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Report g-zo20- 002i-7 1 YSTORM WAT E1rcr-sc'''' z REPORT 7' I Q RED CEDAR ESTATES TIGARD, OR I (11 W ® D August 14,2020 I 0 Revised from August 8,2018 FEIN z OFFICE COPY =NJ - Prepared For: W U J.T.Smith Companies 1 5285 Meadows Road,Suite#171 0 Lake Oswego,OR 97035 I v,) u i ,, cos)PROFFS ,cc., <y\GINfF ,"7%Z 1-- `C 7449 PE '-- I kj OREGON I 'rFFP E . F'3'‘cc'- ° Z RXPIRES 12/31/2021 CC fW Z Prepared By: 1 u 31 Consulting,Inc. Z 9600 SW Nimbus Ave.Suite 100 Beaverton,Oregon 97008 I wilimm") LU Project No:17383 _ 1BC 5 I ,' u I 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 II Post-Developed Basin Areas 6 HYDROLOGIC 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 I Water Quality Guidelines&Calculations-SW Red Cedar Way 10 WATER QUANTITY 10 Detention Guidelines 10 Detention Facilities-Onsite Development 10 I 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 1 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 1 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 I I I I 1 I I I I I I I I 1 Red Cedar Estates Storm Drainage Report Page 1 of 13 I I I hereby certify that this stormwater management report for 9777 SW 74th Avenue has been prepared 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 I will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. I 11 I I I I I I I I I 1 g .1?-,r Red Cedar Estates Storm Drainage Report Page 2 of 13 I EXECUTIVE SUMMARY 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.All existing structures and the driveway will be demolished for the proposed subdivision. 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. 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 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. I I I I I i I Red Cedar Estates Storm Drainage Report Page 3 of 13 PROJECT DESCRIPTION The proposed project will consist of subdividing 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 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 in the right-of-way.The design of all stormwater facilities will follow the Clean Water Services Design and Construction Standards dated April 2017. The 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 1 and Construction Standards. Ea atd 6 nNla4 . S 3 9eaverlon &a ; VCWttff➢ . aalegl Hilh � i'aal Is Fxndd een e.,e i_isw�e Lahrrd Part Oak:sm:;ye.TeM Po*Q l ... u1x;NavnH f4vr VH.m tenu:0 SITE LOCATION I I - OR:cervde4 Hq0 s-gonl 'eek Stale PiatralArea ,?ogress Ridge Tigard lownsquere Ie ra.ecseeg+ OVLL 1.10NrAIN ..I.....,-i . Figure 1 -Vicinity Map I I I I 3J� I IRed 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 V 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 I geologic mapping indicates that static groundwater is present at depths less than 20 ft below the � existing ground surface. I 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. IExisting Hydrology Runoff from the site generally sheet flows towards the north into South Ash Creek. Elevations on the Isite vary between 236 in the south to 197 in the north. Existing Basin Areas 1 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). IExisting Onsite Basin Area ft2 Acres Impervious Area 9,620 0.23 IPervious Area 112,122 2.57 Total Area 121,742 2.80 ITable 2- Existing Onsite Basin Area Existing Onsite Basin Area ft2 Acres I Modified Impervious Area 7,343 0.17 Undisturbed Impervious Area 13,975 0.32 Total Impervious Area 21,318 0.49 IPervious Area 6,016 0.14 Total Area 27.334 0.63 ITable 3- Existing Public Right-of-Way Basin Area I I J/ i 7 Red Cedar Estates Storm Drainage Report Page 6 of 13 POST - DEVELOPED CONDITIONS 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 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 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 public right-of-way on SW 74th Ave (See Technical Appendix: Exhibits - Post-Developed Site Conditions). Post-Developed Onsite ft2 Acres Basin Area 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 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 Area ft2 Acres Impervious Area 24,594 0.57 1 Pervious Area 2,740 0.06 Total Area 27,334 0.63 1 Table 5- Proposed Public Right-of-Way Basin Area I IRed Cedar Estates Storm Drainage Report Page 7 of 13 1 HYDROLOGIC ANALYSIS DESIGN GUIDELINES I Design Guidelines I 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. 