- 4! �� F THE RAI8Y1RFi 141TCTi PRIOR TO STAR:=Of WORN`POTHOLE BEFORE DIGGING E NECESSARY), SHOULD CON-LICTS AR13E AND RE:C£5 GV OIL 1 t yt ')ECIDUOVS TREE PELOCA71CN Cr FACILITIES BE NECESSARY IT SHALL BE DONE AT 114E PERMIT HOLDERS EXPENSE.CHANGES MUST •tea J ( I I I % I (SEE TREE PRESERVATION PLAN SHEET 12 OF t2) BE APPROVED BY THE CITY IN ADVANCE OF WORK PERFORMANCE.CONTRACTOR SHELL COORDINATE THE WORK WITH , - ! " ,- EVERGREEN TREE ,� AFFECTED UTILITY AGENCIES. .. --•- �' - i 20. A TEMPORARY HARD-SURFACE PATCH (COLD NIX AC CA2 HUY MIS BASE PAVLHO) SHELL BE PLACED ON IIt. s _ram. - _ '•?' + f`�- - • - l� (SEE TREE PRESERVATION PLAN SHEET 2 GE } �IJL' T11ENC`ETa Ta TFNN ROADWAYS 4T THE END OF EACHH DAYS WORK.NO DRENCH, ON ;,+TIE ON ,OFF-SITE, SHALL 8E im a# a e�+ �� ��7 �- ^ ..M. .. 400 5'CONTOURS ;( I ., - ti \ Q LEFT AT ANY THE IN AN UNSAFE CONDITION THE PERMIT HOLDER IS RESPONSIBLE FOP AND IS LIABLE FOR '^"' •S 0. *a 1 • ( N • • 'l T A •!I I • • HAZARDS OCS DAMAGE RESULTING FROM THE F'kUS L2J IKAY LX- tHt.A'UNE. L t I �- A 'I I * 1'LTIN ItiUR'S • i 21. W(tRK PROVIDED FOR UNDER THE PERMIT SHALL INCUMJE REPAIR OF EXISTING FACILITIES,:,ROADS, DITCHES, r -.--T I •l ' , `` .L_, V' I I .1' 1 LOCK BLOCK WALL • • • • ETC.) AS MAY BE NECESSARY, IN THE CITY INSPECTORS OPINION, TO OVERCOME DETERIORATION OR DAMAGE WINCH ,�� - • Y_u -• OCCURRED IN CONJUNCTION AATH THE WORK AUTHORIZED BY THE PEWIT. CORRECTIVE WORK SHALL BE DONE AT ram-- _ ...-. _ -- Xi I THE. PERIW E HOLDERS'EXPENSE- '- A• '''" •.` �r :.MIFF 45' tI as `'�'- �' L WATERLINE (i EI J r '� ,\ ff 1-Np-I•' ! I -SR_-_... . PROPOSED SANITARY MKS .l V 22 ONE AS-BUILT MYLAR DRAWING SHOWING ALL NEW PUBLIC IMPROVEMENTS, INCLUDING ANY REVISION MADE TO �•. •14'. n I LL # • ° r w v -.* PROPOSED STORM SERER THE PRE SLY APPROVED CDNSTRIJCTION PLANS AND.ALSO, ANY IMPROVEMENT WIHCTN MAY MPACT AN EXISTING _, I' • ".. _, u' PUBLIC SYSTEM OR FACILITY, SHALL BE PROVIDED TO THE CITY BY A REB'UTERED CIVIL ENGINEER ALONG WITH AN s1 ;. r •�-1 r I: r�` . ?AN EkIST:NG SANITARY' Ae ENGINEERS CER7IFICATICNN OF INSTALLATION GOMPLIAHCE(FORM A'TIPCHED). I � 'I •,� •�/R 'rl • � R PROPOSED SANITARY MANHOLE I23, A SEWER SYSTEM AIR--EST ENO(V-H.S.)iV TEST REPORT AND 045 SET 6F 6LUELINE "AS-WILTS' ( EITHER ,�. '�:I �1 r 4 + . • - �,L - • PROPOSED STORM MANHOLE OR BOTH THE STORM AND SANITARY SEWER SYSTEMS)MAY BE RELk)IREn BY THE CITY FLU REVIEW AND APPROVAL `o 1f�-' � EKIST0A0 SAMTAR�MANHOLE PRIOR TO CONNECTION ( ANY BUYLDINGS TO THE SEWER SYSTEM. • 4 __ 'i At 24. 71-C PETIIRT HOLDERS ENGINEER/INSPECTOR SHALL SUBMIT DAILY INSPECTION REPORTS, ON A WEEDY BASIS, -` .•.-. ` / �; AL7 ' iC) 7E$CITYS INSPECTOR. (SEE DEVELOPER - ENGINEER AGREEMENT NOTE II S.) I •A !r A �i ;L.r - �� �JTiLITY LOCATES (4H!FIOfJq!MO110E ram TO Ih#'.AVAIIOM) 25. THE CITYS INSPECTORS MAY, AT THEIR DISCRETION, REQUIRE PROVISION OF TESTS APR]OR REPORTS FROM NE '� - I. ✓/ n - " ` S - - ONE CALL SYSTEM 246-AWAA, 1-DUO-332-[344 ?ERMIT FIOLDER,PERMIT HCT.3ETL5 ENGINEER DR,L7NTRAG'•T)R TO'VALIDATE CLAIMS OF MATERIAL OR CUNSTRJGTfLkL * -,._ ` � 1 •��� •�4 N (GTE NORTHWEST. NCR-INVEST NA MARL C.RS, .1! ADEQUACY COMPUAFNCE. SUCH TESTS REPORTS SHALL BE PROVIDED AT THE PERMIT HOMERS EXPENSE. '. ,�..I�' ' I ' .- T L •/ I'''"•- -No, I .• f -�.• '+V".. -tV�._ _ „-- _ U.S. WEST, U.S. SPRINT, FIJALAT1R:' VALLEY WATER DISTEICT, PG.E. E 26. THE PERMIT HOLDER SHALL PROVIDE A COPY OF A PROPERLY EXECUTED RELEASE AND WAIVER DOCUMENT TO CS. 1 s . ,v5 b._ TAefT Y CITY OF TGARD, AT&T CABLE) -;� Ixlcr c 6 THE CITY FOR EACH OWNERSHIP DISTUREED 3Y CONSTRUCTION ACTIVITY, AS EVIDENCE OF CESTURBANC£ RESOLUTION t�' • I' - f BOULEVARD ! ^1��r ARE SDWNEP.SATISFACTION. r+ �� `} " � -� - REP41RWEST GENQES _ . 1 NORTHWEST NATURAL CAS 226-4211, EKE ARCS 27. EXISTING MON'JMIENTS,PROPERTY CORNERS, AND SURVEY MARKERS SHALL PROTECTED. REPLACEMENT SHALL �... ) GTE NORTHWEST 225-2121 SE AT THE PERMIT HOLDERS'EXPENSE- /� ^�f CITY OF TrGARb 639-4171 ASPHILIT HAS ENGINEER PI CFOTIFY'HE WA SHINC70N COUNTY SURVEYOR MIEN y£INITIAL AND FINAL LIFT OF A.1L' /LI^,Nj ssThT� PARCEL AREA: 9.36 ACRES TCLAAATFN VALLEYN wATER RVATCR DISTRICT 642-662'1 ���11 I US. IHL✓IRMII I-HA R_IN STALL✓IHUVIDL 10 LIE CM-WSYLL•TCH, IN WNIINU,'IHL NAMES AND 24 HOUR �� PLAN (CITY C; TUALAHN WA TEFL SUPPLY) KURAHASHI EMERGENCY TELEPHONE NUMBER OF T)IPG (2)PERSONS WHO HAVE AUTHORITY TO RESOLVE PROBLEMS, TAKE - THE CAANTRAGTCR, +N LOCATING AND PROIIII III4G UNLLITORVUNE U'IIIJIILS,MUST Nk A,9S(ICIA'TS EI, INC. CORRECTIVE ACTON AND,:41 GENERAL, WILL RE RESPONSIBLE IN CASE OF ANY EMERGENCY, TY£ PERMIT HOLDER COMPLY WITH THE REGULATIONS CA D.A.R BD7-001-0010 TO 952-GET-•009Q � - IMx �� SHAI.I NOTIFY THE CITY'INSPECTOR,IM WRIUNC:, CF ANY/ALL AC51fA•1MENT 1YNANGES. • t�•VII • Plmn uni 2D. IHL PI1A.1II HULLER`NNIALL CAUSE HIS CLIN IHALILJH IO PROWL 1U THE CITY INS1•'ECTOR, :LEI WRITING, THE br �� y.��1' ��ep° 'eve gym•$"^"'6 - NAME AND 24 HOUR EMERGENCY TELEPi•CME NUMBER Of A DESIGNATED'COMPETENT PERSON' RESPONSIBLE FOR L.7t MS ,Ki LANAI SW:or vtt.eL suit.,:ea CONSTRUCTOR SAFETY AS PIER OR-OSHA, CHAP. 437, DIY. 3 CONSTRUCTION, TUBCIVI9OMI P - ESCAVATIONS. TILE E•.wrtea Oregon 0T063 CONTRACTOR 94A+J_NOTIFY THE CITY INSPECTOR OF ANY/ALL ASSiONLENT OWANCES, 31. IT IS THE `_.CIE REST'.'IN5LBIUTY OF THE PERMIT HOLDER TO PROVIDE FOR PROPER RIRir ,� fox:I6CE)6i4�BT51 S.ATON DICSIU"NATKkV: CITY OF 5.1E, BM$2.'•9 ELEV. 2fi5.16 -OF-ENTRY AND/OR[ASEMENTS PRIOR TO STARTING WORK. PROOF OF RIGHT-OF-ENTRY OR PROPERLY E0E)UTED CASEMENTS, SHALL xi. INSTALL TREE PROTECTION MEASURES FOR TREES AND CREEK AREAS TO BE SAVED PRIOR To CON6'TIUCITON. ALL SURVE,1£D PORTS AREA ACE:URATE WI1NNr 0.3 FEET , COVER !3£ PROVIDED TO Y1it CITY. ONE CITY SHALL IN NO WAY BE CONSTRUED TO B£LIABLE FOR THE PERMIT HOLDERS A COMBINATION OF SNOW FENCE& SILT FENCE SHALL BE USED AS DIRECTED RY THE ENGINEER. HORIZONTALLY AND VERTICALLY_I WYF?1 FAILURE TO OBTAIN DR PROVIDE FOR PROOF Of RIGHT-Of-ENTRY DR EASEMENTS RI CEN 2-1/2• BRASS DISK IN WON. BOX LOCATED CENTERLINE OF S.E. LANCAU AND 30' EAST OF 32. BEFORE PLACEMENT OF THE FINAL LIFT OF ASM-ALT, NE PERMIT HOLDER SHALL CLEAN AND T.Y. ALL NEW S.W. 74TH AVE. SEWER UNES. THE PERMIT HOLDER SHALL PROVIDE THE CITY WITN ID DAYS CV NOTICE FOR THE MOE0 INSPFC'ON- f NO. ANY DEFICIENCIES SHALL BE REPAIRED BEFORE PLACEMENT OF FiNAL LET, 'NAi 2'23 CS ...- rex 010.4*-011- Doefirma Ofshr . - PreIVP 04.11 ,4- ' • f . 41-46-45 ,!:n .••- .-- --Cla.akihtettes MORNS mat .:- WI MUM 44-11.121 .. .11 ' .• . ... . . I . . 1 . BARBARA STREET I , .......,AS......- :' t'''':,•., '.......s.,, t f y ..'.....''''',,......,_.,,,,,, - . •1 • ' '. .,4 -/---_ - -r_.:i.• ---i-----..! ,r,- „ •••- • .•-•-----.--, ',.... .\. - 141P... • i : , -...... .... N.. • <7 0 PRORt, ,-,-:• . ] ,I ' .. • . •• i --------_,..,,,... • • :- - NN. k . OiliJXIP4 / I - - ; - - .4 ‘..- ., . . - 1 ' ' . . , -"-- - -,....._ _......,.0.-- „, . . (IR FEET) cons;AM/ ._ ... ,+1 , .c IV :e ..• ,_,. .. ' I " - ' - . .. . - . s - .---L:‘-., ,----- : : .!. t ._ ... . ..... -.. . -. .. • k /T ,..5 , , _4 ...„. t , I . C..;.3, . . . . . . . : . . . : "- .- ... = - - . _ • ; ; :]:. t, .-•-•-•]. t BOULEVARD klEIC-71}11-rg ' '' \ \ -tint' TI-IE RAMERRY PAT ii 111111 , v I .;-1- . ' • '• I ". - : :;;, "; •-', • ! c :7_71,7: WCATOI :.--:-.- - 10+00.00 PRIVAF"D. c • 1 !-1 , 1 i 0 wrolit. L.:+t tr7ar.. SANITARY LI* .1 . i e 1 C. . I! k r • 38 1 37 t .3G I 15 ,..54 • vv.- sOut-ii2 r--1 ,- ! ] .? 1••: r -. SSICH#4 SHADY PL. i s''.'"5- : 1 1 I ,.......- ,-----; - i - •,_ . •.. _ _ , .• I I . ' • nsimia--..._ G:41` `I : . .".': •• i 5' Milli -1E---:...10. .- .. . -. i - -- EH pui i 1 .- -•-. • ss , . , .- " -I 15NDPE s.......1z. f..K... E • I STOglh LINE--------___?•- ..ct,•.:6r.'7,,..4,......, 1.850. ....... , . . _, .... ... .2= ,,,i ...:,....... .-..._ / , 1 ..,.... -1,p,......- -re, .. .. • 1, dr "-- °61., 4 ';SOFINI2.-2-.,---....._ "': 1r*,-•II ..„L.......„. .....a.„...........i.iika I - .' y -:: r,• ..! . , . .• ,.., .•' .• • ' .• .. .- . ;i; .! 8 ,. , : .,,• cii;,i.,_11.i-..1.,;- illig."-....71.7 .77 - ; ..w_..,,,_•...,..m.i 1/4 ,i .: ; !- „, . 0 6 i' 1 41.4)171'7" .111.mMI .- .:".._...N,I_ .- . ... !. _ .-,. .... ...-i ...,-, 11411V1Ilitall. .•-• .. 1 '. 3 .1 .! , .. 5 ' e 7 " ,; . STORM FILTER IrtAlitbk,41:7; 7; •-• • - • ••. ••••--.1 \ IN-sump-3 : 4 , ,_. 'A ICH i• 2 .:"1 RIVATE ! . 4 i . :,! I kr'pvc VAtA..r tiANITARry lifiF- a,-, (TYRLCAL) 14•84_ . .--1.111111.4 - > ,. .,i i ..z..... . , . ;". a . rg 'F.• ;•••• I . ... 1 245t • 25 ,: irpopE / . . • ... ••-•- . . .... •--, - (4.Typ'SS...1cALLA. li.. : i,. ,..-'-*• • .'. *--'- : p= 6 I 55 0 (EX)SSUHP.... .,' .!--.--- t• 'IL. STORm LINE i:*, S 4 k E.,,,-,,, .,; ..„. , „, .... . _,.- ..,_....;,,_,•4 •:,,:, ,..../.r.,...• .. . . ..• ,,:•-- . + , , r7.:.--- I - '‘. il -A k. i ‘ -".::--•-c.:f sotre2-1 1' • !), ,tz 1-•.:.t.,, .-roMI-12-2-2 5'01 iELASS ii.j5L2 1, !i., EIARtNt sToatm wit ;,. . = =Ari---------nom - i sg.14,0_1 -.. ......... 4 am.,__paise...../ftliftio i -...M1:1__.,....... I ---- -141414.1 111...- -7-- ."'"-' - - - ',1•24 ql. , ill„.21,...„ . i 1 , ...„. • ,,.; •:-.••- 11"" :- 22 . . I 5•14:13HxicrwDE..___.;.44,.;,-. BOX CLILvER1 CATCH -I ,... 1 ,..._ 1, • •); _,•.SDaIHNi;i6li-:;-. .. - BASIN-,.___-----is , --, -; •PCI.FL 4::..'"..' _ .- . . ....: • ''. '‘::).•,......SUBSUREAC6: • DRAIN LW.• . * • ;.• .„ i ',L • le .;\\_12141:17E ;•.: le 1\.t_ -17 • - - i . . ,tt CI . .. ------:4 ,,....=• -STOMA,JFIE .;-,,,.. ..., , - .._ ,. •,, i.. . . : sANITARY 1.4.1g1 I LI) . ,., _....._ ,. .se --7-0(CCES,ff-Vsliti3-1 1.114 -.sit. tr * . .. , ____ ; . -CircH • stoma LII••Z . ti) 4: ;.,-• -- ;,,, -.::•.- •---4,....., . rot ci.A 52 • - . . ., SASH -•,..... ..-„. • - 7041 s... .....: :''..,t•t•.::;.‘• .k.-4 -7- . . . _ : : • ." WATERIME •- 13 . •lia•Li.1,_..- / t!,.• : t r..:-- e.... crrINCAL) s-foRm LINE .... 14 --j-... 51 0 6 I .1-,- i.. -5.5.,-;iN (rIptillity ,.. --, .1 *; --' **- ':,-•!!! .. -• : : , .... • .a . .. .. CURE tiASIN--/- ' .:"': is.-0•5. ,*\Ctiii3.06141•13..,:;•'' '1!17• , .-.. ....„ , _-. .... .,... _- •i -i - '----'-. . ... '.. . : r71 g . 4‘ 'I.,, ,;‘•;:._,.,;: , -. d2...--.7„:DRASCIRNSLIRFuNEACE, ,J,- ',.:.,•,._: 7!I - r". .1 "7 * 1.>;SPEtti..024.7a/././ *•-•.. -','. tr!..--1 i:'. I • ..,. • ,:,- LAalcL DIAIACTER .,, I, ....- 4v • .,,,,,.. .,.., N-',, DETENION PPE -' -'•--i' I'. ••••••* .**.•••/STORUAME „...,s -• .. J. „, * t. . .• ....„ ., 1 . . - ..----l' - 't'• •i , ..k.,,,.... ...• "...",-.....„<, ,, 4..1.0r. 4,;:... 1 ti. ., I i ."•••+. .;•:.-.!. , :- • .,, , ''',..j-' . --. _. ,,......-.„. •----/ • - i 1 • .4 52 .. r.: 7-•-•,-.7,.: It‘ . . , . . 1.1 ; -,.: : , r • . '.. .: : ,...- - _ ,...., . ------. 12'HOPE STORM LINE .- . . .. -.Now"'.`1 1,.., • ... , ,k. ',-.•:- ::•:.--t?V', • 463i ' ./.., .. ;!1 ..'.., ."' .'• ' •,,.. 41 f" t,. 1'-,,-...•-•-'. • V SS LATERAL ' . ' .- .......*.. I. ./ e' i or*i ••• -- ....,:..:-..,.i.,,-....::::-...,...-.--::"----...-_:•.-!..._-.*...,'.;:.:.-...:-.z -VfleasenW"- $ .. , ._.,...,..._._ '..;'" ''. .. 1! •i.7:7 _ .., ss LA.TRAL ' '-'... `i . . . I V. ..:‘ '.., 28 . -'..! i:".1 k •:,:i - r, r 1 444y . ,- .ik-:,..',.- At- 1 ____,..;,--••'Jr ; - ,-.I. .-:ti"PVC ----•.•. f 5,111. 5 V,..i. .4. isel ec, -.4..‘ k 4: 7.4' /r,i CZ t ;,;•.!'-,, ,-,7. '''''--•''' ,:...'.•--\ , i SEkti+4/4....- "..-.z , ;ri.="",-, ' .:r! LATER*.•:\ 29 . -.: • ‘, /. ' r i.--,,., ..fri, •••••••.A, •,a. +,'..-.:s. -;, -6. '': r-`.- :::::7 '' ' - '''' --,:. --:,:-., .:„..-;•-.,,,- ",. ',, 4,... : 4, .- . -,.,ff- . •ttt- ,... 1 a CAR NYKr4 ,..i -.;.4 :,•,:,aepvc.. ..__1:: , smut LINE ,i.\ trp•oc ,-N••':••- V... ,,..•* &al' aatc. r --- i.• 8 CLA ...„, .; ,..;......•.*:-.•.",-.,,i.".,F.-.. •-..;„': „_,.. •„:„--•,..?,• . .j„*1,,...4...c, .51 , ,....,, ..0...- --- ..,.. ---,:-...,....:„.7.-:•.-..:..±-..;I, cp, • ::•,.1.*,- - l' I': : i'. it , 1111 : . . •• . . . - • -fill: ;-."--- ...! . \- 1 -,-, ..!..-t- ..--,4 1 , 3, 011kmar,,,••••mot.ror gm •''',‘4 '.;,Z': ,...*4......„., . ...0-11404-'7 F...V,M.A Mlle.,flawm-'7.---. - - .f., . - - •-.< . Ntk.r•-----r;','!",--- ---r.,•;;.. -- :,v.`." .-- ...-,,,,,....0.6.,•.....0:yet --- _Ito'' 'kik.nc. ----. ..... Si- 'q'sg i !E 1 I L-INCH! I 1 .-- El i 1, I j' , OITCN INLET 3ASIN I . • . 3 4 6 \ , • .t,.. ,. -......_._......_ K Hi 7 1 i I 2 i 5 , 8 9SOC .7'ES INC. /0 L';',•`I'L. ..s.------,-, 'kg.=-:-----‘44414."W'"*4: TRACT " TRACT 'o' !PptillisRiliA..:AH111..voA„sri... 1 i 1 r. 1 , i i ,.;...._:ii,: : l• I \ ., `.•,-F,2: "f"-... ---/ ...--...-.... --_.. ----- Undocape Ardpluniere . rum., 11........onbt•Rtare.ylr, 1E600 Pr lay Stkes,„Sue e WO . , ,i .> 310)1A /A 111J ‘, 1 12 -1--Q1- -- - - -.______ ,•,•,•,.!:-.. ttaajett.MY nas.cat.$)(44.41-11 /'' .'''. ' \ 1 1.- . --.... =EY ' ; . ,,,-. r • ,i.t .ii EFFICTIM • ti ‘ i C.) -rt I IIIE t CC ecteicionm RAI , 1-, 1 I r 1INIET ICI. 9 3 Of 19 F. i 1(.14 2,25 111 RJW Rfw RJw 25' 2-r R/w R/W 27 VW VANE Designed 03A1 Dap I 25' - _h - 25' - _... .. ..._. .._ .___ w SLOPE i xB I. 04llUOR gE GUARD RAIL - EAST{SEE PLAN vrEW; y....�-- .3PHL'CURB 18 CURB,^< 510EWALH4BPu ` WALKFRO�, . //''4 APHALT CLRB ` '_'ARCESY C 1� I '� ,U 4 CHAIR LINK rEIVCE 18'CURB RLYI510lLS I 7 i PROFILE GRADE `�.E PROFILE GRADE x I 2 HACK OF SIDEWALK ASY=+AL1 C'UlQ7 PU11 { I -2qv c:l 2r' +21E �fCVIN YL CQATEOJtiREtY / FROII t61 t2.DD 2X GOT ISVRtfll1 GMrI!-w lox -2,DX 2X .�_ �� 2.QX -2ps[x '\: ow ) 2x /1J f0 2U+75 PRE :LE GRADE t .,� _ -�-•��� �// �•r t 2tNi -2-0.5 A Fes-` �. (4') 2-2' UfTr CLASS C aC. / (#') 2-2"LIFTS CLASS C A.C. 3f4"-0 AGGREGATES..: k ! - a. ,..r.• f (2') 3l4'--D AGGREGATE SASE r -• GRAVEL {2") 3f4"-D AG:REGA 11:B-ASE BASE h� �: ~.- '�'�' '-L'- "-0 AGGREGATE miff L COMPACT S�BGRADE 95at , ACT 5U8G7fADE (4•')2--2"LIFTS CLASS G A.C. / " BASE I (10 1 1/2'-0 AGGREGATE SASE- RELATIVE COMPAC•,Oly (1-160) (10"� 1 t/2"-0 ACGRECA'E SASE iU 95s KtLA NvE tr,_itl'Ac00N(1--1tlU) (2")3J4'-0 AGGREGATE BASE f -Ct7M1PACT SUBGRAUL IU 9,f. S.W. 74TH AV TYPICAL SI'C7JO,'V {tG")1 V2"-D AGGREGATE BASE RCLAnvE coe4rACTON(i..,so) S.�: 74TH AVE TYPICAL SECTION --� STA. 20+3C.9O TO STA. 22+00 v STA. 17+21.27 TO STA. 19+07.94 S.FP....74TH AVE TYPICAL..SECTION w''``•-0QiEt.i: z R N.T,s. STA. i fi't 12.90 TO STA. 17+21.27 sA""'c°wsFRAME,a COMER �� 1c,o53 a C. STA. 19+07.94 TO STA. I9+Ci0..47 ({(TAFAPER Pi200F) !' o a w ,�, ! cTD, CWS DWG 5C aac11a11 COr15TRUC w ..- Ft-, �� ; aRy .," � _ t� �. ti o N.T.S. hialsyYAnrESiAcs 10'WIDE TYPE 3Crr n z j r w ae K z r ti W F 1`-�1y`��$ I��-./ IfAR1{ICAIJt It r s #� ey Y m r r.N 1 to P[ °: 1S' �' 1. `-^ 2 c '. FI s to Y I.` Ir [rn !� r N ,J = 0 \p10.1004- u r _ nt `x:e _t'-y s t`ra c Tn S ^ r'"'n t_ 'vr_ J s m,g.•_ c m y, .01 -`'a./ 4 N ppl;ym I,X QF- 7,1 1,' II�� Jc m N.,}Y mUK 0 J V• pp ;+_ Ijt- 6�yj W 6 O^- Ob r.rY 5 H� @ U 4 �-- etN 4, 7 tr a NNL 4 Y '..j " .ts- _._ • L1a �6 I LOCK BLOCK n_ N ,n Zr •of tx' Y o >-- I,(t",c r RA'� < -.•„� - 5: .v, n a >r ¢! ' 1$cam -:a F �d 3 n c a c EXPIRES YJ/fJT1fOq RETAINING WALL 7. w I r7 Z a•• r i1 g t- �' td ri 4; _�^ ^�,,.' vt rag ;?� ' 8m -�5 n ,, ^i rX(30 Vg ¢ 2 a+7 J U'" on 6h n14 ':zt. 0' '.f f1 $ C' �r mr" .s C Q �";?-6 J thN Mrt- n. W p Fh t`I { IfI a1� ¢ _ fH9 ry.iU-•� Y_ +(n ;� F 2 l++�•N =n' NQ d �Y FIS[V�(n n'w+` pC•1 I�Y> , +�� (� • cm to[]Ir �O Yr.S S � U '"S I�R 1- .m'f(1 r .j ..... ,' 44 qC}3+7!!vela: ij''..0j�'� ry F 4s MN. vw4 1pTm_.rO„ mt y fate IP Q p F_0 e" '1 yy yx, m yr' o F + < ♦++ .- +: IS +]N Y 4 a _ + q' „' 4' 6�n GROUT BELOW:..'7 OU dDQrp qS A ¢ w �'Z V fl1 N� +8 v1-18d I-Oa-- X J) y E-er +.Z' +n A itt } 6 'F *< + -E'ia a _ r.-a ;.,a, z r k' r, m -F rn a:r z ,_,to n m c1 t p a + r m m o , c,tr. $ N c, wl T11 NC1N-Qft1F8C f;RCK1T STA tb+(10 - N$ �� _z try tD ~ � y O.^ a K w c^ IC Z K rTi ,,,,trr j �v{w-,„,,,,,,a r a 8 VI rn:... I ,ri d= a k, cv� N c S G'r BEGIN CCNSTRUG N a is a gex Cad - n c !`,t o z, 1 ce w vi-' -z o 1 F- ,r a s:e v'r]'ti r m r`R a o <,p w '� Y; r4 0 _-- TO TOP OF SE°PIP>~ I r rtt ti r � w. 1 ...ern 2 R.-W c7 rii�y,'t�i i N F•f-r o e~t m 'n a a 1t !n <ft "d EK1S7gvG R.U.W. C , -- , • '1CtN�Jaw L~ 4 W W t•-W VrW r✓NC 1 =CA t0 NN4lY J�/K CI1 I-2 �C_ t/! O NV�t Cr N7iN �r VI 42i1W q� r` US1`. N.�� 2 tnm �C ( I- N-m Vr":.} 1 STA 22+OD r�s�a,�CC • I '`�+.� I. LKIS'• /L lie . \ v'`" t /3 J i 1Jl END GONsTRUCTON I d/ ! 111:„?. J h: 1tfi 0Ur L'2.5 N 1 t . H, ■ 1 - 7�pr _ lir J 4 T 1 J S,f E ` ttELO ,rc....(1 GAUC6 § : 1 1,G 16 II 1 _ - • ,.; -- -.: `\ � ��[E j1:1: _ t ' - IAn ACCC55 RISER PIPE TA u.wau a�p .. �.. E 3'F� �- 'b' ? _ ..... _ 20 17 r -- - 1eC s5.};E� . 36'V%IP STofeu PPE ill , n , g _. f 1 QO :4 7 +r PLAN WEW DE t I Z 1 - _ " , ACCESS IeISRR ea WATER IAA1k cal M ! Mii�liil s'.` _.. ,#� __-_ f 1•� sGrw t y�'j'Q _ �` ��8'P.U."E: +m7=41 s .' A i - t ,. :f �•rr_-•-. '\ N.TS, WA FEN VAIN ry n 'NZ w F o at I ®'d ;� �;�KFYS7f]NF -• _ - S I ny tl�1v a„'''I 1 SOMHl3-4 �4'a,r •,,£J Bo.iLF 36'�rf f / DM g7 2-1 _ 5ti 'i '�� WALL EKPSTING RO_W. {., six�+EET,:1 �J�1 D u 7e;;,�P I ry N (ACCESS RISER? 0 2Z , GNP A 0.7X *3 ,-) ;' =� liL'F �." �.� ( )' ' ' DETE�F>1L1N PLAN k PRQfN.E 1uu� FOR mV P - (ACCESS) i STA 20+3s,38,t8•6R'L7-74T}I-ALE ''t�1 i. "-� t- $.SIP 7$" l ` f -� •P o� 0 J r`0 1 CONSTRVv^T CURB RV!•ET 2 ) :� q q 'y ��` _'`7 T 10+111.SC, 31.35'L7(SNADY LN.) I 1,..2) OR ET PLAN AND PROFILE. �m i VQQQ I SSLF 6"Mt S,t Pv@ p SX STA 18-45.54, 18'LT. J � ew- ''' �,�, ,1 .,...„...T.,,-7 ` gQMhv220.5 I < i 11 8 �� aeuF 0,D.65t1 SD LAT. LG=IA6.50 .»Y'' Fr +�� 5 SEE SNfEf 1B T9R f-� «„' ` rE IN=2Q2.5411 1 � �' STORM e.PLAN AND PROFILE. rfq rN (SEE PROFILE) ',c/ y ._.. In '�TUW=2ZS ,. B R IE=2D9.50 Cy T IE OUT=202.34 SOMH#2-2-2 �� STA 70+A1.D4 • 8OW�22L5 SEE SHEET t4 FOR # J SUM1 2pt.14 /� TSHADYC=22 .12 P.C. II.. °1LTER GB 1 TC=227..12 a! II�� o �, t 12.5 Lf 12 PYC • r Q yj STOMA ''A PLAN AND PROFILE- .Y' L7NGH BASIN i PRDF0.£ 3 1 �M1,R3•-2(GpiTROL>aHy t.000� 's (LEFT STA: t2337-Oa, 31.35'LT. �{� < r- �,JJ PLOT 29 J ; LOT 25 -_. ,..+ 27_EkF T5"HDPE 601N=2236 .;i•,. I LW /.,..d IDIIT '17A.SA f r SO LAT, f STA ,7+50.36, 37'RT. ` n 0.501[ 1 {f IE=209..,T !k=[Utl-itl (BEE SPIFFY 1$) OI:IFALL WJ 12. LF 15"PVC DRIVEWA'r SD LAT / OLJTFALL 53.661E OF 6"PVL if 12.6LF OF 6'PVC fE-20G.D (4)LARGE DtA ROCK 80•50X '� ��,, //�� 3034 N 3S66X j/ S0 CLEANOUT .T064 9 LOB RjP-RAP CL.50 AND RIF-RAP CL 50 �, g.i9LF 12"PYC naa $ R// (:;EE PROFILE) (5eE j'RDFlL.E)_.----- 15',r i5'R,'DEL'P (�N'VFW' ,.$) 00.609E sae ` r•�r```-''rr J/ �J11� ' CONSTRUCT DWG PY1 E1L _ �2a.3s 1T47H AVFT�t�PLAN ... -. _ PROPOSED R.O.W. ,._.' ANCHOR WALL hA'i B.3A PER CWS DWG A.Q_,Y s.97 5c:aL£. i-=50' A �-+�,.` 13.s7'Z 3 r.5 K 12.57 Is+ars► T2108x-re - e • 1 ;1 • _._.._... _. ..._._ - _ - ELM 2tzs1�r ti?�*�+-+a xta" .ter u s79er NODE: -••------75ACOD' '•IC - - t -...- I MI 6 roan£LEY- -}9 6i - - RtD.-1a.5' or riEIGE[A TERRACE I i __.._.._. AKc 11iSF1N-c - ,�Ae�[�a._ 1?SfL IA_R ti;`et.k1 .. I. - au% sn.a2r f�I.1Pf� ON'MR'MT SUM' F• -ameat'a'-°1 iarru LOW OMT REV;=208.13 $DMA]13(pRD TER 11ANH ? ++8te:P01N�STa-�•2a)+,4 BD i a cELr+-13w54- xz,.9. l 1 q n • PVI E1F;-216.3, A P41 STA= 20+211,54 : Low PANT ELEV 4- 205.00 RM.-136.0• 'L -G22-ex GB Q .OFIAR i n n - - 1 1.1 -. ... .._. . .. ..._.. ;. .a .... •__ .. _ A.G. 4:49A-FA1$F4dF.4t? --;fyUdi8+45. ,ru$ : ,.,,._.!� w 0. 22a.D .-. _.Slw.!'U1F1T.$TA.-.,,22k,C7.3P ARC Lc+Tc1+l-s /�1� • ' - LOW PONTPQI S °'L7 3 La ,, . [t JI t + en , "tf 112"23 -PSIF R61-'2D8-75 A-P- 34A3 PVI�FA-211;63.8F Q DELTA-1318,34° �! 16 Ptl!ELEv- R06.20 I �•--• nt SPA.�o' I -`.`"-. ^ .. PRIVATE.SD LAT. rE I IE OU t0')-2Q2.67 �. K y 03 1 Plry ELkv•. 2D4.96 ARC IEI1QITl-11.02 as Is _ 50.00jDp•VC-t - I A.D.- 24.46 T( $ NA,p+S_ I 2+0 - -4, - -r-' ITN-NAsIN r-- A.fl.- t5.3T MARE C iE Q. GRATE=t212.6: p e I N` 5 32 145.00' VC K= 6 53 g+"DY E. I,a 1E OUT-209.30: s4 a :: r•. i i ,.,_-t '(60')SUNH#2-2-3- srFfT Y) :._...., .IN�2a9:+O' + 'n o _- • aF S47 ST1k 0+47 _. - _ (RE•gfpRC3 9TORM1YA7CR N 5. , ION + _ -21 F i ..130_IX!'..YG . ,'`-' t MAINT.AGREEMENT 5001 ,' �'; `, �5.1 • 1E fH,-,5.45 : _ SUMH 3-3{ACCESS RSE7i _ IE =2 It 2301........>_..._e_....,.:.::,.4 ....a„�L.-...:. .. -;n.._ I ) A- "'. .. - -! .m Fr YA 7X4• I OU FF..43. '_ v "f .._ _ _ _.. .. _. . . 1rOR1lltllATelf.9d6:..-._... $. - s 54,98, Ys:s'Ax-._.. ) _...,.._......1..-- - g-_.- - • . ... DETAIL I�TSIT ale , W u cin ty ��D STA 04;46.13 it °F n • m rt ait1 I OY£RfL,7N!-2t4,65 c�... _f - - �.. t:. ` PROFILE a ao & niv =210.SQ�yPa ,2 u0' v v lt� N + I (SEE to E%ISTINC DITCH t4LET C. '• 1 n }n5 OUT 12" - 20G.4X 91kti,j MA np _ xr, _. ..,FI(36a ..1. Sii� .,+.�: N " .1..... .. _ I (STiE]4TI PIAti VIEW S"TA 116+140e,'26.5'RT. _f�..AT TDP MN TOP I v, "�r•1C W Y� E M ri I 220 iE1,1 6)__..__ .. % I : -"r' �` -�2 - S� 't,t ._ -.- - __.'t_/�W.'/. (W� - ., .. .. r :--N ,t_ 8 W m ,7.... -i., - 4 (l r �. EE S .: -. 36-1TATER v h:r: YI I _ -^ �. ,-�.. ' IE OU- 2'�2�4.E3 .... € „h.F'&OP-056..GRADE TArL1 • 1. r _.;.. -' ' n S(J6t ' 23;33 �.., �' DIP WA RLN£ 1t. , L.OT 28 &LdT29 Cgr � �.'�. -i•FkIGiML,•it'2iA1F UNDER TQR1A V i •N -E r ._{Q.. . 5 B ISD LATERAL & �. 'a 0 -,-?... ' _LINE _ -:-._ ': 'y' ---. �- 2t0`.-__-:-__ ,.-........,..CLFAt4.,flC1L_,..".._.-...__:. ....._..:.L:......;<�s'L; -- - _„_._ - - -__... - ,,..-w-v,,;r•; � "y__ '�-a• _ - . k}�3213.0i •:' -.•i r s..., .•,__. c L i I IF DUT=209.$3 • r-, ° • *t _ _ +�• :5 p4A..•--1 'L' - �. ' e TA10+26. 5'14T SHADY Pr) e t VW NORM S� •i { ', yl ✓ ' STA D+$+.SQ., I _ 1G- $7F '•- 9E2t5 -.2,_....._...._._,......- �__.... tt+ 221 sD•" F- _ ' 1 203a S t,D EXISTING SD1AR a..°.f4+'r^ ti �•.-'I_ II_F^ '_�_._.._. .._ c•� I,,. `•HI.#'1(EAST)?215 LA5 _ 3 1 `E't,t't7 t dK 1 48_t3LF 3 K 8 C141P 1 IE QUf=215 55 i 200 t - _. - ..._.Sr+ '8W8i9�T...5�TC ._...__ l. �2'^b, .. T GAUGE A a _,-.....- -..,.9UNP 21T:155 J' • - I STA' STA 0+35.39 '" MN' ,s. .: I B SDYN�7.-4 rer I M=224.67 ; ?C-INC • fAr.•Ys5 BIR1 I -....,^"" ` S J- -` T _ _._.. - x TER . . ... x .tE IN Iet.SE)=21H:47--9.-tki-- ..--- - "'_S':. i`.. ..zs ° .- t STCRA{..S-7J.VAF, `r_. , ' 6 r-- _ ODNS7RUCT:IE OUT tY"(NE)n's1Q57 STA t7 0i85, 28t5'RT. c s SO STA 0+00 h�� SD STA:O+DD SD STA tr24i3� 3, r;A r + NM- 2 eso 1 ~M- _ - - GRAPHIC SCALE • }y� RII,1=22A45. 1IIII 8.7 _,_'„-. . 2.15,40..;_•- _ 1 • D w 190 t pQ :-, ''-FREkiANVFA0iU1tC0 - -' '' - T(38 '$=�..• _ • w u c°i CONNEC!,Ok IE IN(b LAT.)= 2Ll2_.,9 ; ST : +77 IE our{t2)=213.'.0 .-_ j1 V�'i1111S1ii II( J - M F.4G'TUIIQ TO {3(').200.57 I -'202.50. i _•J! -194,YS .. _ _ _ -_ _ N _... A ,& A9N0CIATES, ING o a_. PR6VIUEDEE/�LS' {Mt I e200.5..j-p.....,. W NS,RGCS TBP�iBH.. t_ ..,_ ..-' S •SF�#ET 18j.._ r...... -. _._ _ L. _ . J� cc[mpwe wear r.�o. IE' ea x $U • S fU.tKAlI1t 4Y LID)r Wit S'iU.FNA %LN: LID"PVC D31Q34f 5'UR -- ------ 'Irna E n�.r perms '4 Q��.av I I ` sr DETN1. , SEE DUAL.I 14.64LP•O;5= - ; ': .___ l iti TBh:T) •�'1"-'°a'•,.}':••• 31 m e?• I. 1 N ny„ .. r✓ m� p' r F� ^ a * 'n yym -. N P es B a Y n rev r. n e�0aa'1!!ar Srs..t.sn e.aor: FFFt'''•VVV4 Henum[an,Orepe 87'106 arnt t ea4-eaex er eat e1s sear yF.. w ♦� m a n r n 1'p m p r',•.n In n an r ya:-, �, (�•Q?: 1� Q�!/�{� +1 H"" 0,.., cif ti ® » rr ,GSTREET&�1 VftTN Y *,cv .°°i n .�'1 dri _ ^ o n Q a to •�i M Q T. o "�i a o e6 N w "'d Sic-1 a aaa .Ljyw�� Y p n 3 - .� Q �p 7�47H A EI/L5l N. NIN//) ',IA N Mty 4Y Nr� N .Y Nib: �1 tV • tY I .Y tV (Y ,�arJ Nc^.: nt`v ~ M.V NT. t Nel '�tL RV --N LAI 15+00 154NO •6+D0 16+50 17+00 17+50 18400 18+50 164.00 19+30 2D+W 20+50 21+00 21+50� 22+00 F • n V�,E�N��r�r,,��,,,,,,,��t1� __z-•''��wv &IffT N0. 5 of,51 7 TM YVRIG'P11�a1F'N.0 A18t[L VENT: 1" c 0. 1A14 P,'.9 VERY: ,- ,d' STA 13+84.18 END CONSTRUCTION 4TTe418 I TAX LOT: 201 LOCK BLOCK WALL 1/wTynN n.n (SEE DETAIL SHEET 13 or t9} d'i' a9.ad'� BARRICADE PER CITY OF RAN 24> 23' p /7k OA-11-m TiC.ARO DWG.#197(SEE ASH CREEK vs r Yi GATES FOR CONTINUATION) Chsek/Rwke Doh In -H II C 12 i Id v I w t-� I-p ~ Q .. 11' 1t 14 ii• 8'Pl1E aai zty oa rn v s , STA r3+6Z64, 15_II'RT_x �+w Y U rcCi in.o z ,i:n I- a g o, .. 6Tld STA 3t77.'2 �.Y S• 5.3' GOT WOW OFY►'4!ti 8I mi6 f r .,rj �[�+ ♦ 6"MCNDU119C 6"MOIVGU7ltlC S.S' 5' Q5' w 9 Qy 4 M + G o N 1..! • .' "t+n.n aai a • n yTn • STitLW$2-4 sax-. bl.Att1EN j 0.R11dGUttLR GultldwT>'E7t�r-1-_r_ PtJ9!TER SAC cT5 rc ,,,,lid al"I r:n:h S n A ,v a g N 1F. m r 3 N 1L 1 WALK ff PROfRF CRA6F WALK STA 20+38,46, t�ir ,.; +� +��, e + �lr € 16.00'RT: P.C.R. ` 0 NU, /13-'6, "j _ +g �tt1,--: - --i ht; f �r - +ems 20Y k +x�� a.t "�•�� 4� ^W V- ��II Z p c u s ti �I Z �.- ^ y q 3 l^ r I , +, ". _' -�_ _� - •w 2� ,.wx �. �`� %. cf 't��+Ir S- <r * c i 41+� 1 I r `� _""-„'r, WHEEL CHAIR r~na Viv Q~ :n� awrc.a!W NG yp�.• r~nN N1r�'N r~i.n 1-:'1... N y��py `I-. 1 i�1StG4.1/, G.49 tt 1. �1j' } tr.F � RAMP PER CITY OF 71GARO - -' j 6 y (.. t �"' , $-I R.C.(END • CURB} L3/AD4--4.1�tE Wt9E r CL-VIWER 2'Q.-E'A.C. I ;lA�� S'. DWc.Y 128,(TYP.) SHADY PLACE �{ A3 / [-RELATIVE COIIPA {T REC0.7E BASE 7 �F �� STA 1042885, 5'tZT.- tI (2"� /4'-O AOCRECAIE SASE-/ tx111PACl SU81,TtAUt IU 95x 4' $1MSMHN1 TA 34 B4 + 1 t _ \ - (8'J t t!T"-0 AGGREGATE BASE-.'-� F'Q'r��'tA 7NE I • '`�"., jr I S.W. SHADY PLACE a ,0,053R `k� R1M=221.50 �#C ; r - TYPICAL ROAD SECTION . <�.. FE IN(E}-215.8; ! - C 12f00•--i"� .__.._..._.._....f3+6E ^- I J R,L5. n�mfa C IN(Nj=2f 5.90 -' .� a { 1 ..__.._I -1, -F- -`--I • wq !f [ri17=715 AS 4 i '' '- -+ C , STA 13+39.72. 21,22'RT. III 23.@'_L�' S7t 10+00 SHADY PUCE-�'�" �-` '^ �.....=kiMEIL'"-- .. .• _ (-! r{, r , HIGH POINT DIY 2 .67 `f ! STA 2D+OR 74Ti AVE (j ' "_•. i ' �,> „fin"'---f-. >< •i CO J!.fv�[1F rir.ARttr RANr fzo`t i ��! �� r` // HIGH POINT STA 1441.22 ��KF_/„ o I I t .�17 1 1 __ "-..:1,. r - 141 Pw STA= 13g.s2 a ass`t 7,1- 9 6 Z ��tr1 �y I D. 4. 1 11 Z�J 1 �`,' `� - T 4 _ �1_. v _ i ` ` 1C `R m t!k= ta.40 a -- U O d!-ri I� � ? ^�-^ 'I --- -i r i .---1 I-, `t` >� •��- STA 13+09.42, 31,26T(1. _ N_ .-,._' F- W _'- //�� ' i t ry' .1REET LtOHT - + t �+ GRAPHIC SCALE tf}d2 ( rZ + I r4, III 2,6 Ii! 26 III I,I ` 48 VC - m n ro ma 111 a I I I I I /�w ` tl Z'`� $OC Q a ?/ i I _ I _ 24 ( Rilli� ��R- ~�STA 13�54.=v6.2@.2TtT. �.! .._ --_ .__- E` + • I I i I I cowtuNlrr Mn!L BOX m vJd � vL 3y,N ,� S.W. �i W SHADY PLACE p, c°` �c { ��l ! 11a. -tee n jj��]B� W fn to`u ,_"1- ^ ri roN r4^ L7.1T. L7 ADY f I..a�t..P� ei= �a rrS Q yOJ S� 240E 2 d': "-y�7 t"^^I I � N rRi SCAT.E: i•-S7f' ,� ¢, ^��l'� t7 _ ^ __ >` t QF-' 41Y N 4 r r V .rt`JP �_ I_ e SHADY PLACE CURB I� N ""' Ir ..' ' �_ •... •!� q STATION TOG. ELEV.ELEV.O EPfa CA STORM NOTES' : " 19+sn-97, sw 74Th.= 'rc g S w --& "rL. .2 dt U+UO, 1"CR 21 T.40 216.80. cT 5 S c, ,- :y S c,+ w �� CENTRLINE�� CURS RETURN ! � W ;W w= 1/4 DELTA, 0+o9_82 219,64 218.14 Q7 STU 23 1.1 7 LGT 25 LOT 23 0 STA 10+43. 14'RT, CURVE DATA: DATA: STM ETA 3+25.56= 5TM 5TA 2+20.71= SIL1 STA O+9'.+$= CATCH.BASAL 1/2 DELTA,t7+tId.65 221.53----221.32 tiP"" i 1 RII ST 574 13+19.76, 5'RT 71 SIP,12+1:4"y$ 5HI. ST STA 10{71.51.SAT. GFiA It>e 111.b4 Cr3 {�g7 11111111 3/4 DELTA, D+29.47 227-83 221.86 STM LATERAL 511,1 LATERAL STtA LATERAL 5UhP-,36 �� DELTA=12'36'12" (s 7 DELTAS=25g4Y >� DELTA=90'03.05' 2B.03LF+"PVC a MW. 2X 2BLF a'PVC G MIN.2X 28LF+'PVC 4P tam. 2;t SUMP.21 T_04 RADIUS=166_D' I--r RACrUS-25.4' RADIUS=25.0' 3+,=10+4t.0+,SW Fwtly Ps. 222.12 221.62 g f g fE 0 P/L=232.O0 E 41 P/Is223 30 IE 0 P 28.0 LF 12"HOPE N-12 5 3.98; ARCLEHG=1+3B 52 h /L-2'7.31hRt�E] 1H+39.27 ARCLENGTiI.•39,28 1-{J 1-5D . 0+39.70. PCR /�/� +k��lJl 2� LOT 24 LOT 2fi STA 10+43,ta1T_ DELTA-12'364r S 7 1 DCLTA=144'25't5" fl DELTA=89'S6'18" ` [r{/�I ��- CFO - CATCH t7A5fN RADIUS-166,0' LJ RAIX�:=360 RAEMU.=25:0' ti=/r! I SIM SIA 14-(6.14= 573A STA 1458.46= Y �« � /� ST STA 12+72,30, 514 T_ St STA 11+5L09, 4,a8'RT. CRATE-221,50 ARCIF'N(•?M=36.52 CRC LENGTH=.90.71 ARC LENGT'u=3S.2t cr,: Y[L ' `�7 STM LATERAL 57aA LATERAL E Oh ;5}=217 2S L S? DELTA=8959'47' HORIZ.: t'= 3U t�J IE CUT s276,15 LJ . RA IA=37'S4-2U" 2&S 4'PVC 1151. 2X 26.64LE 4'PVC 4!MIH.2X RADRJfr-28.D' VERT- 1 10' Ilill i i� .IE 0.PI1.9228.Ofi-_...-__-__ s s a/1.e/18 ,I $UMPszf4,_7O ARr3Fj11GtT{=T,a 7�- RAD1U5=3t.D' gi 21.0 1.F 12 Pvt..5=[7,pl:e -- STATION T'�ELEY.ELEV. ®EP' t C11;W,1 K_CURVE DATA 20+3&96, SW 74TR.= 219.32 218.82 t X < .' ' W;,9.1 PAINT 0.EV - 240.10 _O+00 PCR Sf4 73+22.g4, BEGIN TRANSITION LOW POINT ELEV 231.57 NIGH POINT STA 13+6?.71 1•J (7 .7A=11'M7'+S' LOW POINT STA= 15,•7?.54 l 4 i)k.LIA, W(P3.K1 P'4 STA- 13+50 RADIUS-2GA' PVI STA - '3-NOO ! 220.42 219.82 PN E1V= 2d835 ARC!TNGTF+=Ia AS PVt CLF+7- 231.03 1/2 DELTA, 9+19.62 221.53 221_03 11��(��Ij� A!K 4.= 2f5..5t t A.D. 10.87 3/4 DELTA, 0+29.43 221-82 E�"'I NA 51A = 11+00 [[PH fLEV= 223.d0 K 4.78 y Pt, 12222211...6322 A.D.= 7.52 37t7.OD0O'VC w D+39. SCR I I 1 bT-10+4t.D4 SW Shoeal II • • • `__PYI,IA=iV+'lp _. ...i K�t3.30 ...._ _.r.. .. 222 t PO ELEV;= 221,56, c I • O{3•.Vg- 24 • • K s:e.+5 �. _____._ __�- n to •: • • Ems.-"-:Sfl,QO="VC- --.._.._._. �_ _..._...- '--=-----'J+--.T so ..__ _._ -__.... �- - - -- _.. -_ _-.--,--'-----------`- --------F- iy� N STA - 2 B j mw+sv �� _I . F M POINT E 1 • �+ `/ »_ _ _ ; IL m�_ PN STA= 1+1&93 MOH PTA 1+93,33 1 [(/j� I FllTy a _ '-=. r . 8G1 r DY` -'�-I '41'� -£ PW ELEV s 238 7 PYI ELEV=Z79.98 COI( • + •N j v m ��_ ....1 ' _. .-..._..., AL.4Ca: `-'1 A.D._ -1.81 A.U.a' -1.fa n ro w • .m._. -...._... n...-.._._....._.._..- .__a..._....... .... .. �_ ,.. _ ..t ':S:_..." -- -- `•__.-- -- ...._.._1--------_,:„. _..._. ..- _. _._..- K 19.84 K= 31.35 I • • ee .. i,i w c _ .._ -1 +��-�. ;�-•-, - vC - 56.1>t100 vC ri 2�QN _. I..,�,�,... .......__:__.._.. i - - .-- ----_ ...'_ I I _.8',tIrp11L_....,_..�...."_. ,I ( 13e O(>�' a • I fix , n I • n 4r 5. TO 120. S V1 H. .� 5 m m . f---".-+.- !. 3g00 ; 15 Y _- E F�+r'G l:i+ R.8(.T U 1'RT}1, s ® C n P. • • 4. q -� I I ,^ --- __ _ I RIM240,30 : g' N ]:'p env • n N o - :28.85 ELjY: '138> �,, €. ••1• Ij<IN 231,'LO ! I t T I'll^ .•. '. .� ! ._.... _..._ -1- __ _ * _._._.--1.- __.-_ ____.__ __ ._._.__ ._. .. _ _ .. ' ' ... Il • I f , , r. .•. _ .. .�T-�2-3, • ' �kfi 1 • I !["W Wes` 1 t" t ,.-0 t9 TARN�.C,74, 1DIyC.ND.16(STAND, M,i+ i i I • I CO�, .-. ' "' �• I I ' TA 1 t 45'RT V I I I s f rL vs d 2t0 -'~"- ^ -� .1 j_..._ STA 40 f 86.73,6'RT, $ 1354.38. Illx =. SD"5TAT3 92 � ST 3A .. ._. zv • • • R5I=:223 66 - t�. URfTJAf 67i8'[7 , ` • SDMH7{2,'PER IE IN+217.25 !E Nl 19_D6 • I TW? F _.-.- _._. .� q : ..1F rm.a2t8A1.->•--'- -... -'-----1 • .a..._ _..._ ..t..-- --I ._ �e maw a`W` US tE OUT=2T7OS t t 1 ' Y r - Win. roan :� 15T. STA:10+28.$5, 9'R•r : • ! I T 3'�'n + N q 4 E a�i t • • • • � I0 115D STA 0+34.80._ - - c- o -x es �, b rc •:el/el- 221,513" f r . .l. ._4. ;. 8.,, C.�i wi �i n n m ,c> sE 1N(t).215155 • I a N= +� ��_ no URAHASHI ',1 -.._i.ii_fN(lO 1,p.FT4t y....•..._... _ .. - I -. -' ->'-'- • ------__ .- -•-._.... ..._ __ ..-.____....i.,_,.,...._...',._._.__. .. . Fs,. M e±04 =w rr0 & AS130CIATf 9, INC. tE GUT-215.65 I , - ' m S nI ,i`G 1;SUMP=211.35 _ E f. • I " " �t • 4': t Nit wi>•reriac 4 ! i ! 1 ^ • W W LY6LW1o1'f473,1��a`{t/rs�• TlrmtvE d [ I t. r • rp _.ly 4ri CL 'tA b io .H N it, O f't 1� y M •ID ! m M669 STf Jt7 1.M44C.SULTR SJLI '.Y c'iLf I_ :Nr) ,0,,.1 - I r :?'g H:n P;' „i3-j �'i dy11( .r.� dr r:'n, a: r� e,1H - ,rA 7� .N vy tt_n.srton 0}qny IiiOpe sp ••!n W C A 'N '1w '""tl] O, _n ,p O r. T O a p �; - s! c: ti .. :i. '_t6 r;:1e n:' i1 ti: • n v A _ �asslM+-6617 fir{ 3it11•-cva :.:� a(t� Iry r• .,.,b„ nlN 3 n h -' rm� Hd Ib N '.'7 +y µ:;r- �+ �'~ ^» - ' . dei ,, {Ili :N Nay • .tln n� :1Sy nN :V1M "�N N'n A'N "N NCv :iry 'mac"-C! (Y' C. >I. .V:iy. n'N ^Ciy {IN cvN (+� , N i N i �f417! LAW �` I I I I I 1 1 I ______1._ l I I" i I i I I j I S 10-CC -3153 11.20 1i-I5C 12+011 2+54 I3+':C -3-57 11-_0 1A'50 16+CC 15+50 '5+03 1+00 - 7t•irpuitiffITORIAATOE BMX(PLACE PFICFLE SHADY PLACE CU-_ '•0&EYEBROW•EUT1 FILIPE &SECTION I HMI: 7: SD' HHOW: 1.= 30' KtiFlpf T N0. 'J/y}IS LTsRT: Y.= 70' VER.T: 1.-10' • a• S lI------ 1: na eu a as DWyrvd Dos --:.---� - ti- -- Drcrn Del+ I I i1! ' VIC t1F1�� GRAPHIC SCALE I �f El:ek�IFwa. Oeh m +e v 8'PARfUNC LANE, -- -'1 I 2:i'-•----• - I STA. 33+82_84. 15.IVRT.= �^ 24 ,a 14 !!# 5riA STA. 3+77.12 S (TR I COT IISV161da OMlrr� STIA4W2-+• PER I w Fl$T) E TREE, PIE TREE AND. \._1AizJABL PUE 8.TREE Ea3Nf:?rT IPUE :N f3E7W�N i;AN A6LS CN>L•wG NO t0 EASEMENT ;EAEEMEN1i' �fi: 1 belt 3D 7L SIDCWALh AS NEEDED L STA 1O+80-p.14'LT. f _ I 1y TO THE CENTER OF C.E. - - LYNCH BASM, t^�i • •_ .: ..., �._ `4%1,ND COOL c YAP,IES 2Xr� �\ 11E Il II��I€ II 1;... I �. 1 7.C-=27AC7 STA 15+69-89, 54.831T_ I • b� I ` STA i2t26-7p, xD.2C'LT S7A 1;rt$;,37,20.20'L�. IU as ._per"p- ' ) r - IE OVT-234.74 STREET�_IOtiT(Pr VATC) STREET UCHT�PRr:ATE) STA 14--eA42, 20.2$'Lr. StREET UCHT(PRIVATE) SLOPE 1-t/2"CLA55 C" A.C.OVER Ab `"� .�'' I (PPoYATEJ }I ' I I .,'=FEET UtiHX(PRIVATE) I,} / / 1-1/2 CLASS'D. A.C. 4O° ;:.ADAGE PLJ•CEMENT.ALL•TMED- ,,, QR� • 1 Dlf 8'fWC . p:_ i ` f II I NOTE: 1.; 1 I I I �r (2"J 3/4'-6 ACGRCCA TE BASE ! l ON CUNN HILL VNI1� g�r�a'- t � -.,"1: . • - _ I I • (L615 1 70 7) I I14 / 1_1/I"..p.AGGREGATE BABE t I I I �,� / �HRtiOSEU �T4u' �1D, 53� �� STiA 4 0.57L(IAN) •! j lbT DRAINADE SEIALF • I$ ($i 0 • /� I III B£DRAINED THRU r I I I I I I I I /, Lfk.,111vn !W :/' ' I -\ � . 4 / PTA 1142472 /y ICI a 11 `111 �Q7_ EI\1 r� �� PRIVATE STREET TYPICAL SECTION A--A !g.� �,./ 1 II 3 I4 Ir 111 .1f.""' 3P.Sa' LT.J 4d2=s I Er 1•LT.3. `\ aSTA 1:r24,72,19.E5Lr. 2 1I I' R7= Ii l 7 IlIl TC�272DZ I T L. f ��t i a,9, 1II, A i I ISTA. 13+SD, 5j`� , 1 / '•-- EET LIG,+TJ(PRI ATE;I ! III �n, T -rrR larpe_41, CI - 'F I - / �� HIGH NOWT ELEY= 269,95 79.10�� SIA= a+U173 J rdJ��d: J _ f t • STM.S.A 7+07.6D t �IfCi / STA. 45+88.50. 5'RT.-� } _ I I I I 1 S1MHnF fi PcR ! t4 r. 1 } .I ! ''� ^ 7 Pm FLE'J. I69-aE a x/ �1 I - -� L - _ - I - , rc-z69•aa i !!! �,� r STA1.STA.9+9p.20 HIGH POINT STA..1+16,25 2,3'f py�ap,' I .} _ M -.._1 L` Y _ Cw5 DWG NJ. 1p i � 5141M '�^'. FER P7,STA+ tt13.24 3] A.D.= 5.7t : / +j �. •-i T!� +L.{ -`..) f !!1 GUrs269:39 1..' 1 fi '910.4 �. CVlS]WG HD. 5U K = 1.7: )� ,ATE THEE - L. _ _-- J. . P47 ELEV 27D.,5 'CV * \ ` ?, : • • -1.-.----..--_-_:,...--- - • -- -- r-• - ' 4 y J! lotk �)` `f �• 1- A-r as c6s _._� n TO' VC �. r--- - I 1 I Or - _ -•^~ ^ .� I --- � 1 i, nEHiD OF SIDEWALK N' a �I N 2i r . STA 10+77.48. 'S.58'RT.�, tti t - ._ 1 .� �. _ _ FI STREET LIL'�IT(PRIVATE) �` } 40,‘ 1 T N 4-.,- -4:4 S.,1 .. 5 § i 3 - .4;_,,, Or �c 1 ID W STA. 10+811 D" 1411T _J I _,... I 4 �. __ - 1.._.. _._..... GI _...i..._' $7A�11i+1 B.. y414+ LG.1 k v �i :�-" A'� • - _..[ 27p e TO THE CENTER OF' C8 I I f y i1 I /� ^} r- _ g 1 �' '^_ - �j $ 1 OB • LYNCH.BAS,N,PER rl •1 I I( tt ZQ I I - �`_ ILL.) y r71 - - ` . T� 6 �705'. -` Iti� PLlIM81HG LODE 1 f I. I f I 1 A I I E. I - _ . a<.'� /f r_., r.G=239.a7 j {�I I , `.�• -°°? R:=j - a :N 3 IP OUT=234.4- I. ip 1 - :'�''/y - w �' .,�..... - a mi.-". {/��j/}/}�} (PRIVATE) I I 1V I •17 Ili I/ ��� - \N ^�_mN:I I! N _ °' �JEI U 1/ rf t t y> n ..1'A: 1+3H .od ;,r 33.5Lf B"n}A; I-, I [ I f STREET UCH ( NA ) �7 +, �'G . LOW POIN'!; + "' b� 2bC 11 ,�STA,6+21.27,6.09'R'f. STW O I.61fi I t I I ISJ 11 LRC�.1 8.4 / • \� 12 T PR E 76p 4•.'r _..r.';' +s7■ 1FI JJf STA 11+7R 78, 1fit?'RT. I f f - ` l �. - �. - W Q -.._.._,...,..,_ g_ ...-- °.fLL• 1_'_• • • grA, 11+T1-50 b.23R7,= PCP 15+DS-s,, B.t7RT, N. `. �� t I si SIR>kT LGHT(PRIVATE) I i 1 \ $ �, I d' • iF13,114# 4tf PER III 14RT. i LrC>Z7L79 rr .,til 't _ '=NI �>" 5TMl1N If'2-6. PER L STA 17+49.6a, a5,&O'RT. TC=269.69 I I 'IL, 15 �ti, _._ 1...W. L m 5 fs'glr,- CWS DWG 40. 10 STREET LIGHT(PRIVATE) PINT=7fi9._S9 I\ ,`' ��r i HGFRIZ: 1"= '-'C' :w t,l PRIVATE STREET PLAN 51z7 E4+26.Sti,(PRIVATE) •` \ `� t VERTU 1�=.3U' • • CfIL I SFFFEET_IGHY(PRIVATE} I I `t` "V STORM LATERAL NOTES: SCALE: 1'.3D TC=271.58 •`` P.M ^ o BC GUT-231.0� u "�� N mN tiI Sf'„AI F- O NOTE: n N N m STA,s+3s, 5'RT. SEE SHEET 4 OF 19 fi oR1x: 1 ' STA t5+3::••64, 35.3'RT.� --29LF 8'PVC - I�RL 1"+ 34;10' FOR C-C)--' GRADING 1+p0 i+5C1 5 STA 13+18 5'RT. (2OLF) 12 5T4 15:$6-50 VAT. (44[F) LYN+7-1 BASIN, PER 5SN V t,U1f{s4N_j c 4+trJ elyfA,is16 a,721_i. (7LAt PLUlIBING CODE SEE THIS SHEET FOR �-' INE-Ru_4'?VC STM LATERAL 7•�•=270,2, _ _CURB RETURN CURB. RETURN /3 m 2,0x kS>itUUU(TYPICAL) c STA 13+76 5'RT.(2ptF) 13 STA 15+.66-50 SRT. (MIS) T. OUT70.24 7 STA 15+43.06, 422B'Ri. G-17-� �iUTT�fZLIIJI O (PRIi'Atf) SIRtE1 L'VHT(PRIVATE) STA 11+46 5'Rr.(20LF) (� STA 1+-r3a,5 5'RT. (2OLF) ,e STA 15+82.2D ART ;s31f) 4" LATERAL-. CENTERLINE DATA: CURVE DATA: 11 I �•J ) y $6•-31'-p6„ 7 DELTA:S 4R--DA' e 3 SFA 52400 5'RT. {2pi•F') a (,1 5t .97A 15+.k5.57 5'RT. (54LF A�•A 1-15 1 DELTA•. pp T n B CIA 1+.9 CPI'. aALF) �l LS I J' DELTA-e 5.0' ARC�ENGTM•2a2! /��!1 r STA 12+84 5'RT_ (20Lf; ec VI �� E J 'L'./ STA 15+54.22 S'Rr (5.54 F) AC ({ ARC iENGTTi=112.93' ,0 STA 15+74.85 5'RT.(53LK'} I 1 r PSI ETAW14+66•' 12- UNE\.--.if <2 CQIRiSE=5 s5"-31'-16"E ® TIE1 TAs295.-:32'-f?" 0 R 01 I q 60,CiJ0.7 VC.-^ Vi V=2563 LENGI}t 49 .65 ARC LENG1-1=25_.?5 11 STA `5+9°2A.ST2"- •`4A4 Ft I P'A STA 13+6L}.71 P X�18.70 S 5T-+u6•-OG", PVi ELA.V = 25U.Y1 o D 7 �.-. -.. .__ -..,.I BO.DD 'VC- ___.... .. .1...-- - -- ....,.. ._.t._ _ .._..... - -• LATERAL R DIUS=a6.0 ,._._._ __...._........ 4 ARC LEND"1 26 2 •, TAi-�13t6z.Sfi 7[Sl#- .00 I .+-N I._ HIGH POINT£LEV= 277,f,:i c .. LOW MIN GLL1= L:SE:82 ;- P;"S Z0.00.... IF I_U POINT_STF..r..!Lt. :4T�_-._ --...._..__ MIDII PANT0TA2+8d7• r m i 24 I• A - wN• F, M M,.1 DETAILN 27D: L... A.D. Q:DO �_.. !` -' .. � R D. = 11.83 A.O. _ -3.97 / , . • K-,'- 7 , i. Li. "i I . _ K= 5.03I • lam__. _...._.,_..-::-_.,... ^ . + No _ 20'VC--� a �._..._._. sa.asDa vr, u o o _ RN I w - IA !+I' I �'...�"rf tti o e ;d b +'1 u7 e < g 5y _ +I ^ ...,.. -.I. __ _:._._... ... . _.__._...,.....:_..:._.__.....:_......._ ..f. 'Y ID - • '---- _ _>'"`� - _. ,.Y{A'ITG) �� _-,. N y ry r M gel-. C ENSER AOt ' ry 1 J1 : @ i O Y 45'1..�="�� r .! 4 cv N N '¢i i t j uj-; c Ks fu • m mom- AJN I•_" ono -.. ...rsr :F-1:,..�.j_ ..-_ -,4j,-.S --r� -. ..._. ..^.y wi o m I� w 1 'w 0 W W rz Vi• -i* 3 "+-a• r '�nST1NC ERAOE• ... .: - 2w CONSTRUCT SUN 2-7 N N i w N y _ chi >K yr7i o n @CENTERLINE i -'�" .. 3�' ...,r`3�r', ^ y -,1+..... ....._ m m_.. _.. ,._...__., _ - 'm__ ' 1 r a g N - n ✓i I1yy / i ;---� ._ -..,.. 'i i _ _ .) STA S + 0. 5}n JI ^ GI, r sue' y+ n 11 ! U ]� �-^'r': z�- ..I.. ...._. • + ._+ + k . _ C • a1 250._..._ - .. -.. . ylh /( �.•�._- >_""� _ ,r_r^'_ 1 f`.itl=74Lt9 .. jO {� Ili ? .. _ III r o� + • m 1 t 1N(8ry= W S v $ T'4 2 J _ _ • w _ �. I `X` t. l.. .+. I I "a ...,y _ ... _ Bl - ; L- ^(` - '� i71S U'�4. U` OPOSE ,I-�. 36 ( I�.NSiR.�� SDMN[.'.-'6 "u1 ^� 'p1'XTfE' m N ?00 ,, . �'T ' - .._._. ... .... � 1�..<y. _._.. +eta a^ - ._ _ .. _._._ _ ..._.._.. ... F.•t l • 249-.. '- ... _- • - -- - - - - _ 2C67. j :..� ,-As St'6 " { '`'`6f N • - STA 1+$6-G2E>6STING'.- RS - 1jr .,RIIA=25B.67O2 s N: GRADE + S a _„_ .._... ., - ��""�.. ... ._ ..... .._....._ s, _._ _ ... ..- - '-"- - - - .. --1......_... �+4: 1 LOW POIN; 268.74 r. J. 1. I sty E I YCyar Y • 54T- L • WTE STORM LhfERA` I - ....._ ;.. I n so• - (iTAS)ItTjti! 'U►�FIx2 5 (TWIEL'TTG.R..., �__ •.. '. ' ..... _._ ..__ _ '.''--'- - .. ._..... {�Il'j=�47 1Z 1 P 11 •.: .7.-• B B+, C .1: I.SHAD ST= rTA ..t. • • 33R. (TYPICAL) YJ4 r ...i I •. KURAHASHI sp cjA 4+sa t4 k nssarum�s. lnrc. SIA tUrLlsUtE_3L43'Lr..PakATf sr.* ..{ �- I 'RDA='�4D:B7 .,. STORM -. _ ._.. I ' ' C1.1 c moom•oeo SD 3+T7.1 j I - SDF01 STAG 3C IN°(£ &wJ F3z►2 i ���9LEE •• ¢ - (h) 23t;77. ._ _ . • HOR1L•1'a= 70' _ ._._. __....__.• ..__.. ..._.-' _ - $ .___lE_f111],e:3d 20:. _ _ :_-.{IE_Dlf ,..._..._..t__ - -._ __._--___.- vttTYn t YO• - -....- ..__.. •• .._ ._�... o in cav...�,n N_. w r••S RE; La6smecaffte7y SunK.yW IE -23`.DO; i • 1 1. f"fi n r• n ri n in 6110 191f iar*red,Suite 206 (�iT)^ ,.... I r--- __....._.._ ._.. _ '-'-...._.,._.. .. _.. .. _ _. ...... I .. ....._._ ......