11 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) I 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 I runoff after the development.The increase in runoff was used in the downstream analysis discussed later in this report. I 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 111 events used in the analysis, which were used as multipliers for the Type 1A 24-hour rainfall distribution. I Recurrence Interval Total Precipitation (Years) Depth (inches) I 2 2.50 10 3.45 I 25 3.90 100 4.50 Table 6 - Design Storms i RUNOFF PARAMETERS I 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). IIThe 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 I around the vegetated buffer that will not be disturbed is 70. A curve number of 98 was used for all impervious area. I 3J'' 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). Existing Increase in Recurrence Runoff Rate Post-Developed Runoff Rates Allowable Interval(Years) (cfs) Runoff Rate (cfs) (cfs) Release Rate (cfs) il 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 HYDRAULIC ANALYSIS AND DESIGN • CHARACTERISTICS System Characteristics The proposed conveyance system is designed to convey and contain the peak runoff from a 25-year , 1 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. 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. IRed 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 I 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 I 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. I 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 I 74th Ave). During the 100-year storm event, there will be no out of system flooding with at least 1.90 ft of freeboard. ISystem Performance - SW Red Cedar Way During a 25-year storm event,the proposed conveyance system will operate at or below 0.94do with Ia 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 I 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. I WATER QUALITY I 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 I 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 Ieach 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. a Vegetated Filter Strips Each vegetated filter strip will be design following the minimum requirements below and CWS Drawing NO. 796. I Water Quality Guidelines & Calculations -SW 74`h Ave I 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 II40.3J� Red Cedar Estates 1 Storm Drainage Report Page 10 of 13 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 r, 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. 11 Per the Jackson Woods Storm Drainage Calculations, there are four houses draining to the system inar 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 (ink= 718 ft3 12 (in/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. Detention Facilities - SW 74`h 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 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. No changes to the existing detention pipe and flow control manhole are necessary to meet CWS I 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 1 - XPSTORM Runoff Data and Conveyance Data for SW 74th Ave). The link named P-SDMH 3-3 is the outfall for SW 74th Ave. Recurrence Interval Predeveloped Post-Developed Post-Developed (Years) Runoff Rate(cfs) Runoff Rate (cfs) Release Rate(cfs) 2 0.06 0.21 0.08 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 I Detention Facilities -Weigela Terrace The sidewalk improvements along SW Red Cedar Way that drain east towards 5W 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 I Technical Appendix:XPSTORM Output-XPSTORM Runoff Data and Conveyance Data for SW 74th Ave). The link named P-SDMH #4 is the outfall for Weigela Terrace. I Recurrence Interval(Years) Predeveloped Post-Developed Post-Developed Runoff Rate(cfs) Runoff Rate (cfs) Release Rate(cfs) 2 0.52 1.07 0.43 I 10 1.02 1.76 0.84 25 1.27 2.11 1.10 Table 9- Basin Runoff Rates and Release Rates for Weigela Terrace IDetention Facilities - SW Red Cedar Way The existing detention system consists of a 96" diameter, 42' long underground pipe. A flow control I 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 3J 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 I (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 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 3 74 of a mile or until the additional flow is less than 5%of I 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. I • 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- Jackson Woods Storm Report. • All other basin areas were calculated using GIS data and Clean Water Services'Sanitary Sewer and Storm Sewer Map. I • Cross-sections for the creek were taken from GIS Contours. 31 1 ' Red Cedar Estates Storm Drainage Report Page 13 of 13 • 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. I Following Table 2-2a Runoff curve numbers for urban area, residential districts with an average 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). 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 Y4 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 of flow in the creek from the proposed subdivision. Peak Runoff from Total Flow in the I Storm Event the Proposed Site Creek(cfs) % Flow in Stream (cfs) 25-Year 1.14 33.26 3.4% I100-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 I Appendix: Downstream Analysis - XPSTORM Conveyance Data). Table 12 & 13 below shows the existing and post-construction water surface elevation at the 72-inch culvert. INode Existing Stage (ft) Post-Construction Freeboard (ft) Stage (ft) 1 Culvert Out 195.07 195.08 14.10 OUTFALL2 193.50 193.52 15.66 OUTFALL3 189.86 189.88 13.00 I OUTFALL4 188.04 188.06 9.94 72 IN CULVERT 183.49 183.50 8.50 Table 12- Peak Storm Stage for 25-Year Storm '°.-- 1 3) 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 15.61111 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. I I 1 I I 1 I 9777 SW 74'h 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 741h 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 Hydrographs - Existing Runoff Hydrograph - Post-Developed Runoff Hydrograph 1 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 I - 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 1 - 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 3J'' 9777 SW 74'"Ave Storm Drainage Report 11 REFERENCES 1. Design and Construction Standards for Sanitary Sewer and Surface Water Management Issued April 2017- Clean Water Services I t 1 1 1 1 I 1 1 t I i 1 � 3J rwP- CA m X WIN 1118 SW SW 011 110 SW SW N W WO WI SW ow In am in Er as IHydrologic Soil Group—Washington County,Oregon I Hydrologic Soil Group Mapunits symbol Map unit name RatingAcres in AOI Percent of AOI Y 19C Helvetia silt loam,7 to C 2.5 56.5% I 12 percent slopes 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 Hydrologic soil groups are based on estimates of runoff potential. Soils are I 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(A/D, B/D, and CID). 