_... �N t n `N N n�^y ca a - N �laci a •e:•oaa - ..:. I e3�1N1�41�� lax 1'+1StIN4 ,ITSt I a.. ry--.C.AF.S D BAOKFILLt I: I - �'• MALE$'f T I ^ I 1+50 d+JO 2+50 3+00 3-50 111 d I • P�JR� n o �, td „ rp � h� lP o : ' °° �; • ,y CUL-DE-SAC GUTTER PROFILE [ z n O N` N a 41..C O ,yn pep re ,p • O - Ni O ,f: ! SECTION ' q 111I N pp fp ,Tj �iM ,RSA K'j 9 '11S .q1 tg �p hn' N CO CIQ 1� I.. ,.. n _ �•���� ¢�/f M� N r) r Y ,",, V 4 r fA'1 N N • 'a.1�, n•N N F4 rim N~ N N N - N _- ,.._ A 4 V N WILL m lIC7. n ry cr v II`- NORIZ: 1-- 30• of�y _ '--- 14 - -yam '_' - VLFIT: 1"47 14' u.1 z1s9 9 A 10+0L �-ID+50 11+00 11+50 12t00 1Z+SC 13+0O 13+50 14+00 14+50 15+00 15*50 16+06 ...--csst=.:- N NH%r6 t10--Sf R �yHj6 WS i4WsR {/ / )yCTA 'f +69.,•�c 6.21'LT(741H RVE,} ..d J TAYPER Ptf401 } ]D.,, ._.,.X-1.; -_. -. MiI�jR SO. 10B'OAP ! 233 9-.IiNf.''�-4.1.63---r 6E G6JIaIaA AL STA 15+59.32, "o2TH >" DETFN 7ION I IE $E(i 2"}a21947 ....• - - -• 11"..vn 0oM I STORM FlLYER VAULT RIPE .p n� N< £I , 12"�=2' .82 ANIC OVWtli (74TH A. I 8.18LF 12"PVC G, .A-SI�-..^...-.r--�„ O.S-0X STORM 19+55.53, 30.3'RT. crsusam I . I .\ IX 1E 2'- •2,.r,P06 cRADf. ? Cheek/Rorie bo1. ti (74Tfi AVE.) AElP 12+METAL 101.126.5 St1MMyL-2-'• { r(SFE SHEET4) PIPE TO 108 DAP/ N r.. !r (e0"FLOW CONTROL MN) I som442-2-3 11 - T 22 Ck15 RODE f3 �R�7M fDGf ��pp 041211,1424 OF Y H ACCESS :J: ' 80-SPECIAL OF-PASS nNc car t1RaMI0rT aF/1fA5Tl ---,t'\ .PTA 19- 0.27, 38'RT. T' OM ItlDI C4A101L�1HNi 61l17 '�-, M1H/3 3 (74TH I . �7�A MA1VF10LE •ai�� ,, 16+pp •TJ�'•.- ACCESS'EasER AiTtTVlDgN ' �"'hpoi 12"SMOOTH WALL ziD r p '.3Tr s _ A '- METAL PIPE(I+ GAI,Ja) >< :. ( N 5 HOPE ._...._ _ p.- FLEXIBLE ,_,1� - TAM PER LAT4w.L :T �....... - _-- ,A, ,_. a , IN ` '§ r� ''ti' -- _ >•c `-12"PVC PIPE M4MUPACFL r•P 1aj4 .-.".._-. ._J' .._...----- e«a,. . .:r' 1 .,,. ..,..:. . _ .. .. .. ,_ _.. . iEET RECCxt1EN0ATN1511 200 -- -.._ �.205 fU k0 . .. za "' 7, R05St�eD ��_ r^_'_+trl►` _ - _ - --_ 1 - - -. c._ .. ..�.:� - L. 1Tr ' w.o.MANHflL CONFECTION al,A,. Pa - ,•` + •+ _ - . �]"�r,�'`1► C C� WF�� "`1m`W:■EtCD FIFE CMISTRUCT OUTEALL 0tGI HEf� ./... Ii ��' - - . �� -��' t ...4�4 W/11EACH4►LL w 10.D53 - --,A- �_ _ E=tpo Dv `` 15'x 15' x Le c i 1 v� SLF 1$' $DMH 3 2{80'COMTRDL Mt) .'.:III ry 3 `ice �q� itlli ` BATZrAI A(�Y CAS 50 RtP;RAP +• ' DAEbH C PVC 3034 l Iw T■,--..°. 3-.. ./1 (3)S7pR1A DfTENT10N PIPE I�00 1 �Tx ,,� O 65X t- 00 ,. Q` t4 1 I _ (SEE PROFILE AND SECTOR 1. .l a e -t; 23, _c{1� v h t (T4TN AVE.) ' \� + e C ri ,•7; re ft • [a; N �, ,'' �p N` • THIS SHEET) tY [Y c � � er �-) I E9nRES /ir/20d y7, r 12.7LF I5"NV{; ta'Ws. / 'fie ` fq OU TFALL ROCK ." S.SLR 1 �, \ 1+OQ i+5D 2+00 - 77, N (d)LARGE DIA ROLlt • �"- n5 12`PVC - I ter *' AND RIP-RAP CL. 50 SDUMB2-; 2 �_Sx STORM V .E / 8.6 4-U.7D� SIR ICtt3}.55, '" F - SCALE: HOR12: T"=�'b' (Am. DEPTH 1.5') 60.0913T. HTS` t RT. 1'•-10' ACCESS RI5fRS� S DEt9P��QN RISER DUAL I - OUITALL ('+ni ) (R9A=ADJJST TD J 1E-200.0 11l1 GRADE RIP-RAP CL50 ; (3E�(TAIL SHEET 4) SD 1+48. SD 2t19.80 / 75•x 15'x 1'OEEP r ■ y ` SD1.ACCESS MANHOLE STORI;IN) 2R tJITERAL t(��11 i.' cu.'1 STORMA•ir[ t+ PLAN ` t1 it RIM..220.50CI IE(72-INj=213.95 (�+J / SCALE HpiIZ 1"=3Q' 4 CD 24.i4 CONSTRUCT 3-3 ACCESS R!SER) �, VARIES MlrRs;ENCw OVFRFi(W STA 17t5(1•. •yRT 41N A1E.j= Flpl`.7 I i �D 1+95.DS 1�Af (% • � _ (�{T} }('`III ,.... ,.._,._.... .TOP wOF,PIPE 2t$, �f(15"IN}=2T5.14 9D It-WL(STORM B)47.13= r q_. 1'y1N.�a ....._........_;....... ..-245. J, ___.._. _. _ ....._....• R1N=213.50.P40 EL.EM215,0 1S`UOPE 4•(-4 1'T•r � 12"N�raY• ) 1 IE 1 38 2 200.42 L................37' VARIES - .. - 22C _ ..F_Xl�T.1Nb. ...r...�.S.I,F] _� I _ ( ")= 00.47 } ..:.0 ADS 1/VC d I. / _ STA 17+50.00. 37•RT.(74TH AVE.f.. I1+�J '� t-'I. 15.14LF'Y2'(;MI'�" .Lr_-� ^•J 11 SD t+08.5(STORK 9} 1MFN.' 2. r ?_ .-._.i._ ctxesTR.ucr sow11.15 22D. ... _.. 1 ssi,.SDi3- N §i 5-PVC PROP03E0 i{ �-R1M=214,t0: ; 04 L• tI Vb• CMt+ z1D ...... .Crtx, .... . .. .:_._ .wRCSCN 0 EIPC. U R=a g ,, 1.9i' o a.s ..1.UN1:.20D,Tb., 1 COU15 cJ' 1 r^•'� -r�r } t' kwn19[i'. sD 7+84.25 CLASS 50 RIP-RAP 6.. .:+• " ...°�r.__. .r �' Y'_ '. 'T 't$" "'4). 77cCPp OP PIPE: 277.01 21 !1'-THK.-�9141E''- 'qb STu IX11FALL is 1.5'DEED i srast PP; ! J • �� C 7RUCT{AOTj IE(14B")=20t3. 1 ! SEE STORM$do-��s MI r�s4s l � ._Rtl 3 2T�00... pE 5. x l ' �~"7 C PRDFILE 61a1NtIr a■11■Alm 9HNL pUTFALL /nF J CI A iCTSD R{P RAP __ S (SEE 7AiL) 1 i C17NCRFTG HEADWALL q1D paApr' 6 IE=146.D - � / 102"04).2V7 .1 r.;1,;E•S.S'MANHOLE ,.sd-- ..-:+ -�;„. .. .. �T- •• // 1 IC((12"DuT)-2c7.00 ,' . Fai-22P..A6 ��, (S DETAIL) PiLll E, 1y�I p ry ACT t� _._. Inn I■M ' .. V 5.75LF 120 PV„^303 I '1L' -■lf�e, `Y'.:rda ' OUTLET�r DUAL (4JLAR8E 380 RC1 K5�.+`�D 2 , cTwr,T� PAE3B �. *�1,R 1 r.G 1 /�. N.T.S. _PACE[AROUND OfUTFA1 LuiN�TkuGY 4 SUMM .':'" 11iL 7D--a• o. • -......... .....__. I I->'�'_- 190` E(13"2N 11838 Sf S } 11 *TV ftlP-RA.P CL.50 ` 1) '• - 'a51..T2.' �iiQ3�F lail SDMH#2 (W.Q. MANHOLE) ts.e cu,YD. )' S=D.2? ¢ = MOM morn d� MIN.DEPT11 1.5 E 1R"OUTld196.D8I DAMS'8Z8�=I ti. _ 1&Io MI STA 19+95.28, 28.85'RT-'74TH AVE. w v n r ro ry yy�',yy( 3 pp4. ATM $TA 1�'VV_LP�I ._.... l N N N N N 4 5 D j����(^ _ n n fcc !F' 12 ?15.7; JkJSI KIM Q. GAUE�,,• f '• !lliii a i _ 4s, 1 �Ts SECOESIE M 1+00 1+50//��p����N pp/���•^2+00 2+'.6 1+00 1+$0 ( )- - :] • MI CIO pav-PD. TO 1$aiAUA1i1�S17.A JOSS c-+TD Alm1,6f7EF A ri7MM-7,�i SCALE; HORIZ: I"=30' EXIS`ING GRADE air i,..___--...1 APr1A7LWi TffiMI■DIR Ir arll R1R 6.1. s r � A�•.� JERT: 1'_101 STORM I?PROFILE ' PROPOSED �. » .._ SCALE_ HORI +e `se DEW MO) y..I■s MOM OM COWL ea cc s.e.�$r , ! ...---- 7LF 5=.503b 12"SMOOTH WALL as I"11'y"7'• rs, 1c �D OAP Arm rumaaa We nrtc wERr =lo' 1 HD" Pk-12 METAL PIPE -1 1 alr.ei4s cAPaartaAce " '-%,�d�4/' ,..,' J wDrwwaoAselarts.am �( f (WELDED TYP. K7: . c. A- vmi wu s m ia. a i ' '�' �ra Dart. c a, a • �W 220 U(1.Ik ADZ ` x *"•: -'' D.t41 I. 0 lb IE�21105 ° -MINIM 0 � pr : ii ... bra TT-�Da'a. �OTL7:ia 6613 '�lfee ma) o ���, 1 Cf5" DETLNTI4N J - L/1`MS atapaaos amw ' `��..�s - j 1 27.8LF'5-.50 PIP= A ►rA' u� 15 HnpF.� 1z_.. - !e��A Y llOD1tL A7i➢0-a • i�etA77a TA•DiA.01RICE]aEotA7 nag , N1diSa!/UMW ~'4D-DN a■O1Gi a-i1..DD a BOrrCN 1D8"FIFE -.► Z °� twits."'0m'-,� `� I o ;`ra•sr`aIe>Pect>e ua i L ELEV: 207.98 • 'r I . - , , t y +•w.al�xe a:ou aR dA5$,8 BA,GKhLL.-�... - , It i aErtcs aaoD Ti rt 23a, I ,- 200....---------•..._....._.__.._.... _.. h. LY DLL i1RSi a.a67.to i FERM1C O."FTFXTR(F • i -Tt.R71X:17'FNC SDMH2-2-3 (60" MANH01 F)...-_. _ COUPLING (TYP. ` ; rrpocnavo , >w. MOW �� 1 1ziEHNCD elexl € STA 19 i 67.51, 3(),I71'RT. (74TH1 �6 ; / �s.Dwe�o nwwDarem rerAt cm* i tA�i+lNG c t EXi ; P/_ I ' -i" f j.- . I I c o Tmu TVAAOUr sat is 9 SD STA 1+61.48 , 9.18LF S=0 57 - -- .._...._ a N. _ � : 22G'..._. Eiii 1 MINL 215.d5 __._q 'PV[ ;_.. .. tE'1Y[PR! ` rY 17,,,m... IE wy�2a Pa' • -as'M14, iti I 1Da 1U. IF ! T- 1 4 I -.. i TV PIPE 1 'l) (]J 2 5. 3 �D 1mI. • f r > 1• OOP CMF -0•�. PPE t�I ER 215.821A,"I giro-pm-FILTER +AI:LT 77E He PRE e ��+ STA- �, �Irll� ~(WEL{] TYP ALL WIER=215.85 iBEi ..__ .- .............._,... 1. i ' a-0•,Ea. ���� %'� .tea..-�•.1. STp, 19+55.53, 10.3 R l.(74TH) 1 I. a>e . • \� a~ �".°""" IF 20i;9 L STA; T+Tf.A7 KURAHASHI i SD STA 1+54.481 N'R4PH1D0. nuniG VN ^ STA; 112a, -za7.as ac wsss,cu.T>�s, INC. ! E-e'11p1 _ `, ,,;I _ 7t+1a61'T10P MOWN IJATSJAr[ v 1 = DT. .i -3L=1[PYC(TYP) =M [p1D Pates RNo.Ia+. FYR1M= 218.60 J. : SEE cws pRWG 680 ` db r•---"-- i.- BMW 3L--,.ADD.DG f•-0 Z Ennr">�cd•7.rTse n6 IE 'N(11 }-2'S_4�h 4 ara�a-_WAS irc.a 3i 1,s1t..t, Stag.40a 5 ,�gv, 1 n -` is. 0101,C all 111APUUW - ' - u. 4 Heeim n.Circe. 67006 d tax I t?U•(12 )- 1341 G n. 'M a.PCDAt • ' ` I ; ' k' !7a-A. pi.. - • ... •. ...•4.''4- © ! wnl+ a' (4oa5� �' I a..a. i,--,� �4 , - ^• ,.Av.PROW ors COMMD• - - 4 lti�� O. A A a: a d •a- a .,. OUTFALl w us n..n.r aaaai.wnc D.■r.r _,•_�-.-..,1 .'L. '4.''' _ >A'• . or um ru �" '1 4��+r � +ia �7t DE I CT t RIn 1:�SECTIONPLAN/PROFILE `••L' t • ■N W1 AaIM.1E a►RRW Pit a 00. N 801111W2 SO"11 FLOW R� ii■es ws".I°Een 'N' �■FLOW .'f yy s am a-To rra MIL R Awrmr ws,4-MOW SCALE: HORtZ: 1- 20' d I CSIM A-1 (DETENTION■c& F SCALE HOPoI: 1'-2b' CONTROL % t Vi.Efi CONTROL f7Vi. amnia Tv a 1�arlrs v VERT: t'�Ia' a.+vii 11'ML►L A II�R■e+rmuK Oa wry wryMEM PERT; ''-10' ow w+..n.v.o, tyyE:rRO c a rise ra■A�,'as norm Pau 21 5 '�of 19 �01 1 ROL :G ctl r■.Dermm. P+�f 2IZy - r r r r r IMO r r r r !i no r r Is it No r Table 1 Ash Creek Estates Summary of Storm Drainage Criteria 5/15/03 Main Area Road Pre Development Data Post Development data Pre Development Data Post Development data Soil Type Cascade Group C Cascade Group C Cascade Group C Cascade Group C Total Area(ac) 6.42 6.42 6.42 6.42 Developed Area (ac) 4.65 4.65 0.31 0.31 Impervious Area (ac) 0.10 2.34 0.00 0.31 Pervious area (ac) 4.55 2.31 0.31 0 CN-pervious 81 81 81 81 CN-Impervious 98 98 98 98 ON-Composite 81 90 81 98 . Tc (min) 12 5 12 5 Water Quality Volume (ft3) na 3058 na 405 Water Quality Flow(cfs) na 0.21 na 0.03 Main Area Predevelopment Post development Detention Flows (cfs) Flows (cfs) Release (cfs) Rainfall (inches) 2 year 0.78 1.77 0.83 2.5 5 year 1.28 2.44 1.05 3.1 • 10 Year 1.59 2.84 1.55 3.45 25 Year 2.01 3.36 3.36 3.9 50 year na na na 4.2 100 year 2.6 4.05 2.44 4.5 Road Predevelopment Post development Detention Flows (cfs) Flows(cfs) Release(cfs) Rainfall (inches) _2 year 0.06 0.18 0.05 2.5 5 year 0.1 0.22 0.08 3.1 10 Year 0.12 0.25 0.09 3.45 25 Year 0.15 0.28 0.11 3.9 50 year na na na 4.2 • 100 year 0.19 0.33 0.14 4.5 conditions. (Note: Hydroflow by Intellisolve was the software package used to determine flows and make detention calculations.) Detention Systems Since Clean Water Services ordinances require runoff control, a 6600-cubic foot detention pond was included on the site. This detention pond uses a multiple orifice outlet(note preliminary pond sizing uses single orifice)to limit offsite flows. The second subbasin uses 135 linear feet of 60 inch diameter detention pipe. Multiple orifices again limit offsite flows. Appendix B contains the stage storage and stage discharge tables for both detention systems. Water Quality Treatment 1 In order to meet the Clean Water Services water quality standards,two Stormwater Management Filters were added for water quality purposes. Based upon the standard 0.36-inch water quality storm,The main subbasin requires 6 filter cartridges. The road subbasin only requires 1 filter cartridge. Appendix E contains the water quality calculations. 1 Conveyance Site conveyance was designed in accordance with Tigard and Clean Water Services standards. The conveyance system consists of mainline pipes,manholes, catch basins,house laterals and other normal storm drainage appurtenances.. Appendix C contains the rational analysis for the system Appendix D contains the drawings of the storm drainage system Public System Impacts The stormwater from this site will discharge directly into Ash Creek. Since the detention pond maintains the runoff from the site at pre-development conditions, the development will not create any downstream impacts. 1 1 i 1 1 1 1 1 ' Ash Creek Estates Preliminary Stormwater Report 5/17/03 ' Introduction Winwood Construction, Co. intends to construct a 29-unit subdivision in Northeast Tigard called I . Ash Creek Estates. The historical land use of this 6.42-acre parcel was residential timber zoning. Ash Creek, a tributary of Fanno Creek, crosses the site. The proposed subdivision involves adding streets, sidewalks,utilities,homes,and landscaping which increase the amount of impervious surface on the parcel. The project also includes an extension of 74th Ave,which requires a culvert crossing of Ash Creek. The hydrologic and hydraulic analysis of this culvert is not included in this preliminary stormwater report. ' Appendix D contains a site map of the proposed facilities. ' Table 1 summarizes the hydrology and hydraulic calculations for the site. The following information summarizes the design assumptions of the stormwater system. Contributing Areas The over all site contains 6.42 acres of which 4.96 acres is under development. The drainage area was broken into two subbasins. The main subbasin, consisting of 4.65 acres,contains all the residential development and the majority of the streets. The second subbasin, 0.31 acres, contains the majority of 74th ave (the second subbasin is required due to the road sag at Ash Creek). ' Both basins have detention and water quality facilities. Appendix D contains a drainage map for the project. ' Site Hydrology Site hydrology was calculated for both the existing(Predeveloped)and post developed conditions. Site flows were calculated using the Santa Barbara Unit Hydrograph(SBUH) methodology. The Washington County Soil Survey identifies the soils on the site as Cascade and Helvetia both with a hydrologic classification C. Using this soil data the pervious areas were ' calculated with a CN of 81 and the impervious areas received a CN of 98. Table 1 summarizes the SBUH assumptions. ' Existing Site Flows Based upon a composite CN of 81,existing site runoff flows were calculated for the 2, 5, 10, and 25-year stormwater events. Appendix A contains the data and SBUH printouts for the ' predeveloped conditions. Table 1 summarizes the site flows. (Note: Hydroflow by Intellisolve was the software package used to determine flows and make detention calculations.) ' Proposed Site Flows Based upon a composite CN of 95, existing site runoff flows were calculated for the 2, 5, 10, and 25-year stormwater events. Appendix A contains the SBUH printouts for the postdeveloped I 1 ' • Stormwater Report • Ash Creek Estates 1 I I I Prepared For Winwood Construction, Co. ' 12655 SW North Dakota St. Tigard, OR 97223 I 1 5/17/03 Kurahashi and Associates 15580 SW Jay St. Suite 200 ' Beaverton, OR 97006 I : t 7-.:,.::::! if w. E. I. GELA TERRAcEt .:.--,;...,-Ni-: _i...4 , csr c_ :yl ~ , ,,,, n i _ ! I4 r :i e� I fir. _F.li" �I•---1...i A. - •1.fratu_- - .._L_'. •:r,.x :- .ii a..a I I M p R 0 v E m E N T ID LA Ns " _ , rc _ ,_ _a:-:........_:.` = ..• �u ii-F.am 1 AS BIJIL...1' S w rr?' i := �I' o- i t - - -I 11 I r1 * VICINITY MAP • Ir a �" I ).r MT,inn MO SCALE 1 ) JI� / rSWNFRfI'1FvFi r rR- ENGINEER-SURVEYOR: - ` h.�' '! 11 / '�, GERTZ CONSTRUCTION CO. INC. HARRIS-HoMONAGLE ASSOC„ INC. ' z I SW RED CEDAR WAY .�.� W.H.TALL bLYA atiMa j n P - - — —..:.. :.7, .: / J1� 11PS7R9-OflB7 W - — .— VVEIGELA TERRACE -_ I ( ,� J4 I IMPROVEMENT PLANS Jfi J rt, J JI f __?rT ".U.E _ — _ — e ri.P�E � I1, I ASBUILTS ^ , " / { • *rct iP�3aC Z // TAX i0i�x 1 LOCATSA TII TER SOUTHWEST 1/4 OF TEE SOUT�ASr 1/4 OF SECTION 26 ,� f .I TOWNSHIP 1 SOUTH, RANGE 1 WWI'. 1rQ unTrT 1�IAN '" rAX {AF'}A v:'i: I n I i I. / `: G.. 4 AC I ,! (! ' env OF TIGARD, WASHINGTON COUNTY, OREGON . 0: ki / I + ' II' I IMPERVIOUS AREAS :�i j/, 7,6.��„�: F i $ 9 10 j r- 4 , 'f SW 74TH AVENUE 2,654 g(0.07 AC) nt.u1F,.ti, :., +@ ; �!! SW LANDAU STREET 6,792 SF(0.20 AC) —i / ! J �' + SW RED CEDAR WAY 9,847 SF(0.21 AC) Q n 2 + , j 1, 10 SINGLE-FAMILY OIYELUNGS 26,400 SF(0.81 AC) [--I µ`s p'e o N�i Y I s•a y JS �� TOTAL ldPERNOUS AREA 47.293 SF(7.09 AC) V m L ."1 .; w,r..aL f.,F's r �L'W ��il n ';;r; i, 1 BENCHMARK DATA: �� c �+FV..:( I I °,f / ! WASHINGTON COUNTY BENCHMARK#820: ELEVATION 480.80 USGS �z �,zI` -i / ut:NILO INSIDE MONUMENT BOX AT THE[NTERSECIlQN OD S.N.TAYLORS FERRY ROODr-� p ,s2', a J l i AND S.W. S6TH AVE.. 20 FEET 90UTN OF POE POLE#2036 1960"MONUMENT IS (� —- — f_.,,if i r 1/4 CORNER ON EAST 510E OF SECTION 25.TIS,RIW,W.$. P i :.. i I I TEMPORARY BENCHMARK DATA: ,u I: % ,%%f j Q• TEMPaRaRr eevU eaARK C.N., sa @ f 5/B". IRON ROO 1af RFT.C- 1. ' R' / _ % jj! `% ELEYal aN=2BA77 w . TAX LOT ROG r r tre \ Sheet Index TAX,.L.&ccfX j{ �/r711 ins:or Yin Title Sheet and Vicinity Map 1 Of 15 I W ;•� ,C AMP IS! :rfaz Grading and Erosion Control Plan 2 of 15 w 6 =; / .%�f OO2DS R Ffi"Lr5 A ,}B$1(Y Grading-Plan (Cross-Sections AND ESC Detais) 3 of 15 ,ILL 5 ,� �� SW LRNOAII 5!NFET Street Plan 4 of 15 %,: z'.;;° �lr DIX LOT VD TAX AMP?SF 25DC Street Profiles and Sidwak Profiles 5 of 15 a,,, o ,: so -0-. ,• *, Street Profiles 8 of 15 w .� S;:FI.L J i it ` A MLL MN NC Ki1TSiHMARK . Sign I"-40' { a ,,� '•,'�%`ill + O• W W AND 7FEolwanaal MLL RECORDED�Y A SEAMY Street Si / Street Light and 7 of 15 y ' .f I '; Wok THE fM�lA TERRACE PLAT. Street Tree PlantingPlanIIMMI CO ?- `I II —-`.7 .-' ;4/ I �� Storm Plan and ProNes 8 of 15 ———-- —— --—_— —- - -— - = j '` ‘1'• — — Storm Plan and Profiles ,ems A 1 �� FI I: '<$'.3z" N H o.;a.1,,, ., TIN ORAITY 19.811lwwc / ���-=-- —. Sanitary Sewer Plan and Profile 10 of 15 .J W - - - -. I -- - — - -- — - _ BON�w/R.P.C.: — — — Sanitary Sewer Plan and Profile 11 of 15 W J aEWITION.29817 SW LANDAU STREET Water System Plan and ProfNe 12 of 15 C!3 #~ — — — — — - - - Water System Details and Notes iS of 15 W Standard Details 14 of 15 Standard Details 15 of 15 TAX ON szw ;.,r I. sn:' i na:,:sro� in❑N EMI MY r,�C9 i4�i,. :'�'A. i,r,0.4::R: 3-Er .xr../,.:.im, f I ; ,:2/17/4 1 roF AN SHUWN fr.neu•: c'15 NOVEMBER11, 2a45 —QdI c. • .S fin. .kii al'rFT. _.. I..+s <_=.i ?�K tii' t moo- '� � J m m2 c ' Kjr�`.+ .S- r/.`, / 2Sp '�.Y.ftY "1 ❑Ui JfI .. �G:nyr+ _ •`z I_iFit, 74c. • . • LE 1 ....E/t ofH ou I, + I I.._.. ..I =.m vu:pL • ....._ vnL•x ;:_ _..__� '), (' �` j+ i I yF+Et Ian • ' •,, I I • lj 1., '. I I '� � ``\ i-� J. -/ l r CLASS ccwL vr F _'-•_-_- R II`_-.'I-..-•_!.f.___....Q_.. ._ `• ry ...........„..1 ..,L, ORIFICE�T SA aYaI • :'iAh110Lk P6LLU-N7FiC ON-R01 117 Nvi .I nO 5'e y • • • R► 2LaI7 riI I ' SR7.?T- i il I P.WI • • 13 li l . •• 03• • ` ILE•. � \\ p D10 MH ,` J�� + \YHOrILL 'jl �1G ,42 4, 210 ORIFICEDATA r = reUl L.E.,a,Nc ,° I rVC'PE C031f Ii I •f: 1E.2A6 ▪ 1 .6. • NA ELEV. NA.Q¢NESf ,,yI 5�.02C2 b 7',IUIUKE I / I `• \` 11 c• L 2. 216.10 A5 0 any i _ : :�02 \ i ,;., \ it'.'. I t SI PROFILE cNec u1Ex 7G vs/ W1N mLaRPs3 5!$S1Rr! i "LI • swam 5T}1 salmi; A LE FOR DATA� _ S 4A5 2o' • • * EpINS SOON ARE GIIkN AT THE 2e6 • vg - pRI SF__ _ 77(I a n - x 1,-..,,. 1'•. 7 EV=N70 NHL IN4FhT Cr nic ORRICE. ;' ; ,/.', 37 lytil Cl .. I ▪ ` T11:nil PUG I T 'li.lE^S:-ta:( ` C., � `, ASS"' _I %,/ � i\. PROFILE 1I PS:PJU ?CG L r I " ' Fk?Q'ZI It'={'.' I I ( I L �..` ter IEE� A I1 vLkl.: it"a'< n - '': j o" I ` I. t3 FL LEFT • ATM MIl i3- L- ' I [Ej N,F I TOF_ditlNl._i y �� 'i.a L.F.I2-ItAC. • Ii I ^�rri R.GP. I ,JOP1r C(D?C3c1' UI_TLNTIUPd CUNIhcUL MANHULE ULIAIL E p nOumlrulN1 - 51- ( sm -- S-O.l1UAa 1• 1231..12{VCH v0 SCUF 21U�������� I zO_Q-.__.I,.__ 19 210TNT: uvi PKE �•I 0 I� 8D._ W..�u I .-._- -_.� c1 --.T..-._ .. U9 rAf TA 1 S--C_p7 r. _ ... IXnIu.SCN.[ --- � ILtI. c .=..NI(74 -• . ✓ fI` I Cu.:I _ I I I I u Al.19 5 S'i-: I'I'iv,1 ^,S,JC L.t a Ylti 6 f a1` 11 C n m I• o 5 ti 1 e y ti rle.>•rLr--``\:1ncn. `'I J ^ I ' I i _ DL z,, $� rNC i1X 03dj • ui W 14.1 =:I.CL2 H I_ ui u I '_ Cmn PIPE I - ,11 z -.li'U .......Aix PIRA LI - - 1, 1`- W-- AWO"T 12. uvJ T 1i __ S=0LUIy 11 L'_!' r U1-� a1C tSA),__ .-+Y1 ..__.___.1�'S3 1agC U+W iFD� 1.R Z L lCa42.. 1=40lli ' E smm e s c\ 1-i YEPI: T :.�a STORM LINE B L g: STORM LINE A .swa: - • l° PROFILE " ' PROFILE at. zce ua2z sraLt t 3 CA. • 1 ��IN- - dt, Y Arm R i s STORM DRAINAGE CONSTRUCTION NOTES: F =o o r 4 NOTE: ` a y;L•i [- Y F2 llEE I 12"CEP I. ALL WORK AND MATERIAL SHALL CONFORM TO TTr CITY TIGIRD 6cf) Ar-'.n� 11 I w "�-.�' 1 - ?-:' SPECIFICATIONS- STUN➢A'ZLS,AYL PU[iL iC 110RKS :ODE. +--, x "V C'OYTRACTIOR TONDTIrY__tUR:Let AND ARBO315T IF 7FEY ENDOU MLR { � 1 `�.l CHANNEL RIP-RAP f-` w�w ;xa,n KJSJ.S'hH[JW-),1 STMG TREES.GJNTR+•.f'ilT 1NI LL CUN'SVL TRiSO315T •'I 1 �.- 111 f y Y m :,NCCNt.IkL:(T100076E5T COI.FtSF_[>`;LCTION TO RCDJCE THE -mot E. STEM SEWER EA-CH BASINS SHAL_ BE GUNS INU[:LED PER THE GwS I�••I i,� qS=$a HARMING OF THE EKI�INf31'HtES.IHIS IJAt'INCLUUC HAND OIC'GIPIa \q rJ d ,_;1 AND I:II Y'S SI ANDARUS APW SYtLIi ICA IILNS, ({n � znT r T !% CJsnTANSE En AROUND ROOTS.HYDRO EXCAVNI ION AAOLIND LOOTS•OR MOVING LATERALS L ..t4�e O,ANELL Z c'a Z Li..L.,T TO A�:OIT LANE-A "W` '1 - 7 WEEP HfIF r[SFAI I RF PRI-IV111FO IHRItl IPH I'FIt CURB {T @to • '9I COVIACT LANGk LUDM(CIC F41REB CARE LJ F=NGINFhRS'0+� f`•' • _ _ `cY- `.V•'y PU�-I ALL LOTS AS SHOWN ON INC' SlANDARl CUks ll_IAIL. 0 a�'•-I O I 503-83S 3453 AND 21AY MYER OFTREE CARE AND LANDSGIPMS @ n .� uN ,'_.• '- /Ita• • 1. . - DISCHARGE CHANNEL DETAIL [) 503-6353135 IYL.S PJ-RM1Y7`"- ��'r 'CRN.[P NOTE: 4 STORM LATERALS SHALL DE "VC D-3034 AND WHITE IN CAOR VNLESS In ft1 3.wF 1,, A• ��--.��1 �I'",""-'`•r,.1-: PLACE GROUT [m+DUTTON GTERtt1SE SPECIFIED N '�-4 mil' Lir ENTIRE C-IANNEL. 4• THICK [M13FR 11. 5R 5 SIC CONTrAC-O: SHALL NLffll-Y ALL UTILITY CDMf ANIGS rp2 -1:LD E:.' 'Nfe• oc b `t. I RIP-RAP, THEN GRIDS I ITCAT11TNC IN CIIFIPI IANO- MIT{I:ARRANT I1RE11N RFVIEFT. STACIITFS. 1. 's;.=`�i�niv_.Y,»w `. r ea /'f AROl1N3 PN_KS TEl SEAL [APS. �1 . LEAVING TDPS RO ROCK EXPOSED, W�. 6. A PRE-CONSTRUCTION MEETING IS RLEIUIREDi CALL.E5,29-41'113 1Ut A t � TO ACT AS ENCf2riY DISSIPATER TIME AND PI ACT. LIOn El MfK=_ •eH17E ER MOAT HARRELL,THE CITY U. 777 1 ( A ) tl-ITPCCTDR 40 HOURS PRIM TO CEPIMENCING VDRI!. - v 3. ALL UTILITIES SHALL BE UMDERQ2[IUNll -, Q # t o VELOCITY DISSIPATER POND PLAN W I U IN.O.P.H. W J + - ❑ to Z UN 9Ht i,s I a �1 "' ' I W 2Y30.4 MYx-cw ?1A=i24.19 j �' i• • i 2 _ Du2.d_:NEB I '_ - EIS MhFr-2 I III i. ' _ ' I�' 57fA'n7H-B.i DP.6P MhNHOLE.H. I�12' £0.7ET"3IT M&� I 1 1' I A I ; ( I it - m J,• �~ 1 IZE2317/5 (; STOMA LANE '_ y 1 �G'I LPJE A= IL PPP N _ STA: y, MS CUU I.E.218R_ wCt 5 Gt77 w LINE? I I GYPS OTO 6 7.G - ._ ' _ I .,I • I cL1T 5 01T3Er-�a r =.- -.-- -_.,_. --- _ jl I II�7r ral-I-'S-z \ 5W T4TH AVENUE I i ti _ -21 :a,- {`4Ti�_ ..�`^,a 11_- I low ow C-" 11F n I. - 111 -9 EIESIL:IIY �...-�ri rY:-_ I':._- __ ��LtS61N SEE J a$ r.t_•r7tie ro2va,1 - L1N�'�-' ,'.y .q.. ... _ _',� =_T_ -. _ I.�o _ _ _ 8 DETA LTFi1Sn- _ - i :lL4D - T''v.--. 1 .sAcA • .._ -_ _-_ • - -.r. . . �` I _ ^ IF. 2''P .•,2�dN I _J eie ( I.' a.,I _ aC.991 r. _� .'' f� I s.. 1 T • is u !t - - -- - .- - •P - �L''tdri EP 'L-INE A PIPE 11 Z �G'uYP.T6@ 1rys''oq,_ -r - SWREpI EDARWAY , a:?LF.'rL - iII_ s+isEt oux•.ct q^ I Fvctlrsozdr l , I; -� .,a,mr.rn -- STA MH-.A-2 -- PTM11 MH•A•1 _` - ,I '_ - Ru1-22a.55 _ - -.-RWWDft. -`_ -- -- vry -- / .I 1 rx.•�*r�t 1 /�{ OVE3iFLOW EL.1 @7.103 �`f .{ lO 3t ro(F.,7' • I �I a_ a.. C'"1'30'IR CMl671G I O • 1 .W TµrA rry FYC(D3G3d) "� '� I ,Ii�II 'r. n:- ! G.41.:;'\ MORTAR tLE7TlEQd rf N :E.}. il5?AC , 'L, I ( I F-: • 1< CONTRACTOR TU IiCS U:tt RIP RIP --'-` :� -' j.^� i Il.l T j, .Y*' ., :CHL.ARO��4 VELOCI-r I %1;'/K-:`\� j fn' r _____ 'a I 1 I III C•!1 W Cr {TI ... i ' _ OI551P.41UVZ FK7ND if PtP� I t ODTTOM • :f g g "_um -'�I. It ra •t TREIVfHAKEA TU OHIC9fN+V. EL.ICR.SM1M - -TO I w'�c I . Lam' TO 1_ _ 1 'rl'�71 _l I_ ?,. .• 179•Nt ` .r , I nNfY'Rt,N ,.0±: s- I -'•I �N 4'3 .\'2,1\ CLASS 90 RIP RAP I I .-. I IJ:' STORM LINE A (PUBLIC) II:bIUI,li,b,I�1I1111IpIlIgl VElOCIIY DISSIPATER POND SECTION '°' PLAN VIEWI ITI II_IIIII II IIL s STORM LINE B (PUBLIC) 2/17/4 8 SC+.LE I" Al!'fly ;U LEE' solE: SCAR• 1'--11; PLAN VIEW 5?1OIAN Y..,.,a, 15 I ___. 1 , . NOTE: PRIOMTO COMMENCING D‘I-Li IL MIPHGVHM.NT14.-fHMARIM-IDANTMHALL ACKNO•A•LEDGE II4 WRriarG 6[1616,NOTE.1 STORYILTEIT GAT6 .:666636;466.446.1.......1.`..111 JISSW.C-9104,.. ma.'Am 2 a........,,,A2r.1444:2L2 2 c2) 132 0. ..: , 1 4, 1 ‘c*'...1 . It-iff T1 IE GP.ELOPMEN-CODE PROVIDITT3 FOR T1 ir-roi 1004.4,1PrENALTics r THE TP.E=S Ervairt AG;CAMAaE..-0 4.ar-SW:„...441r,./T.-117.;:! 44''''''''' ' --'-'1.-9'-^ -- .. f • . I Ru ni,I/PINY...RI WITHOLIT APPRCT/At- ?IL.?"'"1 •. i'LD;IF „.._„.,,,,,,,,...„„,„.,„,,.._.„,„,„,,,,,,,,.„,.,... „.,, ,,,...,„,..,, ,, I 'Iii7 - - rli111,1- mei ..°. Fa I 71:.:'er-t4: - . ---1--."J .-............ NOTVarn-igTA,LLANC.ANT 0 IFILF:PRO/4E10N or THIS-FILL a'NY PI;WY rotni6 TO SE IN VIOLATION O. THIS CH.AF-R puRSUAKT TO CHAPTER LAE OF THE TIGARD.raLINICIPAL GODE e I-IAI 1 FIF SLIFIJFC.T'MA CO 449,Ai-ri CF Lip To FOCI',0C ANL SHALL BE REOLI1REL-70 IL.EMEDY ANY DAVACE CA.USEL BY THE YIL/LF-ION VAH!-?EvEDIAT CA 51011 I r,ci 1 ir377:.HUT 2171,213E1-12,11,-Ell-0 THE ra-L01221221I-I: A.REPLACED tI4 I Or Lim..4.4411-1.1LLY RZI•10,1E5 OF CAW:ZED Tilt-ES IsiA(4.-DRIDAmc,t 4v1T1-13ECTON la.",w.loOrrn -"••-"----- - ` -,.,. ..3•113-3,'11'•,;31,3 ---1-,--- I 7:1714777:11,-;% '--------•- ' -1-'11 ..... '•..7.-!,.°71417.41;47r-V4821.15.774441- I- - ' I iI 6 • i ------ • 1 • %.50 6°1:PA''VILA/El IIL-/T0F'ai!..nril-WraTIIGUNI,41"40:VtallIaN04AANULTY REPRESENTIND11-12 ESTIMATED VALJE OF Ara U161.440,R_II_Ly REMOVED OR LIN.G.GED TREE,As DETERFAINE3 us KG•11,A MOS!CJ441.&411 Irri:..NATIONAL SOCIOYOFAROCRICULTJR:i'S G;a.1„1 0.,E1,0NR,P I.:,NuT,A.P,uP Ski,,,, - pE pm rr pEconED. ISUAILII URI ILM/LIISFAC.011Y ILLMLUILM LIMYL BEEN CLAFLETEDI.; "::;;./.....-r..........7'''......,..,..- . ._ 10,11011-19 MX WAWA CO •2221=11 • .• • ' LIII. .g 5. W iXs4.7 A 1 , 200 rdira:17.4-ragra I 1 : : . ; i i --- - 11111111111111 M I -_ • i I . 7.779 PT li-ING-f \ -‘,. \ ...._-_-- 01N.;:O.:TT:FT,:0.:ERT:,,00:, C ri-0 NOTIFY FtiGINEER ANIE7ARECRISTINIOR TO THE STA141 OF WORN INMIDE I rIE DRIPLINE OF ANY Kt b MAV MU.UN II- It T tRILAJI)mihR RA Xi m a---40m 1-Xla 1 1NR IFO.MG. r. T RW:LL GONER!!rA11110111kST ALOEwa III ur ABDIft LEgTC0.)MLS marmt.1111Ler arroon.7221.WAIN*a CO _.... I m:30.7•Vi,r1r.: E4. ; i (71,arrrioN Tr,Rrni ICIF TH1- FIARTAIN(.1(IF THL 6XIMIMA"I l(P-S I HII8 MAI- :,r''''''7:415rt'P:,..,---.-..-'" I 240 h rt,3 OF HARRIS R.10410NAGLE EIGINEER5 Q 203-W2-5422 AND RAY RD CR jr MCC CAP Af6L3 CAP •:g0 ` set 6 MON :.:.1 :pi I [-------7 S3 41 FT 12-'61DH PVC.c..-4.9C04!PIPE . s-01$4a _-- CLA"RP A....ILE R. Bon:li: , ,....] 0 ^ 220 JD6 H`41):IsGGIN:AR60:1:10,0:56.HYDRO E4CAVATIOA AROUND HOO KIGVINGLAT7EPAL5 TO AVOID ROGYS 02:10TACT LANG:Lumen.: 3.33._.3.." ..Plavellert, sarwtial..2 VI'ra....11 aL11‘11: _ maw mum==maw : ''''."44:-'.\\'''-- ........ e ...t.,, '-' •., 2 Ir- -. - 1.,„ ,... _ • 0- . I ,.,„„ ,. : ,„,/, „, , • „...?„....._...._I .:.„,_ ,r;inipanowsrleirs-earffews • IMMO SPA 3707-4n.lti r 1-e..4"-- '-• i . _ r\ - 1C3 FT"I 2-111 \ -- ' , • , 3' K , I c0 A g ...,- WATER QUALITY MANHOLE DETAIL , vi ui FVG(1),53341,APE \ reo"Srbl'11:1`,I ; °ff'?..61" n 'Z.:-.:,.4 1 .' .. 8•-0.1092 I • MR Er:' 04 7.-L.:gr5' I 151.AP g ei B • I \ I/ I a...-,f, -.QT. I V 1 i ; : I \ t ' i . S 1-za p...al 1/---..,47. I E g . ft . i .:2329 . I ;' ' ' i . - : j F; I t3.7, t i i'., . .- i 1 ...0,,...... -'-'. / 0 i •, , -g-0 t -r . Na . r".V. - ill' C.) •0 rt,! --4-NJ• 6 Z RI. i I 4 Z E. I \ 233 B".4i -..,.,6 ;T=15-?..1 Q-'t)4+ no. I I I I -'1 f i 1 .3..-•\,,, ... I --, si- .1).- • t.5 A : -ANL; T'L•4' - I _04 ir V)00 0 I :Li 34"04 2460 2-00 1166 4ID 0;0 ti 614 L.! T_L. _, I I C.) •,. CLASS B.F.--- re 1 E ,I 3- .3 memnimunily '111111.1111 4 mg MIN lem. ,•=11 v e i i- v 8 12 F G• v E N r 1 I I E li I I 0 14002.SCALE STORM LINE C a I R I, RE BE ai 7 Ig r Ili I I I 1 PROFILE r LI s 4 Ilt. •••• .; 145.-02.:l'=.15. 22.1 . • . 2'ar3 1 1 .....n.i„. 1.2 : . 0LA.mS fioiooioia3.F. , ; 4! 1 5 4 ii ': AC i.:• 14401.14RT2.;: 71744 49. I 260 I I 260 14 I.= r.).1501,.. A li VERT_ 1'4' III ,,.C.• na-§ 0.I401mR:.,Z.; ;::440,.. , iI ".3/./3 I-I I(.11-14411,,FI .-t) -44-4, •- DI u.' E ni romp. s--0....366 L k- ,,,. 06''AIA I 6fe DUCTLE IR.0 hi Ppe I CLASS 52 Z I r I. 17 27/FT 12' 0 alma..nall.ta imam Ill PVC 1330c2..40P001P4E,7, 0 40 Nora.SCALE 60 • E 0 1 org:sa-mamaura, 4t/ HDR.7..SCALE i n•P i . ,,,,,i7,7,-,..,,o I E 1-. ' 0 1 : . 0 I 11111611111111111111111 - 1 ao Now.scxu so I I 6=-0_6056 .,..--. 0 C..) - I r 1 • ,.. 0)4 : IL re I : . ... a=0.02T4 • 1 I-.0-I - I I )-------- f • • 1 I T1 I 01 '''' Hi ° C44 E-I g r4 1 , I 0.03 LINE C el SEI1:1 h-Irr_C 12.F4./C I.PE , I I ' I .' . 21J:.1 :1:3 2.- `:-2 2 0,'Cr', " ' I I 11/ 20'1 , • L • .. 'NAT - 11473 63'RCP. _,I)! „ 21c ; 2.0' CMS GET.UM 1 I 31; 1 ; 7!. L . --12-'-!!. 111'11: 0 LI • . 030U711 ilt I ,.. v 1 0 - --,..,3-r3o 0-ab• .11 'II IT 121 .r.,C. I N :254:i 0400 aP et-al 250 s_r0,7 LINE, E w 4-4- _44n ---"" t-1______ _- -.. • I.,1 STORM LINE D ,,,,,,, + f I .." a! .rrar. • k• r il.r.aaa. '1-, 1. •, i N / . A /-------t- ---I- 1---- - 7-- - E I + / .„ :.::, --, . ...,..1 ., I . , •,,,0L.F. . . ,..,.... is:am I t 7., .. • • • I r - 17.11 fi i I( r PROFILE r,,,. , 1 6:?.“_16 D.-, I STORM LINE DI w 7 PROFILE Cc FELL ,1 PROFILE CC 1:1 , ; Jo I IV E r. '•I • , 5 I.'11.• 0.-2T 71 CO-2 C 1 ,a • 13(.1U.44) I _ . 5.84 fit; - LE OUT••219 0) I I I I ,_ I.I',, '•, : i‘4.16 3C LINE A= VA,LA,ICAU STREEE It.t MS 236 W Cd- l'i 0 ii Iiii I . ,... PRCPI LE, . 'IL_GII.ITZ4t14XT j__ m-iLtRal7 .1 1, . 1 I 0-01-114LE 5-_ i 9 12 SU I Il ...I 1 9 @TPA DD Git144.i__t2r 1° C., CWS 1M) 1 IL,•! i a .; : !.,1 -••14,a.; .' ,Pi Li4E43 .+.......LE.IN 45 10 H.-.2•Loi .y• i .I '' 01.____ ___ ___. i. _.0 I jin 3 I__Li_=JLLEDIFIL It SLA_Ea 1.-Se EO I .1;Il 1:I. s0101,L.INHEA.Eil ,c•vigni5 ,- ;"•:-..1 'li -i n n ......._,,,- 1 , ..„,.... : I:: f2122.- -- •=2-- -.=.- .m. -II.I t R1104224.013 • f--, ....4,.-,, -,--.:-17.,-";1,-,-I,-,---1-:_=:t .„4,!..,,,f. n''•••.. 7 u:......cc,s5L134:,,Itoliim.r.r rim '-•,, I - -P 1.•to: .1 - YE 551.r.iii,...,r, .4-- i 01.0 11,F.12-LIP. 1 1 ., , s,Drprz./32 - .1 I .2-43.E5 TU0 LF 42' I 1 , 11320:34 )44:„.4-.54Tria,0 0,6 MI 4R6W.A2 3 ., •••.. I.:if/...IV,..;,.."V!..4'ir'.,.l' ---11 -7 C-:=t---•• 'Li-kl=i:"7-_.7.44,..:.. .,:l• 'f. R"Il. 4"r" .'• i ••'1• i A i !.:., - i n i , 04,1724 r.6.7 1 i • ,I 1 0,1 52 . ' I I ... . - . • '1 i , I ' --- '. .:• 1,r..11E '''I t.. 4-'•-:." --- --- --- ' 7-..'- •-,...• ..: i ifiNtV.‘.7-11.4t11..n=Ft-FF.------ ------- -'------I, '',..- ' I• C(',.., E-.0a1.3.02 1 . 0 ETTLH r::,.-1, 24.41.20 Z•ra.'2.03 ,,▪ .• „, i I I ,r 11117.1 262.4B I I...., LAT.1.2' .03.41 0.10 . erRA-E-P.23.211 .. I I 1 I a-,.; ' •. . ; i'.7.1 • I II a4 Int.r, -0 n.cm; I i , I #....1,i 'Se I .1 21;1.4 27C-I5t.i. C's215 ISL. LAT=120• .. SIII.4 co ft..% LX".,`2; 1 R1101.752.4.2. nue z..4:ZGO / ., ., 3 .-.2 • :-/ 0 41....-4P.C''' ., ...3.- ," 40 - . i----- ' F.74 Ca Ea.2 4;r."4 ' I,i•; 1 i .a I r 11; . . . , .. Li -j I'.., ..h 000.,,C;-_,.. .11 I .I1 ,a, ,GRATE.21..-a, . DJ NUM* I I I • i 1,71.21.62,‘ 1 1 1, II- II Cr) • CiRATF-Kerc--11.7.P.t; I I•PI -7,21 - r. 2117/9 STORM LINE DI (PUBLIC) STORM LINE E (PUBLIC) _ 9 I , STORM LINE C (PRIVATE) ,„,,. ,,.„,,,,,.,,,„, 0, PLAN VIEW 1,3 liCA ..MT 81/ STORM LINE D (PUBLIC) PLAN VIEW PLAN VIEW PLAN VIEW AS 51-ICON ri __ __ 15 v0E-ST44-1 I., WEIGELA TERRA CE STORM DRAINAGE REPORT I OWNER GERTZ CONSTRUCTION, INC. 19200 SW 46th Avenue Tualatin, Oregon 97062 I � ENGINEER/SURVEYOR Harris-McMonagle Associates Inc. 12555 SW Hall Boulevard Tigard, Oregon 97223 503-639-3453 +41 .20 # r OREGON *"1, J"I z Ve July 22, 2004 1 I I WEIGELA TERRACE STORM DRAINAGE REPORT 1 PURPOSE I The purpose of this report is to provide design information to accompany the storm drainage plans that are a part of the Weigela Terrace Improvement Plans that have been submitted to the City of Tigard for approval. For detailed plans refer to the Improvement Plans. ILOCATION I The 2.04 acre subdivision site is in the northwest quadrant of the intersection of SW Landau Street and SW 74th Avenue, City of Tigard,Washington County, Oregon. The street address is 7421 SW Landau Street. The site is comprised of Tax Lots 700 and 800, Map 1S125DC. A vicinity map is shown on the 1 Title Sheet of the Improvement Plans. EXISTING CONDITIONS I Topography-The site slopes downhill from Landau Street northeast at approximately 6 to 20 percent. I Ground cover over the majority of the site is woodland with light underbrush and open grassy areas. There is one dwelling and two outbuildings. I Drainage—Approximately 1.20 acres of the property immediately to the west drains to the site. The site drains to a natural drainage course north of the property. IPROPOSED DEVELOPMENT The proposal is to subdivide the site into 10 single family lots. This will entail the construction of streets, I sewers and all utilities to create a full service subdivision. This will entail the construction of subdivision improvements, streets, sanitary and storm sewers, waterworks, electrical utilities and such appurtenant facilities as required for a full service subdivision. Please refer to the Improvement Plans that are bound Iseparately. HYDROLOGIC ANALYSIS HydroCad, computer software for stormwater modeling, was used to compute the drainage hydrographs for the site and peak flow rates for the 25-year storm event. This was done using the Santa Barbara IUrban Hydrograph(SBUH)method with Type I A rainfall distribution and a 24-hour rainfall amounts as follows. 2 year event 2.50 inches I10 year event 3.45 inches 25 year event 3.90 inches I100 year event 4.50 inches I Soils -The SCS Soil Survey of Washington County(map 44)indicates the site is comprised of soil type 19C which is Helvetia silt loam and is in hydrologic group"C". I SCS Curve Numbers - Runoff curve numbers are from the King County Surface Water Design Manual (1993),Table 3.5.2B. A copy of this table is enclosed. (Page 4) I Weigela Terrace Page 2 111 Storm Drainage Report Curve number calculations are shown on the subcatchment summary and hydrograph sheets. Time of Concentration-The times of concentration for each subcatchment are shown on the I hydrograph summary sheets. UNDEVELOPED SITE STORM FLOWS I The undeveloped site storm flows for the detention calculations are from the 2.04 acre site, the 1.20 acres to the west and 0.27 acres in SW 74i6 Avenue for a total of 3.51 acres. 1 SCS curve numbers- Curve number calculations are shown on the undeveloped site summary and hydrograph sheet,page 5. 111 Hydrographs -The 25-year year storm hydrograph and summary of the input data for the undeveloped site is shown on page 5. A summary of the peak flows from the undeveloped site follows: I 2 year event 0.52 cfs I 10 year event 1.02 cfs 25 year event 1.27 cfs I 100 year event 1.62 cfs HYDRAULIC COMPUTATIONS Page 19 is the storm Drainage Catchment Map. All of the storm runoff from the developed site, except the runoff from a small portion of Landau Street(subcatchment"F")and the offsite(east)portion of SW 741 Avenue(subcatchment"G")will be routed through the onsite detention facility and a water quality vault. A routing diagram is shown on page 6. Detention -The goal of stormwater detention facility is to limit peak storm flows from the developed site to approximately those from the undeveloped site. The detention facility will limit storm flows from the developed site to that of the undeveloped site for the 2, 10 and 25-year storm events. 5 3 5 -34 C•F Detention will be provided by 180 feet of 60-inch diameter pipe in Red Cedar Way. I Subcatchment hydrographs and summaries for the 25-year storm events are shown on pages 7-13. A summary of the peak runoff rates from each subcatchment for the 2, 10, 25 and 100-year storms is shown on page 14. Detention facility hydrographs and summaries for the 25-year event are shown on page 15. I 1 Weigela Terrace Page 3 Storm Drainage Report Summaries of the inflows, and outflows, for the 2, 10,25 and 100-year storm hydrographs, of the proposed detention facilities are shown on the Detention Summary Sheet, page 16, which includes a comparison of the peak outflows from the developed site and the undeveloped site. Collection System-The runoff generated by the 25-year storm was used as the design flow for the Icollection system. The system layout is shown on the Routing Diagram, page 6. For detailed plans and profiles refer to the Improvement Plans. The peak flow rates for each reach are used for the design flows. The pertinent design data for the system are shown on the Storm Sewer Design Summary,page 17. The Manning formula is used for pipe sizing. When the Q/Qf ratio is less than 1,the pipe is not flowing full during the 25 year storm event. WATER QUALITY As shown on the Improvement Plans, stormwater water quality will be accomplished using a stormwater filtration system manufactured by Stormwater Management, Inc. The water quality flow calculations are shown on page 18. CONCLUSION The stormwater detention and water quality facilities shown on the Improvement Plans are adequate to comply with the City's requirements. I I I I I I I I I Stormwater Detention Facility Summary WEIGELA TERRACE Detention Facility Flow Control Data Type Invert Elev.(ft) Diameter(inch) Orifice/Welr Coef 7/22/04 Detention Orifice(#t 214.29 3.50 0.60 Detention Orifice(#2, 216.93 3.50 0.60 Detention Orifice(#3 219.85 12.60 horlz 0.60 , '....') 1 A . ..._..., \ , U i Detention Stage/Storage 4,500 4.000 --- ..., 3,500 , INFLOW TO DETENTION $ Detention-Stage/Discharge/Storage Data ''' 3,coo - RUNOFF FROM 51J13. (l' te Provide data at each change point in the staaeldiecharge or stage/at:v.5M) CA7C1416ENTS A•E Pond Water 1 Data Stage Discharge 51orage = 2.500 1 [3 Surface Elev Number Relative Eley Volume a 2,000 Peak 02= 1.62* (teat) (feel Ids) (cubic...feet) CA le ; . ,,,r- - Peak 010= 1.68 cis 214.29 1 0.00 0.00 0 1,500 • 'teak Q25= 2.01 de 215.13 3 0.84 0.27 295 crl 1:000 k Pea 0100= 2.45 cfe 215.97 4 1,68 0.40 957 216.77 5 2.46 0.49 1,721 500 217,61 5 3,32 0.81 2,536 0 . . ' . 218,45 7 4.16 1,02 3,286 0.00 1.00 2.00 3.00 4.00 5;00 6.00 7.00 219.29 a I 5 00 1 10 3,643- - .....-. 220.29 9' 1 8.00 388 3,958 Stage,feet • • $ Water raph o Results: Hydrog ut Dentention Stage/Discharge surface ftqat factIrtv. 216.93 ft. 0.51 cfs 5.00 Pes$c016= 218.37 ft. 1.00 cfs Peak 025= 219.73 ft. 1.26 cfs ...,.$4 4.00 - u - -----i Peak Di CO t" 220.06 ft. 2.33 cfs ow-3.00 Comoreii: r 2.00 - - --- , !Comparison with 1 a 1.00 --- - lP .veopeconIuon I 0.00 1 Peak C32= 0.52 cfs 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 ii;Sik a 1 a= 1.02-cia- 1Peak 025=j 1.27 cfs 1 Stage,feet !Peak 0100 i.fr2 cts I Is as 1 1 al . MOW 1111111 illIl IIIIIII MO 11,111 III MIN 11.11 SIM MO 111111 Ili' Wig. MIMI 111111 111111 '11/1111 ail ,_ I JACKSON WOODS SUBDIVISION LEGEND '°' i'� /� °41 B 17Cr , IXlS77NQ PROPOSED f'r 4. s ` e; i�. I�R+ � I forJACKSON WOODS, L.L.C. .4 WATER AIFTe7l `LEytq-�[s , ./ 4- UaiT POLE U s i u rI_t MA+HRE a `# -u a --:, '� '"�' S*Tit. " 1,,1.GA.I:tJJ OREGON \ -f CliTq'!BASIN ■ 10..4.,t` .a a s tr „y { ' CLEAHOIIT O ,yp, _ !n1 d_ +la 2'•3; ty' SEPTEMBER 1 d, 2004 1 W, .� , .- Y11 s--- STORM SERER -i .. 1„ ,V.--, } ,.M . - iVAS1EWA 7E? � � - P [3F^+. �•., II 0 FOUND SURVEY NON MENr3 x 4 a I , SUBJECT PROPERTY ABBREVIATIONS x,:. FUTURE PROPERTY CGRNEI;3 .Lhy d,� I:.,4' .f •. TAR MAP: AC ASPHALT CONCRETE SLRELI MONUMENTS ■ " r F j TIS-Riw--s26-34 ASILI ASSOCIATION CF STANDARDS - I ; e. .TAX LOT: 4201 CB 9c IESILHG MATERIALS SURVEY CONTROL POINT I PRE-SUBCFVl510N nu nruri LIA1tK QTBO D11 83 7501 SW LANDAU SF. CONN CON TCHBASIN -F POWER POLE(PP) VICINITY MAP TIGARD, OR 97223 CONST CONSTRUCT COOPO COORDINATE xi WATER VALVE NUT 10 SCALE OiNEIC COTG CLEAN OUT TO GRADE I JACK LYON 0/yy ORIVEYlAY ,1ACKSCN WOODS.L.LC. t east CABLE Ia>�R SHEET INDEX 7401 SW LANDAU ST. COT 6DC6 OS PAVEMENT EON POET P.O. BOX 111B3 FNIST EXIS11NG TIGARD, OR 87223 FT FEET PLANTING ADIiON3 E INVERT ELE 11ON EVERGf41N TREE W/D1AML7ER AND CANOPY Cl COVERSHEET ST 03-7 IRRIG. IRRlGAT10N _ IMPORTANT AREAS LT LIE AR hEL I GA UE4�0005 iNtt w/OIANE ILK ANU S:ANOPi C2 GRAD1Nv AND EROSION CONTROL PLAN ORIGINAL STTE AREA i*S091O SF NN MANHOIF LOT LRE ADJUST Tp.rN NM 9F no ROOF 'RAI4 ovoa• ROCK OUTLttD LANOSGA?E AREA fn9 RFrDCEDAR WA1YP1 AN AND PROFILE LOT LIFE All FROM CW 1300 SF RT RIGHT 0 ASPHALT , NEW GNO55 LOT AREA R7710 SF R.O.W. RIGHT CF WAY A. I LOT 1 - 19855 SF Ss MF1 SANITARY MANHOLE f CONCRETE WI 2- 4373 SF g 1T ^_ C4 ROW CURVE PLAN AND PROFILE LOT 3- 13153 9."F sic) STANDARD GRAVEL 0 LOT 4-8353 SF Si) STORM DRAIN BUILDING LINE G5 STORM DRAIN PLAN AND PROFILE N LOT5- 5103 SF s/W SIDEWALK (� LOT 0-8lC.. SF -S SANITARY 3E15RDL ..-.,....•- - SECOND STORY SLNLgNG pL1NNE STREET RIORT OF WAY- B7A3 W WATER Co STORM,DRAINAE DETAILS — CREEK SETBACK - 14214 ---`It" — WOOD FENCE I SIUR�r> AI�c .%-- - CHAIN LINK FENCE C7 SANITARY SEWER PLAN AND PROFILE • 1) ELEVATIONS ARE BASED 0$d-Y _X...