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 J 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. IGroup 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 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 material. These soils have a very slow rate of water transmission. I If a soil is assigned to a dual hydrologic group (A/D, 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. III USDA Natural Resources Web Soil Survey 8/6/2018 'aim 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 I 1 I I 1 ii V I I tSDA Natural Resources Web Soil Survey 8/6/2018 Conservation Service National Cooperative Soil Survey Page 4 of 4 I I Chapter 2 Estimating Runoff Technical Release 55 IUrban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas I/ iiii IICurve numbers for - Cover description hydrologic soil group I Average percent Cover type and hydrologic condition impervious area 2/ A B C D I Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)at: 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. I (excluding right-of-way) 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 I Paved;open ditches(including right-of-way) 83 89 92 93 Gravel(including right-of-way) 76 85 89 91 Dirt(including right-of-way) 83 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only)Al63 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 I Urban districts: Commercial and business 86 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 1/4 acre 38 61 76 .83 t 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)i 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). I Average runoff condition,and I,=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 I Table 2-2c Runoff curve numbers for other agricultural lands u Curve numbers for i 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 grarbtg.W 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.;/ Fair 35 56 70 77 Good 30 4' 48 65 73 1 Woods—grass combination(orchard Poor 57 73 82 86 or tree farm).5' Fair 43 65 76 82 Good 32 58 72 79 1 Woods.4 Poor 45 66 77 83 Fair 36 60 79 Good 30 4 55 70 77 1 Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. r Average runoff condition,and 1,=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 11 I I I (210-VI-TR-55,Second Ed,June 1986) 2-7 t I I8-A-14 Channels ITABLE 7: HYDRAULIC ROUGHNESS (MANNING'S n) VALUES OF NATURAL CHANNELS AND FLOODPLAINS IChannel Minimum Normal Maximum I A. Minor streams(top width at flood stage less than 100 feet) 1 1. Streams on plain I a. 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 0.050 111 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, or floodways with heavy stand of timber and underbrush 0.075 ).100 0.150 1 I IODOT Hydraulics Manual i 111 LEGEND 1 -- PROJECT BOUNDARY I -- RIGHT-OF-WAY LINE o I — RIGHT-OF-WAY CENTERLINE 9 EASEMENT LINE i``• I SD EXISTING STORM DRAIN ;��; 100 EXISTING MAJOR CONTOUR �=. \I;� , ;.1�',j��X� 1 •• 111 92 EXISTING MINOR CONTOUR i \ \ re �� 1 i•' •` ' ` C� EXISTING STORM MANHOLE / \\ \ \\- 2453 � \ ` `�' ` ,.. . O EXISTING STORM CLEANOUT \ /. 4 EXISTING IMPERVIOUS AREA- ONSITE �. \ \ \ g3' _.e IIMODIFIED IMPERVIOUS AREA- RIGHT OF WAY \ ;,- 7.- — — `., -.\'- b - - I I TOTAL SITE AREA - 2.80 ACRES i= --- -------=--- - *' ,, -.'- E= = I' �! IMPERVIOUS AREA - 0.23 ACRES �'q :/:.::::::::::_______ r' ii.,:-:,:,,,,,: : ::::: I' PERVIOUS AREA - 2.57 ACRES :::::::,...., '''= - _ %' _ MODIFIED IMPERVIOUS AREA - 0.169 ACRES (7,343 SF) ' 4 --_ : 1 - --" ---I-- _ -. _VS' -;:- - ----_-_-- =- ,, _ _ _ IF If , .