-...: _ WATER �' OF TIOARO Non:N0, 239, �' WATER LINE TONE MARKS O ELEVATION 265.131'. A BRASS DISC M •••rnr---3IS— O4ER7,'s o SERVICE L;NES G8 WATER PLAN&PROFILE V}O 0 MONUMENT BOX AT THE ' IN It1CitU IKA OF SW LANDAU _-...._. SANITARY SEWER LINE [] SIR4T AND sW 7STH AVENUE, -- V PROPERTY I.INF --�--� CJ STREET SI'GNAT E&L►GNTJNG Q INSCP.EE13"1/4 25/15 T I S R 1 W, ADJOINING PROPERTY UI1E 0 a LIB e- S. CONTOUR CIO DETAILS 0. 1'CONTOUR 221_ {TUALATlN VALLEY WATER �Q t7 ! I • 1 Guz1zF'i i C11 DETAILS(CITY OF 77GARD) (11 ¢F — L 1--- - ..... - _ 44 e --FF—�— C1?_I]FTA - tCLEANWATER sEl? j 0 _— fl I!S VICES U - - ...._. . y�X—X.�n-_x f•.___7 0 0 0r.. �7.-.^ 1 � ..J7 . 7 tr— t NBflTD'VA,_19.05' C1s STREET EXTENSION PROFILE _ S(IJ}ydyly'rDYq 10OYJ 1 1 _ -I. 1 1 gVJ'J• iF4-vJ' 4 A 1i1 I 1 tl:llno rs 28 19i JL7 \ I ; I EXISTING HOUSE ZONE BOUNLM `\ G14 TREE PLANTING AND PI�DTECTItNI!PLAN • i l — TAX LOT 4201 rr 1 r TO REMAIN ,I.T 1 1 h -z,.,i--• '-----• (9UE3DMAE0) j 1_-c�J. 1 LQ. — ..—Ti R ACifAdEN^S r-�{ \ I / Si 1!R(,FTATF CORRlEAORPLANTING PLAN L�� I r L ,1`,\,`, I I ' —_ '---7:1.'6 ASH CREE ��i.� $• r rr .� ,, ASH CREEL( R '. ,� I~�+` LOT 5 , i LOT 4 { LOT 3 I ( I R2 TRFF PRCTFCTtON PLAN �; ,, !- gL 7 ! L�, L. E, ., a (r a- 4.'15 W iL7.,r�A FERRIC*STRcE7 PLAnr r retry BUILDING FOOTPRINT I L ,�' _ - �; 11 „ti�•'•, .�� SET-BACK Bd1N0ARITE. rti ' i \\ \1 • IYPICAd., i � / 1 ��'- '' 5,2H 5 M(EICELA TERRACE STREET PROFILE(REF ONLY) 1 fTAX or . , -.__ I CI,iNO HOUSE x ._ + ¢ ILL;� H / I ,' I -\ - - -� /STTR�EET MDNULIENT i I eE flSMO 73 Ity - L . / 1 I t1:.yK 7372a"' ,F Ml �,'1 J f L �L'ET MONUM I 1 +�,Ll7f' l T _ j -_ _ f.EIETA . r:x . 19 5E +�' =�HI5 H'RDJF$T� "I ------ - - r �Q6 s. amass' �" \t .., F..4,( EASEMENT IN 'd Zd1 { DC �^u ___ I LOT E i 3 �1 r H1��J � FAVOR 9F LOT �_ ...:s --.“::1 ^t f 11 W i ay-1 H36 ti'lF'W.YA _`__�......-.ram h __��_—.^ram ' n r `i )Z3 5 :'.a'S,h .,J. • a �Si_ 5 �' -ASPS >< fA ��R!���i - Ar.y ., I [II aIr BDRL S,n 1Fr.CY) i + y"43y"f�' ` ?�:-. ', ^R` ,tf" .y�� {. ,�` '+ ,' ' , �� - Fr4SEMENT HATCH LEGEND '--�--- f xyi3rs r 5y�- a.. F= ¢:i`�i 1 i.�s ! 1►+}�� R�\��tl .L. i l., .J ; — �- �•/ ."l'--" r,,7'1 4 1 i ' '4 / -1 I 1.J .DRAT M1DE PUBLIC STORM EASEMENTOE STORM SEY�FR • rTAX I ( L R, } '•r , NAG'E EASEMENT ,•': S Il i,g LOT I �• yl 4 I;L I 1 1 I' I ,i f y}1 ( I I' ~ t- L RECIPROCAL ACCESSEASE NT ��// I • Y SDL) I RI., i i i" .'1 Ilrt Slir �i /K ,I� itI S� 1 ti Ii I '1I■ i I I •v �� I I r i 1PEI5 l �I Ii ., 4� �1( �f{d �.j`,, T�t>(1�aI'�QO 1 LOT 2 ACCESS EASEMENT IaM*s* !! I I % PE ' ' ! '. I t . Lr.,, '6 c i F 4,1`sA\,,, 1 4l�ia 0a {I �\, o TAX • y l I r , I t• ..' 1\ 1 rl: ,' \ 01' 4\%,,}n 1 ,•�\,, I LACSCONS R=STREET C7 I I ` �NSTRUCTLCN COVERED BY ht 7aD { i I r i o 1 I iI n 111 �ttA WOODS SUBDIVISION THESE PLANS o /' 1 , ' i I 1 D ajr 1(1� ;1 11 1. ` FUTURE STREET DE • O E ; ' } �- ' `I CONSTRUCPERR IIRCfIII ! , ;•'E,,,N��„ , ! `• r/ .[: 1 r ' ffi�r, _T, iiili•l ,1 i;' ., w t61 o Cout CT0- �,� C 1 z SHT 1 of 13 -- -• _... -^� .NEW STREET, ." • - - „„r„... !r - -- ... .:\.\\ tliiii CRAM AT _ -n tl •- - - / tri ta. STORM ' ! w t1y, tCk Tro. -�. CSN7FRLIAE nc 235 . �. , • • :1_N ca NT v' �1} ;ry • '�..J .• (Y ICSGIIC, riI_N(f.TF`C- . : - •- _ • . - \ Pate - ,oa c�,I 0.$ SFScm1'� �j - - ' 1.ALL WORK MC YA1CtaA1S SIfALLC R<)T110 T!� - -a Q. gillH .. 9P6FICAT MS �: GRAQE - 'a $ ` - - - OW OF 116ARQ STANDARDS.AND PUBLIC • • �' ._�'�.`1: 1�� - {. _ �.;'dIM1n �p�s 'i491 . - WORM COIIF. _ ��. 6Q Cni'tN rpSO� ill.-ld• n �Sr33tN .. T� .fRUC1E0 23i? : a 2JV 2.STORM SERER CATCH Bawds MOLL BE CONS _ PER TIE CMS AND Cf7Ys STANDARDS AND z. • 5PECFICATIONS. as d scFtN / • a MEP HOLES SHALL(£PROVIDED THROUGH THE CURB I �,71..L1 ,- _ o�•l#E' - e c5s - - + - _ - 225 FOR LOTS S THRU 6 AS SHOWN ON 11E STANDARD-CURB L4 - • :`..3 a • DETAAL.LOT 2 SHALL DRAIN TO SC HAIR. • i �� N*.E • _ A.STORM LATERALS SHALL BE PVC 0-3034 AND MITE ` IN COLOR UNLESS OTHERWISE SPECIFIED.220 . .22a - = - 1i-M,pi - _ - _. • : . - a.THE CONTRACTOR SHALL Notipy ALL UTILITY COMPANIES FOR FIELD LOCATIONS IN COMPI IANCF fIRN L -Q ` ENT DREG REV151 D STATUES - . - RTA-'EEE = i - s : : • . . R A PRE-CONSTRUCTION MEETING IS RERWREIIC CALL 216 : . : . _ _Tct c �` 215 c EFL IHC M .TIE AND PLACE.aeHOI T(1 .�` . :210• • . . , . . : . / � _ 21 4?lfa CONSTRUCT • .. _ tl _ _ . '205 , QIIP - 23LF.,Q'.MOO. - - - H - - 205 • rE en - 5 0.W43 : 2'�1�i . - �1'S�,•c+ cLAss'B ti/uDCFiLL 'CaLMON,TR.{- N7- • Z • 200 __ aosER _ .._ ... -200 us V . 141 OD SEC OU7FAti : 5_1 - _ - -,ld.CCRY J CI Z 195 _ • - A : _ 195 •Dn. w . 4+00 3{, Q STORM PROFILE 2+00 1+00 ; 0+00 HORIZONTAL SCALE: 1"-20' _ - 'V}O•0 VERTICAL Off' .. .._- / I ! =_nrJr•.�Y JetEr t.� f - - 1 !- r f r r r/�l L0� f r . ._7 7 .1` T� J gTaR SF L fTr( N 0 i 's �flkN �.. 7/ -a7 1l-17-I'•�%7.. -v r ell -i -il- r*- i / I ..� THrM Y FYI l I' -- / / / / ! ,� / /��_ri$0012'12"0i, 0.7 Z V .,{ �: 1. A i7�-b { � 1^ 7 �� f ❑f }�/ f_ G 7 /L r L Hr11T /� 18 "f-,1^. ��- ., L. /I,- J I1 .. 'I IItiI I' r r� 4 Sd 17'2!`�'. 32 3C +'3 N. r (C;I-rl_ I.-i 1'1' 1R 3 ,5 •,)t. - - a 3 HI } `,, , in Q ° ( �Lufi- ,ram ilxLr t 1 / ( � r E-� a )Hay--a 1 I r "t' • Y,S'�1.5G`N! B�J�• 'sN T�-IEI' _ �• �^e, y ';yA�.cj' , C� Y/ 'rkR`AS Fti�1 q_ ,e. i r , l ` r; _Bfi REF -3 I �p�:, (�1JiN8 ',p[5G"L4, DU'� 119",/ I \' 8. '1'' s. 41 `+ +� / I +�I fW I j �!I t -? Cf /1 4 ! r V r a z 1 pC .6 2 1 / 7.0 ♦ ' Y - _ t !` + I i ! f ( f 1+ i ' T 4 • 0, 'G \ !' \ Vl ' [ '3rSt�i9:(?Jrl l)CP...g M• C. 5'i.(F�I.t )'1 ` \ 1. 11• �I} ' '� 1 1•'_ A Y2 t 1 ! • . PII r r GAD / & } f !`.E♦ I. \ 4 lII (i?1{I��2 9 `.1 fk+i(�' 1 1 ♦ --1 '1 2.� 'x� abb..' Nt,.., c.4SF. PYQLC M 1 1 r ` ♦ } 1 f 1 1 1 f Ill TcLt::.t�.� �'_ ��_IR._� \ .1 \ t� 1 t \ jyii, •nHor +� \ i '� t _1 I \ r ` f f t �• }1 \, y Tr:J'.�.: p '� ,` ty •L• :.�. 4r'.t�.. tt 1�- F I }l j' 1� i ♦ t ' ' ,. .v ! , ----.. i ----... , N. \ \ ‘ \ \ \ \ -1 11, . 1 r 1 ,.\‘. \ ‘ I i . �.. '`'•� \'I tI ,'� }. \- t ` 1�. , :;.g,T'.G-j 1 r"' - '-- ( /"itu_ 1 I f -1- �� £I'$' n 1 ,,` --.4,C* yN.`I I \ r l r ..\ r - (-�� ,ram ��t .( r f :A- c c a f , I i �t '� ' 1 + !, �' (`'7 t �'�I �f)� rwPR9>awt,T:. \IIN,I I i _ ;, K' • Ir I' ? � ! hC rUMEN ;3U. 2[;C3 :'1! 7 1 , n I j 4 1 1 ty I LOGA�ON OF o� a[ O r F y J_ ( t 1 ' i T4 1 1 I \- �. -�.1"(Y i` ,1: 1 I SANITARY SERER - 6d"r ! I. ui�� LI„ • \ \ \ ;S 1 iS'L jA. (.I 5tl l •1 {{ t I 1 �� �( 1 fOTIbN f ! !� �, , r 1 t �,, �1'. ` j I \ ! _ 1 r,�1 Jr. /H!r!: tI + ,.;..,., ;.Fg9t L4r 1 � ` .`•. .�y ` � •i r r _W • y '� 'y , , j J f tors t r k- ".x. -•c `, FR,m7Da1ON I ':p.... I,,BR'GtyL l` I , ! _ ,;c' r'.0 , - \ .., 1 11 tor 4'1. t 1 / itti_c / +/ 5' �::y.._ +• 1 ./ s 'G �r� :'sro =. lC > .-j'- i I ▪ ,x -•a- ti i 4Dnml \ ey- , °' �dJA41 f.'• ;.•,�=~ f �,, ,f L1 G .�Z.} , ,. 1 \ t 1 k1i +2Y.4B,RTf18.Q' ,/ ,rL �- rs }t );s..?: •�. �C.�. , t 4 , ! T0+7'E r0 .P. m a . I \ . ! LOT ' LI `` lTCH B1�ry�N3f / 6} { t v> e PD1.4 �s1i1'i.1L9� 3FW oi; i •; ! I �, 22�P.8T , =96`" •�` l ".f" �l _ 1 I_ ! ,';N. . S-� L+ - ,. GC/,-fy'I<.A u` I: ,�. $a . 1\ 1 I 'Y``Jr' / /_ / SC' y,���I�-,��1 ---‘‘i‘'' l } ) -ll3 . / Ii r `''i. t'FSti�' ' "j( r j t •l 741 . ts. n Z�+7.a �� 7� /`.''';;: f_ P��f i p� � • .: .J / ; 1'i ' 3_ a j ! 1 1 't" } { r _ T 1_��r. R ► a UE, g `x G.- - ti �A . r8 f t e r tyT e`�. ka-T 'A' 1 *`","" rVL : `'I' £ ,y S d (SASSCP-14 �. 1, ! ! ry, e • rT 3 ` 2s Ili. s i,F� / a�r`�+ r4 ,•Lp{ . . /' OU7FA4J � L'ATEM PCS r'�9 s 3 '4 + I � gir M 'zy A1�1P�01 �7,P -�. .,/ t PXC '•,` f j-_ r E17. .,'` - ''y '1 / - DETAIL Trr' - I litik�#!If�fif1�111� '' �/� 1. 'I f r,i Lr�N LT i 1:.3 • n w-.,. _'-� , ^ ,, t .2 - L. 'LOT 6 II ± k � - •� � �.. c`7i_: F if /�� / ► 7, 1' {i 12 �.vta_ - t 1�tl. 1 M 1'�, A'. S, _ _ _ _z f_ .. i:" 't 'I• -1 f ,•- ...Ai '�,. STORM` _I CP- _ly: _ IIf �"T yl�eft�.�,;i��S�C�ir � � ��a`��'� t�� �..i�'�r ".. . _+:,•'=n--�--` n•v�- � � �: ,���� 'v- II: ` � e¢i eAq. r r �' i , r " s/, � ,o +� EMINENT o ' • -r 11 T,��19] Ti .mJ �(f ifs♦ ! ��`' 1 i CP 96 g1:G t+,t'y& a 0 = O .� -il lili - T r s i TII 1`- fX.r,'H,N 1 E nil r IN-\ y (i` `! ' .11tc 1 I` 1 T `, rr tjf r / i / / /. = -'"--/�s c11 e�r�• j w(N)HEw u cz_7 s ( ♦' �� =/ r 1 1"4t� ]L♦,2' ( rgSC Cl ss 1t1' /, r i / f i P i / J: i J ! w d w ,c 3 '! II(#1i.3;SliO• '24'r4. 1. .. J i I ! f FIF59.31.I HERO f r /-'f / -"- DRAIN z*CgOp 75.00.RLS.'3��'� STDi{Id •00.RT.0.D' m = 0 a Cr r. 4 - \\\ l �- ` Ot85.00,RL5.5 SO OVERFLOW MANAGE STORM CONSTRUCTION d a U 41 Ot LI M I y I I ; ' j R i.*5 ` t 26C 416E �E SD PRE OUTFN.L CENTERLME CE1'11ERIJNE , „ 4+00.00,RT.0.0' FI .•OPLRTY 23C-Of@C i + L II ' CAT BARN L 5 2+57.06.RT:5.5 N 5G3Q.30 c5 END STORM CERTFRI INF i I. CC4 NFR 3+42.0,LL BCC CNS2 50 SD 1812 E 5326.01 N 5180.78 1 -. CATCH BASH 2 re t• r ,; y c:1 E 5321.85 RN=229.87 r - 1 BO: /1 4/Alq H`f UH T,) STORM PLAN in.2),Ct19]db4 1 N[&t17DNT� SCAMSCAMt"-'XT Y.i.,o...-.I1�1..... SHT 5 OF 13 11 12/01/2004 18:02 5419420'00 HEMENWAY REALTPRS PAGE 02/17 I . . if►dl t�t i G7 Ir tv Sbn i7 f2 /4// 4 I I r0y � 16170 „0400. RE GONE RAV d'fA "5 .., i4PR/L' 2d�# i elAi� f » �S r 2cacg9 C✓2///2©e,419 ST ,M 5f4570.4,7174 / . , 4124645 , JUG e/Ne vicRU vriac, • /? ) I 12/01/2004 18:02 54194207a0 HEMENWAY REALMRS PAGE 06/17 11 • 40 aO1_rePgst2.txt I ENTER (d:) [path)filcr:ante[.Fxt) FOR STORAGE OF COMPUTED R c:\IOp,e HYD OGP.APY.. SPECIFY: C - CONTINUE, N - NENSTORM, P - PRINT, S - STOP irtd:5 STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIPtINCHEo3) 25,24,3.9 ******************* S.C.S. TYPE-1", DZSTRIBUT:QN *****************,rat "****aa* 25-YEAR 24-HOUR STORM 3.90" TOTAL P. *****w*** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I .59,70,0,98,20 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A A 8N .6 .6 700..0 .0 9e.0 20.0 11 PEAK Q(CFS) T-PLA)i(HRS} VOL(CU FT) .11 7.83 2696 ENTER (d:: (path)filename(.ext) FOR STORAGE OF COMPUTED HYDROGRHPH: 25pre SPECIFY: C - CONTINUE, N - NENSTORM, P - PRINT, 5 - STOP STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIEUTIO5T ENTER: PREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,2.5 +***t+*****+***.***• S.C.S. TYPE-lA DI$TRIBuTION *w+"+**************** ********* 2-YEAR 24-HOUR STORM "" 2.50" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 -I8,70,.41,98,20 11 DATA PRINT-OUT: 11 AREA(AGAc.S) ebRvIous IMPERVIOUS TC(MINUTBS) A CN A CN .6 .2 70.0 .4 98.0 20.0 PEAK-0(CFS) T-PEAK(HRS) VOL(CD-PT) .21 7.83 3684 ENTER (d:) [peth}filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPR: c:\2post FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y Page 2 I 12/01/2004 18:02 54194201a0 HEMENWAY REALTnRS PAGE 07/17 I II4001PrePCst2.txt SPECIFY: C - CONTINUE, N - N'EWSTORM, P - PRINT, S - STOP li n STORM OPTIONS: L. 1 - S.C.S. TYPE-lA 11 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 IS.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREO(YEAR), DORATION(IOUR), PRECIP(INCHES) 10,24,3.45 I *********♦********** S.C.S. TYPE-IA 'OI,STRIBUTXON ******************** ********* 10-YEAR 24-HOUR STORM **** 3.45" TOTAL PRECIP. ********* 11 ENTER: A(PERV), CN(PERV), A(I4PERV), CN(IMPERV), TC FOR BASIN NO. 1 18,70,.41,98,20 DATA PRINT-OUT: II AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINOTES) A CN A CN .6 .2 70.0 .4 98.0 20.0 PEAK-Q(CFS) T-PEAPC(HRS) VOL(CU-FT) 11 .31 7.03 5407 ENTER fd:l (pathlfilename(.ext) E0R STORAGE OF COMPUTED HYDROGRAPH: c:\10poat II SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: Ii - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILL" I SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREO(YEAR), OURATION(HOUR), PRECIP(INCME'S) 25,24,3.9 ****************** S.O.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **•" 3.90" TOTAL PRECIP. ********* IIENTER: A(PERV):, CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .18,70, .41,98,20 11 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TO(MINUTES) A CN A ON .6 .2 70.0 .4 98.0 20.0 1r PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-PT) .36 7.93 6259 ENTER id:) (path)filoname(.ext3 FOR STORAGE OF COMPUTED AYDROGRAPR: II c:\25p0st SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S I PaSe 3 I 12/01/2004 18:02 54194201110 HEMENWAY REALT^RS PAGE 08/17 .. o4/ I tank2.txt / A KING COUNTY DEPARTMENT OF PURyIC WORKS11 Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21E 1 - INFO ON THIS PROGRAM 2 - MODIFIED 11 3 - SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADMIT 7 - BASEFLOW 8 - PZOTHYD 9 - DATA 10 - PQFAC 11 - RETURN TO DOS ENTER OPTION: 10 R/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: 1 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 2 ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft) 5,4.85 ENTER (d:] [path)fileiname(.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: 1Opost PRIMARY DESIGN INFLOW PEAK = .31 CFS ENTER PRIMARY DESIGN RELEASE RATE(cfs): .07 ENTER NUMBER OF INFLOW HYDROGRAPHS TO NE TESTED FOR PERFORMANCE (5 MAXIMUM): 2 ENTER (d:j [path]filename[.ext] OF HYDROGRAPR 1: 2past ENTER TARGET RELEASE RATE(Crs): -02 ENTER (d:] (path]fi1enameI.extj OF HYDROGRAPH 2: 25post ENTER TARGET RELEASE RAT3(Cfs) : .11 ENTER: NUMBER OF ORIFICES, RISER-HEAD(2t), RISER-DIAMETER(ir.) 2 4.85,12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .10 FT All SPECIFY ITERATION DISPLAY Y - YES, N - NO Y SPECIFY: R - REVIEW/REVISE. INPUT, C - CONTINUE 111 r Page 1 1 12/01/2004 18:02 54194201 0 HEMENWAY REAET^"S PAGE 09/17 I . I tank2.txt IISUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: TANK II2) TANK CIAmETER(Zt), STORAGE DEPTH(ft): 5.00, 4.85 3) VERTICAL PERMEABILITY(mi:S/in) : .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: 10post 5) PRIMARY RELEASE RATE(Cfs): .07 I 6) NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: 2post TARGET RELEASE(CfS): .02 TEST HYD 2 FILENAME: 25pest TARGET, RELEASE(Cfs) : .11 I 7) NBMBER-OF-ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 4.05, 12 8) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 2778 CU-FT II BOTTOM ORIFICE: ENTER Q-MAX(Cfs) .045 DTA.- .07 INCHES TOP ORIFICE: ENTER REIGHT(ft) 4.25 11 DTA.- 1.09 INCHE$ ITERATION COMPUTATION BEGINS... TRIAL TANK-LENGTH STOR-AVAIL STOR-4SED pK-STAGE PK-OUTFLOW I 1 142.7 2778 2608 4.30 .0505 2 138.4 2693 2541 4.33 3 134.5 2617 2489 4.38 .05 4 131._2 2553 2442 4.43 .06 5 128.3 2497 2399 4.47 .06 11 6 125.8 2448 2361 4.50 .06 7 123.6 2404 2325 4.53 06 8 121.5 2365 2292 4.55 .06 9 119.7 2328 2266 4.59 .06 11 10 118.0 2297 2243 4.62 06 .06 11 116.7 2270 2223, 4.65 12 115.5 2247 2205 4.67 .06 13 114.4 2226 2189 4.69 .06 14 113.1 2208 2175 4.71 .07 I 15 112.E 2191 2162 4.72 .07 .07 16 111.9 2177 2151 4.74 17 111.2 2164 2141 4.75 .07 18 110.6 2152 2131 4.76 .07 19 110.1 2142 2123 4.77 .07 11 20 109.E 2132 2115 4.77 .07 .07 21 109.1 2124 2100 4.78 22 108.7 2116 2102 4.79 .07 23 108.4 2109 2096 4,79 .07 24 108.0 2102 2091 4.80 .07 11 25 107.7 2097 2086 4.80 .07 .07 26 107.5 2091 2081 4.80 27 107.2 2086 2077 4.81 .07 28 107.0 2081 2073 4.81 .07 I 29 106.7 2077 2069 4.81 .07 .07 30 106.5 2073 2066 4.02 31 106.4 207C 2063, 4.82 .07 32 106.2 2056 2060 4.82 .07 33 106.0 2063 2057 4.82 .07 II 34 105.9 2060 2055 4.82 07 .07 35 105.7 2057 2052 4,83 36 105.6 2055 2050 4.83 .07 37 105.5 2052 2043 4.83 .07 38 105.4 2050 2046 4.83 .07 I 39 105.3 2048 2044 4.83 .07 Page 2 II 12/01/2004 18:02 54194201010 HEMENWAY REALMAS PAGE 10/17 11 I 40 105.2 2046 2043 ta4 83t .07 41 105.1 2045 2041 4.83 -07 11 13 104.9 2041 2090 4.84 .07 2039 4.84 -07 45 104.8 2039 2036 4.A9 .07 .07 46 104.7 2037 47 104.6 2036 20354 4.84 .07 / 203 48 104.6 2035 2033 4.84 .07 4.84 .07 PERFORMANCE: INFLOW TARGET-OUTFLON ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN MYD: .31 .07 .07 4.84 2033 111 TEST HYD 1: .21 .02 .04 3.21. 1440 TEST HYD 2: .36 .11 .17 4.88 2030 SPECIFY: 0 - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP d 11 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .31 .07 .07 4.84 2033 TEST MYD 1: .21 .02 -04 3.21 1440 TEST HyD 2: .36 4.88 2030 STRUCTURE DATA: R/D TANK (FLAT GRADE) 11 RISER-HEAD TANK-DIAL; STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 4.85 FT 5.00 FT 4.85 FT 104.6 FT 2033 CU-FT DOUBLE ORIFICE RESTRICTOR: DIAIINCHES) HT(FEET) Q-MAX(CF5) BOTTOM ORIFICE: .87 .00 .045 TOP ORIFICE: 1.09 4.25 .025 ROUTING DATA: STAGE(FT) DTSCHARGEICFS) STORAGE(CU-FT) PERM-AREA(SO-FT) .00 .00 .0 .0 .48 .01 133.7 .0 .97 .02 325.7 .0 1.45 .02 551.0 .0 1.94 .03 795.4 .0 2.42 .03 1048.1 .0 2.91 .03 1299.3 .0 3.39 .04 1539.0 .0 3.88 .04 1755.8 -0 4.25 .04 1896.2 .0 ill 4.36 .05 1933.6 .0 4.85 .07 2035.8 -0 4.95 .38 2035.8 .0 5.05 .95 2035.8 .0 II 5.15 1.68 2035.8 .0 5.25 2.47 2035.8 .0 5.35 2.'/6 2035.8 .0 AVERAGE VERTICAL PERkMEABILITY: .0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, $ - STOP I I I ?age 3 1 I 12/01/2004 18:02 541942P'90 HEMENWAY REALT`r'S PAGE 12/17 14/04W-071 IiU4'� aphv Gegamee /21f- wwit! i = l to;n cn, coo Waco ^T 1� c mii' I -7 4 14 _ _ d,aD3/7 /5 r�4 I / '��ir ' fa __ , .0s I J A eeP. /4-° . eyos:,-,74/-5/01,eme oavotwe,w 1-vie OF 't� ' U� I2l9 .3 '' S'G,PM,C'fi r� ' / x Gang = dr 96 y /g " Cl/rase 64/ A Pam./,v 4%r (cez , , e *iv"' s I 1 I i 12/01/2004 18:02 541942''90 HEMENWAY REAL 'S PAGE 13/17 1111. I ,sr I 2-004, to 1-f-� Wu,W 7. / /61 C' OA/ r�6y.., `)93 ..e 0 ' � a/2 gfeAW 9 4E/7- ,ee:Cs ,► 9,s-99 � 6• I I I I I I I I I I 12/01/2004 18:02 541942P"'10 HEMENWAY REALT"-S PAGE 16/17 LI 1 •U K,7 V 41.7 U ILi . 4:1 , L..) In . . , . . . . . N. . . , N NN ,N N i, a g5 ago . . .,7 . ate. IaC?L?. h..1 ") f 4‘ _O '99k-1t TI►r3rt10 . • I• / / 0 N.II �' r r. , • , . , . . . . . . . . . . . . , . . , . , . . . I,, , . . . . . . . . . . . .. . . . . . . . . . V -r. . - f, . 1 - . I , 1 / ' _ . . . . . . . . ,r . . , . . 1 . . :: •..1 t. / b • eni30 ;2144 90 33S) . . .., . , 09.60ZpKinoya.Z t . . , 0 90'91Z•Mal 'an / , . . . ., tNY a001 OT� HLA . ,. �1- N 3 NR LLwno . . . . - . . , . . . H . . . - r 0O L210 *Z b9'ttz-NoayAal3 301.910 .LWO t £01 ice. . ... . . SCLtZWt713 30090.,.SO't , • .N0113310100 ' OCTw-Nunoli.at 09"sf ' . I I . QSttZiiS(MI)3 p9 . . . . . . . ) . . OZTEr■ir i 9NSSOMJ M *9 . .f. . . , . YI Z 12/01/2004 18:02 541942P190 HEMENWAY REALT 'rS PAGE 17/17 PRECAST MANHOLE GENERAL NOTES r'"mialimma_ 90' STORMFILTER' DATA 48" 1.S10 IIFILIER BY S CRIAIM11R PLANACCIIENT.PON1►AM,aIBCON(B03-240- Moo LACER OWLar ma cowl 2.)ALL Stommlat amou r �uwmNrr+cE r oPEat,�taE,MOP`O` ,MAI WO 12"(IN)] 12"(oU a) t> 1E gamma Tore CCAISB ICQ,D M ACOOKPAICE TIM R LM or_ parr PIPE 4.)OUT Arm W1LET PRiO m BE UT E7r IN=A►m MOWED BY CON1RACTM _ W. Il! i# ET z 270� wIr� szlsm PIC 1sr tr Emma art* B.)AVII-FLCATATKil BALLAST TO BC BP Rm err DOWER,IF Stamm BALLAST ungliALs Matt Prr lQ 1O SIC Pitow D er COWIRACTOR. OIITLI mum)B.)P tNdn1 [7.41.! IIR1rA9T S10R iatm etum'ED VI 10-V P1e`ICH Uu1ET saw; NIT OPFl�f� �--. iRLN► AT 11£WORM LocAMPL 7.)WAR.REFLECTS DE4iCfi WNW ow ACTUAL pNDda=AND CONROURATIAN aC SIRUCAiR6 ALL RE Rrt IR ON 4E PROWL-Tx 1 MOP CRMttiIO. Ss pC13=ititipgIallerr Cal Pke .IRS R,>la pR, -• • STEPS AND FRI as MOW NMI'>' d ADJACENT TO SIDE CARTRIb( / 1 Iry : �, :s.‘, ti. 0OR IlIli[ I 1• •0 FRAME PRECAST MANHOLE STORMFILTER"— PLAN VIEW e =sat Km CONE OR FEAT TO- )�i 12'0 INLET PIPE NTRACT SIZE ANFIY D ibON ...• BAFFLE — AS SPECIFIED0 • R Will OM RING&COVER * ( DETAIE) ACCESS OPENING ] —9" 9 ]/2 1111111 r Ta R Z•. OUTLET P� stue ,;; am Br STORMWATER MGT. INC.) 2,-5" 11 /i, f i I1 �'i� 1� . '�c�/ '' ] Gil0I12" 8" TOPPWG SLAB 2 1 J2 5 1/2" BY P CASTER NDERDRAIN PIPE TO I• TO 1�4ER}` MANIfoLD til PRECAST MANHOLE STORMFILTER" ilk invar OUTLET RISER — ENLARGED VIEW styls I stew r AI ft_cline _ mat aft PRECAST 48' MANHOLE STORAIP1LTER®WM 2 CARTRIDGES Vic: IVI KT moo aca,Arx,, PLAN AND SECTION VIEW • " STANDARD DETAII. STORIMNATER 'r t GEOT ECH NICAL REPORT 1 �'3J I I GeoPacific Engineering,Inc. Real-World Geotechnical Solutions Iinvestigation • Design •Construction Support Revised October 23, 2017 Project No. 17-4524 Jesse Nemec 1 JT Smith Company 5285 Meadows Road, Suite 175 Lake Oswego, Oregon 97035 IinemecCa�itsmithco.com CC: Andrew Tull, 3J Consulting, Inc. Andrew.tul1(a�3i-consulting.com I SUBJECT: GEOTECHNICAL INVESTIGATION I SW 74TH SUBDIVISION 9777 SW 74TH AVENUE TIGARD, OREGON II This reportpresents the results of ageotechnical engineering studyconducted byGeoPacific P 9 9 Engineering, Inc. (GeoPacific)for the above-referenced project. The purpose of our investigation I was to evaluate subsurface conditions at the site and to provide geotechnical recommendations for site development. This geotechnical study was performed in accordance with GeoPacific Proposal No. P-5067, dated March 13, 2017, and your subsequent authorization of our proposal and IGeneral Conditions for Geotechnical Services. ISITE DESCRIPTION AND PROPOSED DEVELOPMENT The site is approximately 2.80 acres in size and is located on the northwest corner of the I intersection of SW Red Cedar Way and SW 74th Avenue in Tigard, Oregon (Figure 1). The site contains a single tax lot and is associated with the address 9777 SW 74th Avenue. A residence constructed in 1970 and a detached garage of unknown construction date are located on the central portion of the site. The detached garage is located southeast of the residence on the south 1 side of the driveway. The southern portion of the site consists primarily of dense forest, brush and tall grasses. An unnamed tributary of Ash Creek runs east-west through the northern portion of the site and enlarges into a pond and wetland area in the center of the northern half of the property. I The creek and wetland area is surrounded by wetland vegetation, brush, and forest. The site is bounded by residential properties to the north and west; SW Red Cedar Way to the south; and SW 74th Avenue to the east (Figure 2). II Topography on the majority of the site is gently to moderately sloping to the north at grades of 10 to 15 percent. Steeply sloping gradients (exceeding 35 percent) are present along the eastern I portion of the driveway where the sit slopes down to the north toward the creek and wetland area. Elevations at the site range from approximately 240 feet above mean sea level (MSL) in the southwest corner of the site, to approximately 199 feet MSL in the northwest portion of the site. I 14835 SW 72"°Avenue Tel (503)598-8445 VPortland, Oregon 97224 Fax(503)941-9281 SW 74th Avenue Subdivision t Project No. 17-4514 Preliminary site plans indicate that the proposed development will consist of a 7 lot subdivision for single family home construction, a portion of a new public street cul-de-sac, driveways, and associated underground utilities. A grading plan has not been provided for our review; however, we anticipate maximum cuts will be on the order of about 8 feet or less. I REGIONAL AND LOCAL GEOLOGIC SETTING 1 Regionally, the subject site lies within the Willamette Valley/Puget Sound lowland, a broad structural depression situated between the Coast Range on the west and the Cascade Range on the east. A series of discontinuous faults subdivide the Willamette Valley into a mosaic of fault- bounded, structural blocks (Yeats et al., 1996). Uplifted structural blocks form bedrock highlands, while down-warped structural blocks form sedimentary basins. Based on regional geologic mapping, the subject site is underlain by the Quaternary age (last 1.6 million years) loess of the Willamette Formation, a windblown silt deposit that mantles highlands of the Portland region (Madin, 1990). The loess generally consists of clean silt with localized buried paleosols indicating numerous depositional episodes which most likely followed catastrophic flooding events in the Willamette Valley, the last of which occurred about 10,000 years ago. The loess is underlain by undifferentiated sediments or Sandy River Mudstone equivalent (Beeson et al., 1989; Madin, 1990; Gannett and Caldwell, 1998). The sediment is believed to be a part of a thick middle Miocene to Pleistocene aged sedimentary basin fill consisting of moderately to poorly lithified siltstone, claystone, and fine sandstone with rare conglomerate interbeds (Madin, 1990). It includes the Troutdale Formation and Sandy River Mudstone of Trimble (1963), and the Helvetia Formation of Schlicker and Deacon (1967). 111 REGIONAL SEISMIC SETTING At least three major fault zones capable of generating damaging earthquakes are thought to exist in the vicinity of the subject site. These include the Portland Hills Fault Zone, the Gales Creek- Newberg-Mt. Angel Structural Zone, and the Cascadia Subduction Zone. Portland Hills Fault Zone The Portland Hills Fault Zone is a series of NW-trending faults that include the central Portland Hills Fault, the western Oatfield Fault, and the eastern East Bank Fault. These faults occur in a northwest-trending zone that varies in width between 3.5 and 5.0 miles. The combined three faults vertically displace the Columbia River Basalt by 1,130 feet and appear to control thickness changes in late Pleistocene (approx. 780,000 years) sediment (Madin, 1990). The Portland Hills Fault occurs along the Willamette River at the base of the Portland Hills, and is about 5 miles northeast of the site. The Oatfield Fault occurs along the western side of the Portland Hills, and is about 2.5 miles northeast of the site. The Oatfield Fault is considered to be potentially seismogenic (Wong, et al., 2000). Madin and Mabey(1996) indicate the Portland Hills Fault Zone has experienced Late Quaternary(last 780,000 years)fault movement; however, movement has not been detected in the last 20,000 years. The accuracy of the fault mapping is stated to be within 500 meters (Wong, et al., 2000). No historical seismicity is correlated with the mapped portion of the Portland Hills Fault Zone, but in 1991 a M3.5 earthquake occurred on a NW-trending shear plane located 1.3 miles east of the fault(Yelin, 1992). Although there is no definitive evidence of recent activity, the Portland Hills Fault Zone is assumed to be potentially active (Geomatrix Consultants, 1995). 17-4524-SW 74th Avenue GR Rev10232017 2 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision Project No. 17-4514 Gales Creek-Newberg-Mt. Angel Structural Zone The Gales Creek-Newberg-Mt. Angel Structural Zone is a 50-mile-long zone of discontinuous, NW- trending faults that lies about 15.5 miles southwest of the subject site. These faults are recognized in the subsurface by vertical separation of the Columbia River Basalt and offset seismic reflectors in the overlying basin sediment(Yeats et al., 1996; Werner et al., 1992). A geologic reconnaissance and photogeologic analysis study conducted for the Scoggins Dam site in the Tualatin Basin revealed no evidence of deformed geomorphic surfaces along the structural zone (Unruh et al., 1994). No seismicity has been recorded on the Gales Creek Fault or Newberg Fault(the fault closest to the subject site); however, these faults are considered to be potentially active because they may connect with the seismically active Mount Angel Fault and the rupture plane of the 1993 M5.6 Scotts Mills earthquake (Werner et al. 1992; Geomatrix Consultants, 1995). Cascadia Subduction Zone The Cascadia Subduction Zone is a 680-mile-long zone of active tectonic convergence where oceanic crust of the Juan de Fuca Plate is subducting beneath the North American continent at a rate of 4 cm per year(Goldfinger et al., 1996). A growing body of geologic evidence suggests that prehistoric subduction zone earthquakes have occurred (Atwater, 1992; Carver, 1992; Peterson et al., 1993; Geomatrix Consultants, 1995). This evidence includes: (1) buried tidal marshes recording episodic, sudden subsidence along the coast of northern California, Oregon, and Washington, (2) burial of subsided tidal marshes by tsunami wave deposits, (3) paleoliquefaction features, and (4) geodetic uplift patterns on the Oregon coast. Radiocarbon dates on buried tidal marshes indicate a recurrence interval for major subduction zone earthquakes of 250 to 650 years with the last event occurring 300 years ago (Atwater, 1992; Carver, 1992; Peterson et al., 1993; Geomatrix Consultants, 1995). The inferred seismogenic portion of the plate interface lies roughly along the Oregon coast at depths of between 20 and 40 miles. FIELD EXPLORATION Our site-specific exploration for this report was conducted on April 10, 2017. A total of 4 exploratory test pits were excavated with a small sized trackhoe to depths of 9.5 to 11 feet. The approximate locations of the explorations are shown on Figure 2. It should be noted that exploration locations were located in the field by pacing or taping distances from apparent property corners and other site features shown on the plans provided. As such, the locations of the explorations should be considered approximate. A GeoPacific scientist continuously monitored the field exploration program and logged the explorations. Soils observed in the explorations were classified in general accordance with the Unified Soil Classification System. During exploration, our scientist also noted geotechnical conditions such as soil consistency, moisture and groundwater conditions. Logs of the test pits are attached to this report. The following report sections are based on the exploration program and summarize subsurface conditions encountered at the site. 111 SUBSURFACE CONDITIONS Results of the field exploration program indicate the site is underlain by a topsoil horizon and soils belonging to the Willamette Formation. The observed soil and groundwater conditions are summarized below. 17-4524-SW 74th Avenue GR Rev10232017 3 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision I Project No. 17-4514 Undocumented Fill —Undocumented fill was encountered in test pit TP-1. The fill generally consisted of light brown silt (ML) to silty gravel (GM) with some cobbles. Wood debris and asphalt chunks were also present in the undocumented fill. The fill was medium stiff and extended to a depth of 10 feet. We anticipate other areas of fill may be present near the existing structures and along the roadway. Topsoil Horizon—The ground surface in test pits TP-1 through TP-4 was directly underlain by a moderately organic topsoil horizon. The topsoil horizon consisted of brown silt(OL-ML)that was loose and contained fine and woody roots throughout. In test pits, the topsoil horizon extended to a depth of 6 to 8 inches. Willamette Formation — Underlying the topsoil horizon in test pits TP-2 and TP-3 and the fill in TP- 1 was light brown windblown silt (loess) belonging to the Willamette Formation. These soils typically consisted of medium to very stiff silt(ML)that exhibited subtle to strong orange and gray mottling. In test pits, soils belonging to the Willamette Formation extended beyond the maximum depth of exploration (11 feet). 1 Groundwater On April 10, 2017, soils encountered in test pits were damp to wet. Groundwater seepage was encountered in test pit TP-1 at depths of 7 to 10 feet below the ground surface. Seepage rates were visually estimated at 1-2 gallons per minute (gpm). Regional geologic mapping indicates that static groundwater is present at depths of less than 20 feet below the existing ground surface (Snyder, 2008). Experience has shown that temporary perched storm-related groundwater conditions often occur within the surface soils over fine-grained native deposits such as those beneath the site, particularly during the wet season. It is anticipated that groundwater conditions will vary depending on the season, local subsurface conditions, changes in site utilization, and other factors. I CONCLUSIONS AND RECOMMENDATIONS Results of this study indicate that the proposed development is geotechnically feasible, provided that the recommendations of this report are incorporated into the design and construction phases of the project. In our opinion, the primary geotechnical issue for site development is the presence of steep slopes and undocumented fill along the northern side of the current driveway on the east side of the site. However, current preliminary site plans indicate that development on this portion of the property and the northern portion of the site will not occur(Figure 2). It is our understanding that a 50 foot buffer is to be maintained between the existing wetland area and the rear of the proposed lots. We recommend that a 25 foot buffer is maintained from the top of the slope to the north of the proposed residential lots on the east side of the site (Lots 6 & 7) as shown on Figure 2. I I 17-4524-SW 74th Avenue GR Rev10232017 4 GEOPACIFIC ENGINEERING, INC. ISW 74th Avenue Subdivision Project No. 17-4514 Site Preparation Areas of proposed buildings, streets, and areas to receive fill should be cleared of vegetation and any organic and inorganic debris. Remaining undocumented fills and any subsurface structures (dry wells, basements, driveway and landscaping fill, old utility lines, septic leach fields, etc.) should be removed and the excavations backfilled with engineered fill. Undocumented fill was encountered in test pit TP-1 to a depth of 10 feet. We anticipate that other areas of undocumented fill may exist in the vicinity of the existing structures and driveways. Inorganic debris should be removed from the site. Organic-rich topsoil should then be stripped from native soil areas of the site. The estimated depth range necessary for removal of topsoil in cut and fill areas is approximately 6 to 8 inches. However, thicker removals, up to 24 inches will be necessary in the wooded areas. The final depth of soil removal will be determined on the basis of a site inspection after the stripping/excavation has been performed. Stripped topsoil should preferably be removed from the site. Any remaining topsoil should be stockpiled only in designated areas and stripping operations should be observed and documented by the geotechnical engineer or his representative. Once topsoil stripping and removal of organic and inorganic debris is approved in a particular area, the area must be ripped or tilled to a depth of 12 inches, moisture conditioned, root-picked, and compacted in-place prior to the placement of engineered fill or crushed aggregate base for pavement. Exposed subgrade soils should be evaluated by the geotechnical engineer. For large areas, this evaluation is normally performed by proof-rolling the exposed subgrade with a fully loaded scraper or dump truck. For smaller areas where access is restricted, the subgrade should be evaluated by probing the soil with a steel probe. Soft/loose soils identified during subgrade preparation should be compacted to a firm and unyielding condition, over-excavated and replaced with engineered fill (as described below), or stabilized with rock prior to placement of engineered fill. The depth of overexcavation, if required, should be evaluated by the geotechnical engineer at the time of construction. Engineered Fill 111 All grading for the proposed construction should be performed as engineered grading in accordance with the applicable building code at time of construction with the exceptions and additions noted herein. Proper test frequency and earthwork documentation usually requires daily observation and testing during stripping, rough grading, and placement of engineered fill. Imported fill material must be approved by the geotechnical engineer prior to being imported to the site. Oversize material greater than 6 inches in size should not be used within 3 feet of foundation footings, and material greater than 12 inches in diameter should not be used in engineered fill. Engineered fill should be compacted in horizontal lifts not exceeding 8 inches using standard compaction equipment. We recommend that engineered fill be compacted to at least 90% of the maximum dry density determined by ASTM D1557 (Modified Proctor) or equivalent. Field density testing should conform to ASTM D2922 and D3017, or D1556. All engineered fill should be observed and tested by the project geotechnical engineer or his representative. Typically, one density test is performed for at least every 2 vertical feet of fill placed or every 500 yd3, whichever requires more testing. Because testing is performed on an on-call basis, we recommend that the earthwork contractor be held contractually responsible for test scheduling and frequency. Site earthwork will be impacted by soil moisture and shallow groundwater conditions. Earthwork in wet weather would likely require extensive use of cement or lime treatment, or other special measures, at considerable additional cost compared to earthwork performed under dry-weather conditions. 17-4524-SW 74th Avenue GR Rev10232017 5 GEOPACIFIC ENGINEERING, INC. SW 74th Avenue Subdivision I Project No. 17-4514 Excavating Conditions and Utility Trenches We anticipate that on-site soils can be excavated using conventional heavy equipment such as trackhoes to a depth of at least 10 feet. All temporary cuts in excess of 4 feet in height should be sloped in accordance with U.S. Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926), or be shored. The existing native soil is classified as Type B Soil and temporary excavation side slope inclinations as steep as 1 H:1 V may be assumed for planning purposes. This cut slope inclination is applicable to excavations above the water table only. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. Actual slope inclinations at the time of construction should be determined based on safety requirements and actual soil and groundwater conditions. Saturated soils and groundwater may be encountered in utility trenches, particularly during the wet season. We anticipate that dewatering systems consisting of ditches, sumps and pumps would be adequate for control of perched groundwater. Regardless of the dewatering system used, it should be installed and operated such that in-place soils are prevented from being removed along with the groundwater. Vibrations created by traffic and construction equipment may cause some caving and raveling of excavation walls. In such an event, lateral support for the excavation walls should be provided by the contractor to prevent loss of ground support and possible distress to existing or previously constructed structural improvements. I PVC pipe should be installed in accordance with the procedures specified in ASTM D2321. We recommend that trench backfill be compacted to at least 95% of the maximum dry density obtained by Standard Proctor ASTM D698 or equivalent. Initial backfill lift thickness for a 3/"-0 crushed 111 aggregate base may need to be as great as 4 feet to reduce the risk of flattening underlying flexible pipe. Subsequent lift thickness should not exceed 1 foot. If imported granular fill material is used, then the lifts for large vibrating plate-compaction equipment(e.g. hoe compactor attachments) may be up to 2 feet, provided that proper compaction is being achieved and each lift is tested. Use of large vibrating compaction equipment should be carefully monitored near existing structures and improvements due to the potential for vibration-induced damage. Adequate density testing should be performed during construction to verify that the recommended relative compaction is achieved. Typically, one density test is taken for every 4 vertical feet of backfill on each 200-lineal-foot section of trench. Erosion Control Considerations I During our field exploration program, we did not observe soil types that would be considered highly susceptible to erosion. In our opinion, the primary concern regarding erosion potential will occur during construction, in areas that have been stripped of vegetation. Erosion at the site during construction can be minimized by implementing the project erosion control plan, which should include judicious use of straw wattles and silt fences. If used, these erosion control devices should be in place and remain in place throughout site preparation and construction. 