--„ __ WOE- -------------- '�\' SCALE: 1" =60' h 19777SW74THAVENUE I 08/08/2018 I J.T. SMITH COMPANIES EXHIBIT 1 - EXISTING CONDITIONS 3J CONSULTING CIVIL ENGINEERING I WATER RESOURCES I LAND USE PLANNING I BASIN TOTAL BASIN AREA IMPERVIOUS AREA PERVIOUS AREA CN DRAINS TO (ACRES) (ACRES) (ACRES) 0 0.091 0.061 0.030 79 LOT 1 -- - - 2 0.109 0.061 0.048 79 LOT 2 `ti• I O0.099 0.061 0.038 79 LOT 3 \� T $; l .l I_ ',y ' / e '\ 3 i ;% ' 4O 0.142 0.061 0.081 79 LOT 4 I 0 0.170 0.061 0.109 79 LOT 5 _/ i/ ,, % ` ,/ .1 y L. O6 0.114 0.061 0.053 79 LOT 6 a ,� } 1 /� 7 0.120 0.061 0.059 79 LOT 7 I ` \ \ < �� \. `` `{,' i -a ...:i I O 0.214 0.178 0.036 79 SDCB 01 = \ 4 � - - �. .:1,:‘: _ 1 0.074 0.065 0.009 79 SDCB 02 ‘1:: ;;,,. .. �� s''�� ►� _ = � ; :-mac--- - 0.057 0.049 0.008 79 SDCB 03 ::\_:::,1,,,:ttL: i;;= y};, hp O I _., _,,,.::::,,,, , , , 11 0.128 0.108 0.020 79 STM CB D-2 1 • `, /::=-: = -_ ':. !: I 12 0.159 0.129 0.030 79 STM CB D 1 �'sfAI& -'=-'`'" _ ,_.-, r �.i use_ _ _ _ 13 0.188 0.162 0.026 79 SDCB #1 ��fi4sraSt,.--;,=•S irr �`�.. I 14 0.194 0.184 0.010 79 SDCB#2 ,Q r C ' i' r ;.'YL k...-.1 , - -- '� , - -':..-----_ :.. iI i1#1±L 1.I\'l1\L_laQ:r4Ii1i itKt,i.-.--.b1r-af-k--.--, ,i llll _ , ��`'` - . p __ 1 O i _ , I1 : rI1iiql 1I. 10i1 I r'tk14*041'"V 041o4i i•o.1.g_*l i rk - � _141 11 �Ml . � . � N O tro- t�i = ` 14 c ~7. W E 1 - _ _ / ! � C� /� is •.• rip\ SCALE: 1" =60' 1111.111 I 0 60 111 9777 SW 74TH AVENUE 08/08/2018 1 J. T. SMITH COMPANIES EXHIBIT 2 - PROPOSED CONDITIONS 3 J CONSULTING MIL ENGINEERING 1 WATER RESOURCES I LAN➢USE PLANNING 0 Z 0 WW NW M WI NOit W r w ON N - WW WE r NO - OM I' 421F 96'CMP DEI9JION PIPE LOTS din-�mn LOT LOT9 S�.00M(ASB.M 1) `EQEOFAOf�S 'JACKSON W000� • _F` 1 © I RIM222FCMH �V� �A61Nifq /O, / • / E96 IN u+ Z r 80069PE ',\ 411% . E96'WN.21&50(ASBRIILL LOT t •1�` .� Ua'•: / Lp7q I E12 OUT S.213201ASBULT) TAX LOT 9900 a -- N STII WgMI MAP 18r125CL / I^ OREGON •:TE ® .'BIP� 1'•r" +ke i © RIM21&98 / ny 4,1" n.TO�a Qa tritir / _ w� a©v i �•. IE 1Y OUT S.209.72 / SCALE a•=NY 1'`f A'.'9F�e� N �. �1 _ �7• - !e TEN = // A © '. ,.� t `�' EMI / D 20' 4O' IO?96.Ofi2WM) s •;f .-/: • TAX LOT 9M• LOT >Tr/i a• ' • - ©' . \`@. �� . � �..; ::r i WVt}1@SCD 71RACT�M �� _ TAX LOT 9100 B/ i \ '` '; ` 0. • .? 'A \P r� \ zf0 -__ DEMOLITION KEY NOTES 'i s'M s`Y r. �I` ��., 'I. .. .. O POB.O&M S 9EC MAP,O-1.29GD o a ', _1 _ Y_ y Y . �� N it �� 1 SANCUT OUSTING ASPOLTtCONCRETE SURFACING AT 55 _ T � �l�,, �l^s _�-- 1 • �� ' /{T� LOCATION BH]wN. I 1 £ ',/ IE6 INNW.2318O INWKF Ct :� r \�40 \ 0 �,..- \ ,� --T / /./• ' • `,• ISSUED FOR v .© y 1,' �q ," / I / • ( 2 DISPOSE�c ITE IhsPHALrJcoHCRETE SURFACING AND CONSTRUCTION SET II 01 s- '©' E NXOVTE23159 • '•_• r ® © @ .'i . v/ -- ., .r "'2S• / ! O -- -- ``\ C., A '©, ' LI --: 1�'` : :• @ }y ,J'{f''" :"� f;+ ':l:�� (f��!' Q REMOVE OfIsnNO FENCING AND ASSOCIATED `\'` M a . ., `� 1/z E to GUilAv.�1HAe • t. !� r : /� j -j APPURTENANCES A1�DISPOSE OFF-SITE T P: / �,. 0 1Il II ti NAv.,/ . �•• -,To, sir �\ i J._ J I / �'. • ! / / \ REMOVE MID STOCKPILE EXISTNG CATCH BASIN FOR STM MH . -e1y&•"1� '-, ,'"a.•. ''� /` .� r k.Y. "� %'7 I L! RUBE EXTEND ASSOCIATED STORM LINE RIM 237.34 4 � _ IE OUT 12 E.226.96 s �' y�,- �" "-«' •r ...` • :d' `-� / �\ 8 IF- � `!•"` Q 'r Yt 11" �I PlD9 / -�-1 EXISTNG STRUCNRE TO BE DELIOLISHED.OEBPoS AND 1 w Z yCl. n �y . I: REFUSE TO BE DISPOSSED OFFSRE AT AN APPROVED ' LOT8 I. /�I }�*� i <^ I .�. ' A:, :.lice: !.°/ �. : J7,EDGE OF POLO //• .. \ lOOAiION. TAX LOT 5600 _ .� tff \ 1 '• .• , WATER /• /_._a '��_: .. MAP 13-125DC rat /' r :' _ q�, .`� S�'_' f / /1 < QB • REMOVE EXISTING GAS UNE AND DISPOSE OFFSITE S c" Ir r '� ��,• ; '• / EDGE m Q POWER CMETER OMPANY.BE DISCONNECTED AND RETURNED TO 14-1 u•IvL }.: ! '%•i r i\ ( ! / WAFER, \t.__.-o: POWER COMPANY. ,� I` o- ', "!' > i i.S _ $\' • / f„,`_ ..4„,K,f o • i� / �`\ 0 COMPAM'.GM tAETER TOBE D6COIAECTEO ANO RETURNED TOGAS Q-__ y' •!� • S e • 1et J /.: i �k5-IM .) r i i• 1 / a SAN MH FN� ' p..`;i A_ i N f t/, r, I / i.� sasitNG WATER STRUCTURE TO BE REMOVED.D1SP3SE RIM 236.78 ! �1 �, ^ e /;-` /; r / ` ••" ! / 9 / (J CP OFFSTE O m IE z IN W.229.60 ' c �i �5,/!•- /: 7 14kT1Ai� • / ch .� Q ~ ` N 1 IE e'OUT E 228.99 • ' 1 /1- ^ I B , !! j i �' f0 REMOVE DUSTING STORM UNE AND DISPOSE OFF-SITE. `W h BTM MH •' i 2 O I / / \ !. J ^ PC RIM 236.89 " •�'(\ , / :\' f. 5 r © �, -� / / 1//�• f I: 11 EXISTING POWER STRUCTURE AND ASSOCIATED 0 E \ O IE 121N W.224.83 t 2? ,�; fi @. JdP \ : ,� ! \` ,�� ``�� 0 APPURTENANCES TO BE RELOCATED TO MATCH C IE 80'OUT E.215.53 • i' ILL... _ 't i I i�a6. % n t p �'.: / / -1 •�}` / / k PROPOSED IMPROVEMENTS CONTRACTOR TO W 0 W LOT 9 • '1• • Y/ �'f� 1 s' �'c�. :'':'•.�. / // • �/ (. COORDINATE WITH PGE PROVIDER PRIOR TO ANY Q •`' )' _ � • N Y e i`'�©��'/'u 1r !`: / �.' MODIFICATION OF EXISTING UTILITIES � Q U' TAX LOT 6700 1 H' .f a SW •:: r 1 / L� 13_ j ,I -'4 r 1 Niv IRK i r / .\ Q OUSTNG GAB STRIIC ENT TO BE RACTOR T TO MATCH MAP 15-/29DC N,lil�l� A '«y.: ¢. ' / �M / AVE ,;' r i;,'/1 • / / � i 1 u .K gY' :A K,/ tl / / 1 - PROPOSED IMPROVE'MENTB.CONTRACTOR TO Z i O w Q ,. I FEEL 8 TAXIS-t'2O9 / COORDINATE WITH GAS PROVIDER PRIRTOANY <4 �i u • �, $\ •. 1 9 �, ': (• z,&W t� .©•' / NAP is-1a50C . MoaF1CAT10N OF DOSING UTILITIES. \ 2 W a W - - 4 ti �,f / / EXISTING UnUIY STRUCTURE AND ASSOCIATED Z Q O I �II. :t} :/ yp / RELOCATED MATCH W -____ m a O .'I7' -,7760-- - 7 �`4- �Z� © .. / E • / is /EXISTING 12 Y j/ • m 0 APPURTENANCES 13 PROPOSED IMPROVEMENTS. BEBEM CONTRACTOR TO O tt1__ I- te N ' �. i`\. A•. /' � 7 10 �'�. V� ..: i' / SANITARY SEWER • /f $ � COORDINATE WITH U11UTY PROVIDER PRIOR TO ANY = v n 3 u i 3 /� © yI //I ! / EASEMENT PER Q MODIFIGTON OF OUSTIG UTILITIES. 4.11 w { .1\ - Jr \S \ I ©:` L';-\ • / / BOOK 554.PAGE 677 i• 1 O Q r5 • I l r, • "lit 2 .& ... ! / if Q REMOVE EXISTING BLOCK WALL TO EXTENTS SHONTt r w j 1 , , _ - 1 ,.�i i / ! EDGE OF POND !''' ) 0 W n W:' : ./ r /' wr All - :, , •` - / / WATER \ •��5 IS IRE]OVE AND SIOLTQ'9E 00.4TING SIGN.CONTRACTOR TO ..J ` as ' i Qst�n y^.�/ ,4 COORDINATE WITH CRYOF TIGARDOPERATXRS ,•a LOT 10 Ai.... 1, 1 © I ,;/'. �;.,,' - d _ Z/ 'lam / < \ : ': OEPARThffNT PRIOR TO FINAL RELOCAffOt1 2V @.' (( T TERRACE- TAX g .^ Q j•% j"'1 °It� FT r, / \\ - - ` • / ,e REMOVE EXISTNG GUARDRAIL TO NFJJ2EST FIA.L PANEL. LOT 5800 'S I •' m J y � \ / n �e -~ J�\ li REMOVE O05nNG SANITARY TANK AND DRAIN FIELD IN ITS MAP IS-1-25DC t i- _ • .A. '7 / / . / T' Y ..„...i.... t_ �,E LOCATION V OFCMSF OFFSITE AT AN APPROVED LOGTNXI. � ' '. I ,��-Are-.+ \ ! •.-.- / / \/ \\ /,. �\ {�` '0‘I ':t LOCA7X)N OF SA LOCATE IS ASSUMED. W ui © '�� I 'J __ • I / / /\\ "' \ 1 '\ �'� ODNRMCTOR 70 LOCATE SYSTEM PRIOR TO DBUgfnom 011 I{ l I t�• I i / / / x /"�`�/J[� 1� N i:; ' REMOVE ANo STOCKPILE EXISTING PRIVATE LIGHT AND _I9 • D• ,L , « i�l ',� C \•• i / ' Y�!' X - � a �'•� I 18 ASSOCIATED APPURTENANCES AND wnRR1G.CONTRACTOR LOT t ^I • - , n • • `< • I / �/'./ TO COORDINATE RETURN OR OFFSITE DISPOSAL WITI P. I% "�• / _•-•-- TAX ? .'r_ HOMEOWNER. ILOT S-14B00 £ ��I �; + " ,I I1 • ':� .1 '". --r. / "" ��'" ��g. J -� •. 19 EXISTING OVERHEAD VTLITIES ON sw 74TH AVENUE MAP 1S-125DC .4• ' �.� I. • ' I ! "`` / / \\ fil \, ( FRONTAGE TO SUBJECT PROPERTY TO BE ` i� i I r / i F� ",�\y -�- .y�/r•. l �`- - `.� UNDERGROUNOED UNDER SEPERATE PERMIT BY OTHERS I RIM 223.a2 \ ;r w /\ ! V I "�'� / : I I4 IE OUT W.220.12 " i ��! '� i�l 4 / Y II ` it �,, _ AL ly 1:' ' f., ��'� .\ "• a.nu + r - PROTECTION KEY NOTES �y, STM MH - Ji; L. H//if/ < -''< V i,WE7�,1�.]gf�. :. ":' _i v / j. ' " �"" _ \ - .. : z v z 3 RIM 224.48 L' a.• ;4 ' /J .� Yao.•:::!' +- / 1 -!-_" i�, ' .-[ ii";, z IE 60'IN W.224.48 _ S' p, -•.11{ a`` 1 _ LL W O z i•.' < I / / :`�:" \ < m T PROTECT FXISTNG FENCING TO REMAIN. z a IE i2INSE.212.18 - f :I `( '� \ / I I / / :l \ /__ W c O r: i I • ' • : / / / \ 1 2 PROTECT EXISTING PAVEMENT/SIDEWALK TO REMAIN a i I Y.. 14 J' ,DUFF •` I A • .r' , , \ m' z W O STM CONTROL MR i' y `. N r .S f .E t70.3�©a<:'.' -)'. ,i '\ j • I ', _ 9 RIM224.ST TIP" .. ^ : , i / / �'"" _- \ - 9 PROTECT OUSTING CONCRETE BLOCK RETAINING WALL >iO '• •A / nHioLxFrour coNSTRvcnoN c. IE OUTSW.21212 _ E / _ J / sui MHIINLET ...