111 Erosion and sedimentation of exposed soils can also be minimized by quickly re-vegetating exposed areas of soil, and by staging construction such that large areas of the project site are not denuded and exposed at the same time. Areas of exposed soil requiring immediate and/or temporary protection against exposure should be covered with either mulch or erosion control 17-4524-SW 74th Avenue GR Rev10232017 6 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision Project No. 17-4514 netting/blankets. Areas of exposed soil requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. Wet Weather Earthwork Soils underlying the site are likely to be moisture sensitive and may be difficult to handle or traverse with construction equipment during periods of wet weather. Earthwork is typically most economical when performed under dry weather conditions. Earthwork performed during the wet- weather season will probably require expensive measures such as cement treatment or imported granular material to compact fill to the recommended engineering specifications. If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when soil moisture content is difficult to control, the following recommendations should be incorporated into the contract specifications. ➢ Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be followed promptly by the placement and compaction of clean engineered fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. Under some circumstances, it may be necessary to excavate soils with a backhoe to minimize subgrade disturbance caused by equipment traffic; > The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water; ➢ Material used as engineered fill should consist of clean, granular soil containing less than 5 percent fines. The fines should be non-plastic. Alternatively, cement treatment of on-site soils may be performed to facilitate wet weather placement; ➢ The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or equivalent, and under no circumstances should be left uncompacted and exposed to moisture. Soils which become too wet for compaction should be removed and replaced with clean granular materials; > Excavation and placement of fill should be observed by the geotechnical engineer to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved; and ➢ Geotextile silt fences, straw wattles, and fiber rolls should be strategically located to control erosion. If cement or lime treatment is used to facilitate wet weather construction, GeoPacific should be contacted to provide additional recommendations and field monitoring. Spread Foundations The proposed residential structures may be supported on shallow foundations bearing on competent undisturbed, native soils and/or engineered fill, appropriately designed and constructed as recommended in this report. Foundation design, construction, and setback requirements should conform to the applicable building code at the time of construction. For maximization of bearing strength and protection against frost heave, spread footings should be embedded at a minimum depth of 12 inches below exterior grade. The recommended minimum widths for continuous footings supporting wood-framed walls without masonry are 12 inches for single-story, 15 inches for two-story, and 18 inches for three-story homes. Minimum foundation reinforcement should consist of one No. 4 bar at the top of stem wall, and one No. 4 bar at the bottom of the footing. 17-4524-SW 74th Avenue GR Rev10232017 7 GEOPACIFIC ENGINEERING, INC. SW 74th Avenue Subdivision I Project No. 17-4514 Concrete slab-on-grade reinforcement should consist of No. 4 bars placed on 24-inch centers in a grid pattern. The anticipated allowable soil bearing pressure is 1,500 lbs/ft2 for footings bearing on competent, native soil and/or engineered fill. A maximum chimney and column load of 50 kips is recommended for the site. The recommended maximum allowable bearing pressure may be increased by 1/3 for short-term transient conditions such as wind and seismic loading. For heavier loads, the engineer ineer should be consulted. The coefficient of friction between on-site geotechnical9 soil and poured-in-place concrete may be taken as 0.45, which includes no factor of safety. The maximum anticipated total and differential footing movements (generally from soil expansion and/or settlement) are 1 inch and 3/ inch over a span of 20 feet, respectively. We anticipate that the majority of the estimated settlement will occur during construction, as loads are applied. Excavations near structural footings should not extend within a 1 H:1 V plane projected downward from the bottom edge of footings. Footing excavations should penetrate through topsoil and any loose soil to competent subgrade that is suitable for bearing support. All footing excavations should be trimmed neat, and all loose or softened soil should be removed from the excavation bottom prior to placing reinforcing steel bars. Due to the moisture sensitivity of on-site native soils, foundations constructed during the wet weather season may require overexcavation of footings and backfill with compacted, crushed I aggregate. Our recommendations are for house construction incorporating raised wood floors and conventional spread footing foundations. If living space of the structures will incorporate basements or slab-on-grade foundations, a geotechnical engineer should be consulted to make additional recommendations for retaining walls, water-proofing, underslab drainage and wall subdrains. After site development, a Final Soil Engineer's Report should either confirm or modify the above recommendations. Drainage I The outside edge of upslope footings may be provided with a drainage system consisting of 3-inch diameter, slotted, plastic pipe embedded in a minimum of 1 ft3 per lineal foot of clean, free-draining gravel or 3/4" —1/4" rock. Water collected from the footing drains should be directed into the local storm drain system or other suitable outlet. A minimum 0.5 percent fall should be maintained throughout the drain and non-perforated pipe outlet. Down spouts and roof drains should not be connected to the foundation drains in order to reduce the potential for clogging. The footing drains should include clean-outs to allow periodic maintenance and inspection. Grades around the proposed structure should be sloped such that surface water drains away from the building. Footing drains are recommended to prevent detrimental effects of groundwater on foundations, and should not be expected to eliminate all potential sources of water entering a crawlspace. An adequate grade to a low point outlet drain in the crawlspace is required by code. Pavement Design — New Interior Street Portion For design purposes, we conservatively used an estimated resilient modulus of 9,000 for compacted native soil. Table 1 presents our recommended minimum pavement section for dry weather construction. I 17-4524-SW 74th Avenue GR Rev10232017 8 GEOPACIFIC ENGINEERING, INC. SW 74th Avenue Subdivision Project No. 17-4514 ITable 1. Recommended Minimum Dry-Weather Pavement Section I Material Layer Light-duty Public Streets Private Driveways Compaction Standard Asphaltic Concrete(AC) 3 in. 2.5 in. 92% of Moving Average Maximum Density(MAMD) Crushed Aggregate Base 3/<<"- 95%of Modified Proctor 0(leveling course) 2 in. 2 in. AASHTO T-180 P I Crushed Aggregate Base 95%of Modified Proctor 1Yz"-0 8 in. 6 in. AASHTO T-180 i i Subgrade 12 in. 12 in. 95%of Standard Proctor AASHTO T-99 or equivalent The subgrade should be ripped or tilled to a depth of 12 inches, moisture conditioned, root-picked, I and compacted in-place prior to the placement of crushed aggregate base for pavement. Any pockets of organic debris or loose fill encountered during ripping or tilling should be removed and replaced with engineered fill. In order to verify subgrade strength, we recommend proof-rolling I directly on subgrade with a loaded dump truck during dry weather and on top of base course in wet weather. Soft areas that pump, rut, or weave should be stabilized prior to paving. I If pavement areas are to be constructed during wet weather, the subgrade and construction plan should be reviewed by the project geotechnical engineer at the time of construction so that condition specific recommendations can be provided. The moisture sensitive subgrade soils make the site a difficult wet weather construction project. General recommendations for wet weather Ipavement sections are provided in a subsequent report section. During placement of pavement section materials, density testing should be performed to verify I compliance with project specifications. Generally, one subgrade, one base course, and one asphalt compaction test is performed for every 100 to 200 linear feet of paving. Wet Weather Construction Pavement Section This section presents our recommendations for wet weather pavement section and construction, I for new interior streets at the site. These wet weather pavement section recommendations are intended for use in situations where it is not feasible to compact the subgrade soils to Washington County and City of Tigard requirements, due to wet subgrade soil conditions, and/or construction Iduring wet weather. Based on our site review, we recommend a wet weather section with a minimum subgrade deepening of 6 inches to accommodate a working subbase of additional 1'/z"-0 crushed rock. IGeotextile fabric, Mirafi 500x or equivalent, should be placed on subgrade soils prior to placement of base rock. I In some instances it may be preferable to use Special Treated Base (STB) in combination with overexcavation and increasing the thickness of the rock section. GeoPacific should be consulted for additional recommendations regarding use of STB in wet weather pavement sections if it is I desired to pursue this alternative. Cement treatment of the subgrade may also be considered instead of overexcavation. For planning purposes, we anticipate that treatment of the on-site soils would involve mixing cement powder to approximately 6 percent cement content and a mixing Idepth on the order of 12 to 18 inches. I17-4524-SW 74th Avenue GR Rev10232017 9 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision I Project No. 17-4514 With implementation of the above recommendations, it is our opinion that the resulting pavement section will provide equivalent or greater structural strength than the dry weather pavement section currently planned. However, it should be noted that construction in wet weather is risky and the performance of pavement subgrades depend on a number of factors including the weather conditions, the contractor's methods, and the amount of traffic the road is subjected to. There is a potential that soft spots may develop even with implementation of the wet weather provisions recommended in this report. If soft spots in the subgrade are identified during roadway excavation, or develop prior to paving, the soft spots should be overexcavated and backfilled with additional crushed rock. I During subgrade excavation, care should be taken to avoid disturbing the subgrade soils. Removals should be performed using an excavator with a smooth-bladed bucket. Truck traffic should be limited until an adequate working surface has been established. We suggest that the crushed rock be spread using bulldozer equipment rather than dump trucks, to reduce the amount of traffic and potential disturbance of subgrade soils. Care should be taken to avoid overcompaction of the base course materials, which could create pumping, unstable subgrade soil conditions. Heavy and/or vibratory compaction efforts should be applied with caution. Followingplacement and compaction of the crushed rock to project PP P specifications (95% of Modified Proctor a finishproof-roll should beperformed before paving. P )� P 9 The above recommendations are subject to field verification. GeoPacific should be on-site during construction to verify subgrade strength and to take density tests on the engineered fill, base rock and asphaltic pavement materials. Pavement Joints I Washington County's Department of Land Use and Transportation recommends the use of a paving geotextile on the bottom of the final two inch lift at any joints between the existing pavement and new pavement sections. According to Washington County, the paving geotextile should consist of Propex Petromat 4598 or an approved equivalent. It is our understanding that the manufacturer of Propex Petromat 4598 recommends that the pavement geotextile overlap the new and existing pavement sections by three inches on each side of the joint, as long as the joint is less than 1/8" wide. Paving geotextile should also be placed over any cracks that are observed in the existing pavement after removing the upper two inches of existing asphalt and before placement of the new two-inch overlay. Seismic Design I The Oregon Department of Geology and Mineral Industries (Dogami), Oregon HazVu: 2017 Statewide GeoHazards Viewer indicates that the site is in an area where severe ground shaking is anticipated during an earthquake (Dogami HazVu, 2017). Structures should be designed to resist earthquake loading in accordance with the methodology described in the 2015 International Building Code (IBC)with applicable Oregon Structural Specialty Code (OSSC) revisions (current 2014). We recommend Site Class D be used for design per the OSSC, Table 1613.5.2 and as defined in ASCE 7, Chapter 20, Table 20.3-1. Design values determined for the site using the USGS (United States Geological Survey)2017 Seismic Design Maps Summary Report are summarized in Table 2, and are based upon existing soil conditions. I I 17-4524-SW 74th Avenue GR Rev10232017 10 GEOPACIFIC ENGINEERING, INC. SW 74th Avenue Subdivision Project No. 17-4514 Table 2. Recommended Earthquake Ground Motion Parameters (2010 ASCE-7) Parameter Value Location (Lat, Long), degrees 45.449, -122.753 Mapped Spectral Acceleration Values (MCE, Site Class D): Peak Ground Acceleration 0.431 Short Period, SS 0.988 g 1.0 Sec Period, Si 0.426 g Soil Factors for Site Class D: Fa 1.105 F„ 1.574 Residential Site Value = 2/3 x Fa x SS 0.727 g Residential Seismic Design Category D Soil liquefaction is a phenomenon wherein saturated soil deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. Soil liquefaction is generally limited to loose, granular soils located below the water table. According to the Oregon HazVu: Statewide Geohazards Viewer, the subject site is regionally characterized as having a low risk of soil liquefaction (DOGAMI:HazVu, 2017). I 1 i 1 1 1 I 1 1 17-4524-SW 74th Avenue GR Rev10232017 11 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision Project No. 17-4514 UNCERTAINTIES AND LIMITATIONS I We have prepared this report for the owner and their consultants for use in design of this project only. This report should be provided in its entirety to prospective contractors for bidding and I estimating purposes; however, the conclusions and interpretations presented in this report should not be construed as a warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. Inconsistent conditions can 111 occur between explorations that may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, GeoPacific should be notified for review of the recommendations of this report, and revision of such if necessary. Sufficient geotechnical monitoring, testing and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations. The checklist attached to this report outlines recommended geotechnical observations and testing for the project. Recommendations for design changes will be provided should conditions revealed during construction differ from those anticipated, and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, GeoPacific attempted to execute these I services in accordance with generally accepted professional principles and practices in the fields of geotechnical engineering and engineering geology at the time the report was prepared. No warranty, expressed or implied, is made. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or groundwater at this site. We appreciate this opportunity to be of service. I Sincerely, ��Ep PROFes, GEOPACIFIC ENGINEERING, INC. co GINFF �O cc 147 E OREGON -94/ES D.INO\ EXPIRES: 06/301201. I Stephen Morris James D. Imbrie, G.E. Senior Environmental Scientist Geotechnical Engineer Attachments: References Figure 1 —Vicinity Map Figure 2 —Site and Exploration Plan Test Pit Logs (TP-1 through TP-4) I 17-4524-SW 74th Avenue GR Rev10232017 12 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision Project No. 17-4514 REFERENCES Atwater, B.F., 1992, Geologic evidence for earthquakes during the past 2,000 years along the Copalis River, southern coastal Washington: Journal of Geophysical Research, v. 97, p. 1901-1919. Beeson, M.H., Tolan, T.L., and Madin, I.P., 1989, Geologic map of the Lake Oswego Quadrangle, Clackamas, Multnomah, and Washington Counties, Oregon: Oregon Department of Geology and Mineral Industries Geological Map Series GMS-59, scale 1:24,000. Carver, G.A., 1992, Late Cenozoic tectonics of coastal northern California: American Association of Petroleum Geologists-SEPM Field Trip Guidebook, May, 1992. Gannett, M.W. and Caldwell, R.R., 1998, Geologic framework of the Willamette Lowland aquifer system, Oregon and Washington: U.S. Geological Survey Professional Paper 1424-A, 32 pages text, 8 plates. Geomatrix Consultants, 1995, Seismic Design Mapping, State of Oregon: unpublished report prepared for Oregon Department of Transportation, Personal Services Contract 11688, January 1995. Goldfinger, C., Kulm, L.D., Yeats, R.S., Appelgate, B, MacKay, M.E., and Cochrane, G.R., 1996, Active strike-slip faulting and folding of the Cascadia Subduction-Zone plate boundary and forearc in central and northern Oregon: in Assessing earthquake hazards and reducing risk in the Pacific Northwest, v. 1: U.S. Geological Survey Professional Paper 1560, P. 223-256. Madin, I.P., 1990, Earthquake hazard geology maps of the Portland metropolitan area, Oregon: Oregon Department of Geology and Mineral Industries Open-File Report 0-90-2, scale 1:24,000, 22 p. Madin, I.P. and Mabey, M.A., 1996, Earthquake Hazard Maps for Oregon, Oregon: Oregon Department of Geology and Mineral Industries GMS-100. Oregon Department of Geology and Mineral Industries, 2017, Oregon HazVu: Statewide Geohazards Viewer (HazVu): http://www.oregongeology.orq/hazvu/ Peterson, C.D., Darioenzo, M.E., Burns, S.F., and Burris, W.K., 1993, Field trip guide to Cascadia paleoseismic evidence along the northern California coast: evidence of subduction zone seismicity in the central Cascadia margin: Oregon Geology, v. 55, p. 99-144. Schlicker, H.G. and R.J. Deacon, 1967, Geologic and Surficial Deposits of the Tualatin River Valley, Oregon and Geologic Hazards Map of the Tualatin River Valley, Oregon; Oregon Department of Geology and Mineral Industries, scale 1:48,000. Snyder, D.T., 2008, Estimated Depth to Ground Water and Configuration of the Water Table in the Portland, Oregon Area: U.S. Geological Survey Scientific Investigations Report 2008-5059, 41 p., 3 plates. Trimble, D.E., 1963, Geology of Portland, Oregon and adjacent areas: U.S. Geological Survey Bulletin 1119, 119p., 1 plate, scale 1:62,500. United States Geologic Survey, 2017, U.S. Seismic Design Maps Online Tool, http://earthquake.usgs.qov/designmaps/us/application.php Unruh, J.R., Wong, I.G., Bott, J.D., Silva,W.J., and Lettis,W.R., 1994, Seismotectonic evaluation: Scoggins Dam, Tualatin Project, Northwest Oregon: unpublished report by William Lettis and Associates and Woodward Clyde Federal Services, Oakland, CA, for U. S. Bureau of Reclamation, Denver CO (in Geomatrix Consultants, 1995). Werner, K.S., Nabelek, J., Yeats, R.S., Malone, S., 1992, The Mount Angel fault: implications of seismic- reflection data and the Woodburn, Oregon, earthquake sequence of August, 1990: Oregon Geology, v. 54, p. 112-117. Wong, I. Silva, W., Bott, J., Wright, D., Thomas, P., Gregor, N., Li., S., Mabey, M., Sojourner, A., and Wang, Y., 2000, Earthquake Scenario and Probabilistic Ground Shaking Maps for the Portland, Oregon, Metropolitan Area; State of Oregon Department of Geology and Mineral Industries; Interpretative Map Series IMS-16. 