-.' .• `: :.'M' ___ I /F L _ ____. a PROTECT EXISTING STORM STRUCTURE THRIXIC3,lOUi -. r - ' m I • I ;:•:• \i F .EDGE OF POND /- RIM 224.77 ` _ �/• ¢/ ,!: _ % WAT62 / ' ".�, : J \ CONSTRUCTOR. S;1 IE 12'OUTNW.218.BB i, n ` ' a . '1N i � ':, I" i !� . cc. 216____ __ IE 171N BE 219.18 I. e' /„ ❑8 PROTECT EXISTING WATER STRUCTURE THROUGHOUT , "3 .j . / ' ; \ •i 1 i, I i / y/r "$TM:. O', •7ETLYTI .. ` `•.t `. CONSTRUCTION. Z� '^ STD MH x • : ? + I• / .."'I _ ' A. .E 1B'NB1 zta f� 'W� / --- / �/ r�t-0, B PROTECT EXISTING SIGN THROUGHOUT CONSTRlX:T10N. 11 RIM 222.82 ',. .0 ', 1 IW 214 ;.( 'A. r <!<. F °:ti,1` / --?'' �/ \4� ❑ IE 12IN BE 217.90 ' !y- /� �' '<' ' •• :. ` - o Q IE INW.20679 \ \:, / - '. / . ANDFINISHEDp CB I/ .! aL RIM 22&09 T = I " @ \ GUL I �' 'S,- -,�_ \ �e PROTECT BUSTING UTILITY POLE THROUGHOUT O N IE 12•CUT i. er '1 -Q+: -� ,.._ :: ,E6'Rti-2a5'10 -`` © �� - -0 _' T @� CONSTRUCTION AND ADJUST TO FINISHED GRA[>E. U NW 242a • "� ' . _ , R0 @ ' = : i � / ili COORDINATE Willi UTILITY PROVIDERS PRIER TO GRADE I". ;!• T1.A. 1M1'. *.-• -*AM.1L' • - i - _ ,-r-� ADJUSTMEM w+ 9 X :t:..i. r4` _ �\ 7• '^ ;� Lal, Eli '20T ~ J „a ► i- C - a �. 11_\`\ ES'NS-99 oo. �% E120URE gROLwuL �.`�«� --�P I yby ''/9+ _ 1q3D{i.01-1 _n 'Y _- "1 - u • PROTECT INFORMATION a y. • ss 11p�1�©': ss' •- --.-n01.LEb_ a,L;•• -� _ - rw•• _ 7JPRUFcr r l e 9Y7 . is Ps-----$ .. 5p : - �� • y A%1011SI18r Roll ,,, • - � ,a; oa. �.- �w m . : �,�„ 9B R - 8 ,1 • u�.I F ,T�mm 6 • R 6•,.. a96 I N D BY I CAW.Aa+.SRC '-"' ` . 'wY _ @;� . Os Ni © .kR1Mz aae 0 " © _, @ 'RIM SW 74111 AVENUE IV Know what's below. cRRnEf I AM I -i---•w • 16.0 w-�A sr I • e•NN�'.21033 SW IM OF SC-CTION 26,T.15.. �.. , - ©' SW 74TH AVENUE ..�i" ® • "' -�` l o` " ® I r ours eta 1 RAW.w.M., Call beforeyou di a �� v - __ - y CO8- SHEET NUMBER . . WASFIINGTON COUNTY,DREGOFI C 1 O O " -$IOEWILLK I -•^•� TAX LO79700 0•4 ucP �, ucv um •ucn ucs - , I TAIL LOT 201 MAP to-t1YD MAP ts-1.25C13 LOT2 \ TRACTAi/ P13INMNN. �.I 10 II) . _ /A \ j ® �, ik --\- J_ �J 1 ; BOOfi9PE r r 1 y • - - l / _ S ORE60N �' i © £A \II 5_ �55 55 53 SS © % A SCALE:1"=20" C9y�4Il,tt`'Q`T ®/� 1 _� �' .' I �'I b �A 9SF N.W E\.�O /!� � �,---- - \ ' 1 •-i 0 I o IV a0. ,Eraw+rs:ovma, I� ' �'� i © I jti (1Is ( 33 33 33 33 ss ss g / i * y l I ; I PUBLISH DATE 08.08.2018 n. ,I - _ _ -- 111 8 ^.I g CONSTRUCTION KEY NOTES • �•� I LOT 3 i + + + r� I + + r ^+"' --I- w . I• , ❑ ISSUEDFOR 1 I + + + + + + + + • 1 CONSTRUCT ROADWAY PER TYPICAL SECTIONS ON SHEET C200. TAX LOT B000 I ' ( B : + + + + + + + 3 FOR MAP 18-1-28C0 'B /�// •. I I • I \ wa / // I I N 8 W CONSTRUCT ASPHALT PAY NG. USE ASPHALT DEPTH C2 SHOWN PER CONSTRUCTION SET //1 JJ wu Aa # / I I I r I I� TYPICAL SECTION:SW RED CEDAR WAV ON SHEET C200. •1 t �/® / 1 e w , // I I I I W ❑j CONSTRUCT CURB RAMP WITH TRUNCATED DOMES PER CITY OF REVISIONS / I TIGARD STD.DWG.128 ON SHEET C400.SEE DIMENSIONAL AND �6►` / _ I 8 Q GRADING DATA ON SHEET C240d2/2. 7� E % // I `H I El CONSTRUCTIB'WIDE RESIDENTIAL DRIVEWAY PER CITY OF TIGARD - LOT 5 LOT 6 LOT 7 a „ ❑ STD.DWG.141 ON SHEET C400.SEE DIMENSIONAL AND GRADING DATA .I ql I ON SHEET C240-C242 B _�"� i I■I 3 I �a B / I �� El INSTALL'NO PARING'SIGN(LEFT ARROW ONLY)ON 1S X 1.5' ::�� q I I I� `� + • TELEHPAR SIGN POST OR APPROVED EQUIVALENT. SEE SIGN DETAIL -- _ _c 3 / - - I I I. I _ ON SHEET C4(It. a w I ( LOT 4 © ® ❑ INSTALL'NO PARING'SIGN(DOUBLE ARROW)ON 1.5'X 1.5'TELESPAR 1/''''; I ISTAH32.> I 0' I OFF3ET:15. ® $ SIGN POST OR APPROVED EQUIVALENT.SEE SIGN DETAIL 4 ON SHEET C901. • .