17-4524-SW 74th Avenue GR Rev10232017 13 GEOPACIFIC ENGINEERING,INC. SW 74t"Avenue Subdivision i Project No. 17-4514 Yeats, R.S., Graven, E.P., Werner, K.S., Goldfinger, C., and Popowski, T., 1996, Tectonics of the Willamette Valley, Oregon: in Assessing earthquake hazards and reducing risk in the Pacific Northwest, v. 1: U.S. Geological Survey Professional Paper 1560, P. 183-222, 5 plates, scale 1:100,000. Yelin, T.S., 1992, An earthquake swarm in the north Portland Hills (Oregon): More speculations on the seismotectonics of the Portland Basin: Geological Society of America, Programs with Abstracts, v. 24, no. 5, p. 92. I I I I I I I I I I I 1 I I 17-4524-SW 74th Avenue GR Rev10232017 14 GEOPACIFIC ENGINEERING, INC. I ,/ -% ` '' 14835 SW 72nd Avenue Geop Portland,Oregon 97224 VICINITY MAP I Engineering.Inc. Tel: (503)598-8445 Fax:(503)941-9281 Ira, , `•,� " —'1,...r• '"' ",;..,^' , r � (.(( (-C•a Olt Pt re tl 1\ di ,/ rr'-'''e--,L.,--, e: c_... ......, , 04 n „,,,,,,.....,, , 4:,,,,, , , „,..„) _........, ,j,..., i ., zit.-.,...7.,,,,,..,. ..../j)i 1 iii 1 0,7_, '''.--:-... --‘...-7-(„.....„...-," Ci\JI\4tk,,,,,4,2"1 I s. o Elan, ...— - +k,. ,/ _... ---- , w. .-__ !�.. 3 I Y". i1*i 1 (' ' ✓r lie - .�.l , - -..`nve1i<'iss i/'I )':yto-, r ``tt .. NN'ski: \ 1._ \- 1 .4.(T ,r.-7„,cl, r- friPP-4 -,,=‘, _ , —, ,, ',--\:),, 1 k. :..„.„... „ ,-. ..,...i,...„ . -...„ \.\\:ff „_-\\.... .....t.-,,,. IV, ''') I 44** I rr"--N -,T----, ct i--__. ---- ,„--z..--. -.,. ,..(,1/4 0 , JJ • fir' 1 „/':- _ t-r,,,,,,:04_•,, .4.„_, i1( ° (ai '' L' i -',It '' "P‘\;\ 'V's !"-, ' if ,,,,n., "I :it,,, ,,, i ------. " ,_-.,.. .-7::'...-"el_,....-> "...a4' ' 0 ,----' ' "-z3 , „, Hale -{ �.�crme - ( \ \,.. , ,.. it . It* ." V I. �r A 1,6 ` • ,,l•:r ✓`%dir � � 4 i �."'; i �< y Ttoff, �, 1 ; rr - / is (c, ;, r�u`�1�'�� - X wir.," .\.`Pt, -t "4 tt, ,,, \,,,,, Ifts(t - _ J H -----1 1 ) I *--- iif ro . ....-- d...,nN ." 1 ,_.,,'„ , \ ., ... orez-,-; ,-- . j ,2 Nri (' I ..,,,,° t_._cl ger/ - -,,,,,y_l I I .,......?„,---v--.. ..... i,,,,... v wikkegefil r. oP"' , -.----. I dip, i ft; L.] Y J ,- \I k I "j c �k SUBJECT SITE ( -- ,-., , ' , ,"-.11°' .,-- . ' (li i A. - . 1-% Y ' 1,,,AV 477/....,..e.,.., , .,.. L ;re t t, "� .r' --2 i i y, 1♦" {: ate , 1 ''' �� .. f' '.‘—lor'..).,9" ' ,r 4 !` e' l 1) i I P P •./ O rd ( '^-� .'-:..,G""'."'- a tif / t•. i r � t K ,;f r es ', IT 7 NORTH �,� ( ,( y� -�:. r-�' r '' '-- I'll I'`iir° -T..''.„- - fi110) �`*t\�., ;� Zt . t �; ~,_, j `r 4 i ; _ -• '"---. t . , "` (,Py ti r i 1 tt l� A , . Valk. ,1 �y CARD '." / 1t } ( L . c� 1 \4.: ji IIh $ ys — I Legend Date: 10/23/2017 Approximate Scale 1 in=2,000 ft Drawn by:SM Base map: U.S.Geological Survey 7.5 minute Topographic Map Series,Beaverton,Oregon and Lake Oswego,Oregon Quadrangles,2011 I Project: 9777 SW 74th Avenue Project No. 17-4524 FIGURE 1 Tigard, Oregon I 14835 SW 72nd Avenue I GeoPBCific Portland, Oregon 97224 SITE PLAN AND Englneerms,Inc. Tel: (503)598-8445 Fax: (503)941-9281 EXPLORATION LOCATIONS 1 l i ,, f 'u a �` 1 11 r...� \ / f fal _......... .._, . ( , x \ \.\\\'..,:t ... 1 i 1.---- ,\ '.'.., , ..*%.. ' ' \-.. 1 ' 4 I ( I I, , / �,, _�` �•, `'/ . . = `-�.,..— '\) r , I TPA ,' • '\,\�"-,-..---\----Wes •`' .1 �'�/ ``` _ `• s �'•, — �T "'1 —` —^�.. ISO'SETBACK TO OGE fSF WETLAND i:\ I . _ �_-- ';^-i•=.:. `� l 4 Syli;CK TO TOP OF 25't6 SLOPE ."` .'�, ' �t�=+ / `7S 3ETBACi(TO TOP OF 25%SLOPE ""vl,\1 f „�-` I ---- — --- 1 1- �/ TOP OF25%SLOPE•-.. `�ii \.- t. :4669.73 SO FT—.--t.,��\�• x; i $ ' ,. T�y•✓•" I I 6'"ACRES ` "",f 1 RECOMMENDED REDUCED 25 • t - ... " , FOOT TOP OF SLOPE SETBACK Imo— _z 3, , w . 111 — R�. :. 643e.23 SO FT >' 1 � .. I . 0.19 ACRES P. ` ..- ` ryZ^`� S �'�"��-...._ I..�. 1 A w \ ter .w, .__._- � N'. ? 0:0--',-/e/9"- _, ,. ,. N.-- - —__,t ._._ \)_, ! , A("/,.44.0./„4,"„," . .i..,,\Iiio•: %it.----".---• = ..s.....,... / 't .""........ .. 1151 (0 .1.0 1 --t.;:_.,..,....--., --,_-- - 1.,...---...t ‘A......,. I I ';•• -(7,/,/,-1 07","`,>.. \ ' —k— , . ---",,,, "±:". TK____------''------_z—: .:.:-. 11411 r ��� f/l r a Imo. \ , ti.��,� ,--„.' TP-3 l� '' �oucES 1 i I f ` ' ". �. _�'r•• . ,----.._ . •re. , ,.... I #: I i % / /rf/ ..st v. '`.. '-.- {`5E40.54 50 FT _4 ;5000.00 SO FT\�'` I„ ammo o FT.1 .' Y -.11 i -1'• =-`ti.. / \7.6ffcSE OFT _�-'' '-..`•.�.__ a \\ '' ( j�._ • -- - ,..,..4----E--<_,-.. --\ s .., ----Cf. 4,i,,t.,____ __A -: --1(.:-.:-2,,......___ / / • -- � � - � North Y , 1 ..,.....----• , S ` Legend Date: 10/23/2017 g Drawn by: SM/EKR I TP-1 isi Test Pit Designation and Approximate Location (0-10 ) Depth of Undocumented Fill Encountered 0 60' 1 Recommended Setback APPROXIMATE SCALE 1"=60' Project: 9777 SW 74th Avenue I Project No. 17-4524 FIGURE 2 Tigard, Oregon I Iry N1 14835 SW 72nd Avenue GeoPacitic Portland,Oregon 97224 TEST PIT LOG IIn,ineering,inc. Tel: (503)598-8445 Fax: (503)941-9281 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-1 Tigard, Oregon I N 2 E" T , '2 A--u� E� H cm �- mN I e a o a o E .= Material Description a l — ca, — z�" 3 co U m Moderately organic, SILT(OL-ML), brown, fine roots throughout, Isoft, moist(Topsoil) - 1 — 0.5 Medium stiff to very stiff, SILT (ML), light brown, asphalt chunks and wood debris beginning at approximately 2 feet bgs, moist(Undocumented Fill) 2 — 1.75 I _ 3-- 2.25 Medium stiff to stiff, SILT (ML)with sub-angulargravel, cobbles, asphalt 9 P debris, and wood debris to approximately 10 feet bgs, moist to wet (Undocumented Fill) 4— 1.25 I 5- 6- 7— I8 I9 I 10— - 4 Medium stiff, clayey SILT(ML), gray,wet, with some fibrous roots (Willamette 11— Formation) Test Pit Terminated at 11 Feet. I 12— Note: Groundwater seepage encountered at 7 feet at approximately 1 gallon/min ILEGEND V Date Excavated: 4/10/2017 d 100 to Bu5 Gal cket eev . Logged By: SM t00o — Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I • jY\I, 14835 SW 72nd Avenue I GeoPacific Portland,Oregon 97224 TEST PIT LOG Engineering,Inc. Tel: (503)598-8445 Fax: (503)941-9281 1 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-2 Tigard, Oregon a, 111 t U 2 in. fn (1) y a C o a�, F. liv — �" o m U Moderately organic SILT(OL-ML), brown, fine roots throughout, loose, moist (Topsoil) _ I I - 1.5 2 — 1.75 Stiff to verystiff, SILT ML , light brown, micaceous, trace roots throughout ( ) 9 9 upper 4 feet, orange and gray mottling, damp to moist(Willamette Formation) 3-- 2.25 4— 2.5 5 6— 1 Medium stiff clayey SILT(ML), brown, occasional subtle orange, black and gray mottling, damp to moist (Willamette Formation) , 7- 8 1 9— 1 10- i Test Pit Terminated at 9.5 Feet 11 — 1 Note: No seepage or groundwater encountered. 12— 1 LEGEND I Date Excavated: 4/10/2017 t to Sue um t a� �� Logged By: SM tWBg Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment 14835 SW 72nd Avenue GeePI itic Portland,Oregon 97224 TEST PIT LOG IEngineering.Inc. Tel: (503)598-8445 Fax: (503)941-9281 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-3 Tigard, Oregon a c N N a N N v O w N t V O NN co O E O NO C Material DescriptionI a) avo a o . co Moderately organic SILT (OL-ML), brown, fine roots throughout, loose, moist I - (Topsoil) 1 -- 1.5 2- 1.75 Stiff SILT(ML), light brown, micaceous, fibrous and woody roots throughout upper 3 feet, orange and gray mottling, damp to moist(Willamette Formation) I - 3- 1.5 4 1.5 5- I 6- - 7-- Medium stiff clayey SILT (ML), brown, occasional subtle orange, black and gray mottling, moist (Willamette Formation) I8 I9 I10 II 11- Test Pit Terminated at 10 Feet - I 12- Note: No seepage or groundwater encountered. LEGEND = �. Date Excavated: 4/10/2017 100 to u�kei d Logged By: SM �,aao g - Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I 14835 SW 72nd Avenue I GeoP ific Portland,Oregon 97224 TEST PIT LOG Enrneering.Inc. Tel: (503)598-8445 Fax: (503)941-9281 1 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-4 Tigard, Oregona) i a)� L V 2 U) N N C fe c) a ;, o a - 5 Material Description �v to - z� � o co 0 Moderately organic SILT(OL-ML), brown, fine roots throughout, loose, moist (Topsoil) - , 1 - 2.5 2— 3.25 Stiff to very stiff SILT(ML), light brown, micaceous, fibrous and woody roots throughout upper 2 feet, medium to heavy orange and gray mottling, moist 3— 2.75 (Willamette Formation) 4— 3.0 5- 6 i Stiff SILT(ML), trace clay, brown, occasional subtle orange, black and gray 7 mottling, moist(Willamette Formation) 8 1 9- 1 10— ' Test Pit Terminated at 10 Feet I 11- 12— Note: No seepage or groundwater encountered. LEGEND Date Excavated: 4/10/2017 .o.. 7- Gal 100 5 t Logged By: SM I 1,000 g Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I I GeoPacific Engineering,Inc. Real-World Geotechnical Solutions ' Investigation • Design • Construction Support November 27, 2017 Project No. 17-4765 Jesse Nemec JT Smith Company 5285 Meadows Road, Suite 175 Lake Oswego, Oregon 97035 jnemec@itsmithco.com SUBJECT: INFILTRATION TESTING RESULTS 9777 SW 74TH AVENUE TIGARD, OREGON This report presents the results of infiltration testingconducted byGeoPacific Engineering, Inc. p (GeoPacific) for the above-referenced project. Preliminary site plans indicate that the proposed development will consist of a 7 lot subdivision for single family home construction, a portion of a new public street cul-de-sac, driveways, and associated underground utilities. This work was performed in accordance with the GeoPacific Agreement for Geotechnical Services, dated October 27, 2017, and your subsequent authorization of our proposal and 'General Conditions for Geotechnical Services. The site is approximately 2.80 acres in size, and is located on the northwest corner of the intersection of SW Red Cedar Way and SW 74th Avenue in Tigard, Oregon (Figure 1). The site contains a single tax lot and is associated with the address 9777 SW 74`h Avenue. A residence constructed in 1970 and a detached garage of unknown construction date are located on the central portion of the site. The southern portion of the site consists primarily of dense forest, brush and tall grasses. An unnamed tributary of Ash Creek runs east-west through the northern portion of the site and enlarges into a pond and wetland area in the center of the northern half of the property. The creek and wetland area is surrounded by wetland vegetation, brush, and forest. The site is bounded by residential properties to the north and west; SW Red Cedar Way to the south; and SW 74`h Avenue to the east (Figure 2). Topography on the majority of the site is gently to moderately sloping to the north at grades of 10 to 15 percent. Steeply sloping gradients (exceeding 35 percent) are present along the eastern portion of the driveway where the site slopes down to the north toward the creek and wetland area. Elevations at the site range from approximately 240 feet above mean sea level (MSL) in the southwest corner of the site, to approximately 199 feet MSL in the northwest portion of the site. It is our understanding that the stormwater facilities will be located on the southern portion of the property. I 14835 SW 72°° Avenue Tel (503) 598-8445 Portland, Oregon 97224 Fax (503) 941-9281 November 27, 2017 I Project No. 17-4765 INFILTRATION TESTING I On November 3, 2017, a representative of GeoPacific performed two encased-falling head I infiltration tests in the approximate locations shown in Figure 2. The tests were conducted in the bottoms of test pits at approximate depths of 5 and 6 feet below the ground surface. The infiltration tests were performed in 6-inch diameter Shelby Tubes at the bottom of test pits, I labeled TP-5 and TP-6, excavated with a backhoe subcontracted by GeoPacific. Native soils encountered at the infiltration test depths consisted of SILT (ML) in test pits TP-5 I and TP-6. Regional mapping indicates that groundwater levels in the site vicinity are shallower than 20 feet beneath the surface (Snyder 2008). Groundwater was not encountered during this study. Soils encountered in the test pits consisted of moderately organic SILT (ML) with fine and woody roots throughout the upper two feet which graded to stiff SILT (ML) with increased depth. The native SILT (ML) extended beyond the maximum depth of exploration in both test pits. A brief description of soils encountered in the test pits is presented in Table 1. Table 1 - Soils Encountered in Pit Excavation I Depth Material Log 0 to 24 inches Moderately organic SILT (OM) with fine and woody roots throughout, moist, loose, Topsoil 1 to 6 feet Light brown SILT (ML), dry to moist, stiff, medium to heavy orange and gray mottling, Willamette FormationI The native soils at the infiltration test depth in the test pits were pre-saturated for a period of over one hour. During the tests, water levels were measured over regular intervals with approximate head pressures ranging between 12 and 18 inches. Approximate test locations are illustrated on Figure 2. Table 2 presents a summary of our infiltration test measurement I results Table 2 - Results of Infiltration Testing I Location Depth Infiltration Rate Soil Description TP-5 6 feet 0 in/hr SILT (ML) 1 TP-6 5 feet 0.2 in/hr ® l The test results indicate that infiltration rates at the site are low due to the fine grained soils. I The measured rates reflect both horizontal and vertical flow pathways. CONCLUSIONS AND RECOMMENDATIONS I Based on results of the soil infiltration testing, near-surface soils on site exhibit low infiltration rates. Groundwater was not encountered in test pits advanced to a maximum depths of 6 feet. No indications of seasonal high groundwater were observed in the test pits. Depth to I 17-4765-SW 74th Ave Sub_lnfiltration Testing_JTSmith 2 GEOPACIFIC ENGINEERING, INC. 1 1 November 27, 2017 Project No. 17-4765 groundwater indicated in published USGS mapping is shallower than 20 feet below the ground surface (Snyder, 2008). ' In test pit TP-5, no measured vertical infiltration rate was observed under a falling head pressure of 12-18 inches. In test pit TP-6, the measured vertical infiltration rate was 0.2 inches per hour under a falling head pressure of 12-18 inches. These infiltration rates do not ' incorporate a factor of safety. For the design infiltration rate, the system designer should incorporate an appropriate factor of safety against slowing of the rate over time due to biological and sediment clogging. 1 1 1 1 1 1 1 1 1 i 1 1 1 1 17-4765-SW 74th Ave Sub_Infiltration Testing_JTSmith 3 GEOPACIFIC ENGINEERING, INC. November 27, 2017 Project No. 17-4765 ' ENVIRONMENTAL CONSIDERATIONS AND LIMITATIONS Subsurface stormwater disposal systems have the potential to affect groundwater quality, since ' they provide a more direct pathway for infiltrating surface water to reach groundwater aquifers. Consequently, disposal systems should be constructed and maintained in accordance with Oregon Department of Environmental Quality requirements for groundwater protection. ' Infiltration test methods and procedures attempt to simulate the as-built conditions of the planned subsurface disposal system or systems. However, due to natural variations in soil ' properties, actual infiltration rates may vary from the measured and/or recommended design rates. All systems should be constructed such that potential overflow is discharged in a controlled manner away from structures. We appreciate this opportunity to be of service. Please call if you have any questions. ' Sincerely, GEOPACIFIC ENGINEERING, INC. "t<•1, NEpeSS/0 41-: 14743' '4 ' 'I/ OR- 0 I `/ EXPIRES:06/30/20, Steph Morris James D. Imbrie, G.E., C.E.G. Staff Scientist Principal Geotechnical Engineer Attachment: Figure 1 —Vicinity Map Figure 2 — Site Map and Exploration Locations Reference: Snyder, Daniel T., Estimated Depth to Ground Water and Configuration of the Water Table in the Portland, Oregon Area, U.S. Geological Survey, 2008. I 17-4765-SW 74th Ave Sub_Infiltration Testing_JTSmith 4 GEOPACIFIC ENGINEERING,INC. , 1� I .// 14835 SW 72nd Avenue I Higinee GeoP , Portland, Oregon 97224 VICINITY MAP rfng.fnc. Tel: (503)598-8445 Fax: (503)941-9281 kT1 T 7 . i — y. - r� _-ti -- r . rt -=ice.` J �� ' IP 0,,,,,,s11Cler r \iiigr—1/.--',,e ...... --,,fir.,;..,„-_..,..7-,-e7:---x.:,1,_ rro I f'' tW r. 3T � ' •- r i , ,--k;, , ..--.„ , ..stc___rb. - Jr i .. 6, ---. ... ----.4.1 %yr (01 rk..., -t w a � ,v, 4 x .. ry-' `4 ., ti+ 1 1 _ r' j p w�si y c tF: �w is ra _ t �; !"+�• , ! J t 7 )"ter` i '" �'1 +K rfw;,.s �3 C r..,..ik•--7....Ailtirrr,-.:2 -::„ ,:,...,...,11-Tigf 1 ' %,„ ' fiC „_:,..jz.34„,e.., Ilititvora 1 t� i—i-*I �zt �" t`R .F •!' ;, i.rsNipk" a ( i .'` :'� ._.C�L.�j _ �l �' �iii ' - • •+ 1 to il..a.."..PE 'rj r ' ! �1j1 III; '11 i I 1 u . .1, kill ji./.11., - . ,� e�� _#�i` - fir. �n�'1. �_ _. _ . G ' ill; � -_.te- .��, o: � V � r1K!� r h pit . ----..,,,e_ ,,,.1 , ,,,, ,._ ,,; 616,04(J.. p s 1,4164, lik L4 -, 1 4 , '( stAlf. i' 1 1 y >•a s• i.ex.:..:1, ;, ; . 1\ ........41:, , ,., ..-, ....-1, ,R1 , ,,,,, t r - ...__.. , L.-----_\_-...;,„:„.T...; :P. ,robi'i.„-'‘'.----.41'L'AG., k.......----'2 10 511•1 ,- „ma. 6**;.::tli . 1 1i� tP lk Ire � y . sr ` ,� � ! J � II / �Gj l / .. ,r ~5 f . " • Y I, g . Y _4:h;:k"4:i:w.ai' —f V .i / A - y f :Tiro,' . J } 4* if a I F1114.1. ali,hill 44 -'' ''''..*". 1-irilil ..„:1'..,=1=t _ ,, ,h. ,, ‘. _ p ''''' ''.**-.....0 .- -_.'.... 7 . ,, ..._ - .r ? , ce,,t\,t Ivt,s....1%....- ry, -,.,1",).k ,.'4 ---.- l'' I?i C.-----.1 !} '• ir+1' L , ,,_,,, ��. J. � 3-r .y yy"#yam.+ ",/'^�`° \.�k ' •Iil vmar , 211114 i'l • �✓ __ a. --,.. . � '!R'�" ell ,, < ,i1 Ck ._ —e ""-� , t!', t , / , ,I , .- ' = )„. 1 SUBJECT SITEc "" ; >r iii...;§(11, r leaf it 't �,,. `"y IN �t 714— s3i: �`Jt! y,rrei3 .:s ' '-• f♦ )‘• �� teri .���/ ,y %� ./ { ii.k(....\;.1,11:;:(.:417:. iNORTH ";'"� ,'; '''' � `y `� I - ,,� '' •k 1/4... ..ir.'.‘' ;4z ,... ya �- �= ,.. l.} ._ 'SI 1 t tit ��y ` u�"' � ' J i { N 644� I 4 '�J .4.� .. 1 . � y c .......cl ' Legend Date: 4/13/17� Approximate Scale 1 in =2,000 ft Base map: U.S. Geological Survey 7.5 minute Topographic Map Series, Beaverton,Oregon and Lake Oswego,Oregon Quadrangles,2011 IProject: 9777 SW 74th Avenue Project No. 17-4765 FIGURE 1 Tigard, Oregon 14835 SW 72nd Avenue I GOOF ; .. Portland, Oregon 97224 SITE PLAN AND En01ncerinn.Inc, Tel: (503) 598-8445 Fax: (503)941-9281 EXPLORATION LOCATIONS ' �Ate'' �:---<•-.- ---.. .=—,� ...) //,,.. 4' .�" �, . r ``Yv� 7/1 G!!dl �< y. s i i i , ...../ \\.. 1 \\I : .. .. 1 ( I 36 `✓• k % r �/� �,\\NN,,.. •• `, yf r,., _'. j y'``"._ / 5 •t ^. 50'SETBACK TO OGE OF WETLAND ...- .. ` , .A.:7._1 �~ ("°r" 1.36'SETBACK TO TOP OF 25%SLbFE.. `'`��' �_,— _ I -_; - ._• ;`^ ---V ,. f 15'SET BACK- iOTOPOF25 SLOPE v- s e" „t�1� � TOP OF 26%SLOPE-._ 1 i 1 , 1. �._ `� ;�, %:r ---'�! •` ! r\ , •�. . I t..:,;488873SQFT.,, L "\ ^'f,�i. a�',� i k4� a�:=�' .p, .'1/_/tr„/,.. V- .1__—. 0.r1neRtt.1��RR - ;J.. RECOMMENDED REDUCED 25 - -"L -4=- -�V . . '• • � ; FOOT TOP OF_SLOPE SETBACK • x.� ,..- •! ._8436 23 SO Es `" .'�`: �(SS+�P /.!ter"'_.'. l '` �� I __�__ R....; ' 0.19 ACRE8 `. �f •�2;;���� '-'�` •- - - •- r. .. • f iii l . ��_ /�r TP-6,,/ 1. 1_ ,--•c - L " =_ . `^�- ....... .7 .,,,,:. , ..,.._. ti *,:.: .'/4 ,./..„'›V/7;,.. s ,,.; ., t / 1 &et(..Vi(s ,_I 1 4/.• .. ......:11---r;.: 1:1:7„.... -7.riL5r...\_s_114.- ' fl?,1,t, , / ; - yJ :1)17:- ' -.3�• \ l'', .6160 FT,.. �6000.00 SO PT 00O6.OJ 80 FT, 1� 0.16 ACRE8 I ':,. � ::: �..,^ 8.18 AFREB '7 ( r-------------------- (-- 18 �_AI - ,- t i <� ` TP-zY e ,:\1 r. _s - \\ -_1 �l ._. ... . North Legend Date: 11/21/2017 I Drawn by: SM/EKR TP-1 eil Test Pit Designation and Approximate Location (0-10') Depth of Undocumented Fill Encountered 0 60' I i 1 - - - Recommended Setback APPROXIMATE SCALE 1"=60' Project: 9777 SW 74th Avenue I Project No. 17-4765 FIGURE 2 j Tigard, Oregon