• IIIO•FF8ET:125 I I I �/J ' •' PROTECT EXISTING MONUMENT.I ADJUST MONUMENT BOX TO GRADE \ �_ JL �j ®' I� I. �$ SEECITY OF TIGARD STD.DWG. 700 SHEET C41 . - ` C+ A4+059 0TA3+343 a STA2+30 0 © O.TA:2 14.1 2 IST0.1+B4.1 II ,fie TAX LOT 0900 ,� \ • ETa32 _ • F3Ef:13.3 OFFSET is FFSET:125 4..re_T:125 ❑8 PROTECT EXISTING SIGN TO REMAIN THROUGHOUT CONSTRUCTION. W ' MAP 1St-25CD \ - - J �/. ,U I g CONSTRUCT NEW ASPHALT TO MATCH EX13TiN0 GRADE USE ti • '1 �/ I ASPHALT DEPTH SHOWN PER TYPICAL SECTION:SW 74TH AVENUE ON O tY1 8 _ _ _ - ,, 55 i ,� SHEET C200.SEE GRADING DATA ON SHEET C240-C242. 461 u =s l a WFN A 4+00 • 3+00 2+00 ? / O ss Val +00= l 01 m m Oi m _. ,. _ _,--gym so m I so m so I O '\ ce y� w w w w-� w w w SW RED CEDARWAY TA 1 sYi 6Q` /� \ Z 7 STA:4+08.1 w w w w.--= w + ®$ a Q ^ flak W et W t• . , It �UsX � 2 I- I TAX LOT 999o � l Hate,• .. „. . a Ik \ p L MAP t5-1-25C0 \ INNIMIE Q w O ° • 0+ �i U Z z. \ ':--` I TAIL LOT 880E I TA%LOT 5700 TAX LOT 5800 TAX LOT 4900 CX W I TAX LOT 25C0 YAP15-1-2oC MAP 18-1-250C MAP 78-1-25DC MAP 18-1-25DC • / MAP 1&7.25C0 I I" I /1 Q u SW RED CEDAR WAY ROADWAY PLAN i Q h SCALE 1'=2O' 2Sp— N. N. 0 $ 1.1 0 I 249 I 240 NG GRAD A ROAD ----------_----- z d z $ W y nU =�S ti I2� !20 'Ww)Z v Sa ZQM LIF r 0an D 3 3 n x ,_ 220 220 co Z t O N an M R I PROJECT INFORMATION NOTE THESE PLANS ASSUME"DRY WEATHER' _ qqq "VET WEATHER' 2 PRC CT8I OM CONSTRUCTION MEASURES NEED TO REAPPLIED ' TRTLONOII ISI2SOL OW BETWEEN OCTOBER 1ST AND MAY 3IST. a I F 279 910 CONSTRUCTION. ��% UESI0NEn6Y OStY.:07 O S4.7 $ g $ $ Know what's below. CI CKEDBV AM SW RED CEDAR WAY PROFILE SW IM OF SECTION 25,T.15..RAW.W.M., WASHINGTON COUNTY.OREGON Call before you dig. SHEET NUMBER 1STA:1+00-STA:4+25) C 2 3 O SCALE:1'=20 H;1'=5'V a ' I .1 ( j �r7 `� • N\ • _ © •\EQ,EDPROfffs ' I 1.1 )•. I • TRACT A ' �\ \ =L � ` / • Z •{9. �aB0069PE� ��'� a it /1 v \ m LOT 6 I q I i / 1 / / V N `a OREGON .\ j i I / /� / • N. \\ SCALE:1"=20- C9,/4411.1 1t" . at l I I / I / �/ 1 -�� IST EB.ow4W2u1 _ S �- \ / I I / PUBLISH DATE / �� \ I) CONSTRUCTION KEY NOTES y I �� \\ EXISTING DSB / // j GRADING DETAIL- ic� O� ❑ 08.08.2018 • r + \ , ( // � r\ fi$ 1 CONSTRUCT ROADWAY PEN TYPICAL SECTIONS ON SHEET C200. �.,./1'( g33NNryJEEEEEETTT�CCC222 y ISSUED FOR S N SEE SHEET C22az LOT 7 ^t / / / SEE /`� yg� BEGIN IMPROVEMENTS.MATCH EXISTING. CONSTRUCTION SET I x 1 „ \ A 1�I , ,I I ,/ �/ . 1�/� m _\ z �3 PROTECT PILINGS TO REMAIN THROUGHOUT CONSTRUCTION. REVISIONS F s E1� m 1` 1 I / ,VI i A • ?y El CONSTRUCT CURB RAMP WITH TRUNCATED DOMES PER CITY OF TIGARD STD.DWG.128 ON 1 R2f \ I �• - I 1 STAn.E4-� I 19 STAt8.9A9 -_�� `y / / \� 'i \yl-w�`j • r ® GRADING DATAON SHEET Con- .SEE DIMENSIONAL AND 4. I\ L_ OFFSETo-ts. S -! OFFS 1\B.B - --__ I /T m� • v'_. C3131 El ® I m CONSTRUCT IB'WOERESIDENTIAL DRIVEWAY PER CITY OF TII ) • ! ..P GARD 0 I \ �r ® © • • m 7----,,, STD.DWG.141 ON SHEET C400. SEE DIMENSIONAL AND GRADING DATA Y V ON SHEET C244C242 s \ � � �., / V /J •-•__-‘ �� `a �r WIN El O� C100.NSERE CONCRDEWALK PER ETE ONAL ANDGGRAdNO TY OF DATA ON SHEET 120 ' - -_ - ..mow �� E21+0 C ss - -r- 1-sS- y _ _ * © _ �, CONSTRUCT CURB AND GUTTER PER GTY OF TIGARO STD.DWG.128 3 s _IA s-. --as-- -��n J v � ® ON SHEET CI00.SEEGRADING DATA ON SHEET C290-C262• S __ _ _ .___ iN00L-SD�_i_`�'. 9.. / 18a00 S SS S SS-19N10 5 - SK q Mid v 20i00 21M0 `, -w _ S= • _ _ --__�► _,- 0 CONSTRUCT ASPHALT PAVING-USE ASPHALT DEPTH SHOWN PER 11 _ -� v MH •% TYPICAL SECTION:SW 74TH AVENUE ON SHEET C200. SEE OSTA18K6.1 USTA:16+954 8 15TA17+w542 w'---STA:1Rvµ2 f B V y RIM�94 STA:1' .:. O fl 0 A:19+81.7 m� N S 74 H AVENUE DIMENSIONAL AND GRADING DATA ON SHEETC240-C242 w . SET:-9.0 I OFFSET:203 OFFSET.16-5 w W-�- w�-w w ._�, ® w STA2W50.B�4 TA20.703 W m- STA16+65.9 SW 74TH AVENUE w a w w �' ° o ._ OFFSET:-10.t-� ©•FTSETg6- �9 CONSTRUCT NEW ASPHALT TO MATCH SECTIONG GRADE.USE J �1 '- _ �� AVENUE ON . o L- s _°-o.- -:�. ._°.. SHEET C200.SEE GRADINGON SHEET 242. SO . - y °�° op GP o® -ucv- uw UP' ua ucP uca 0cP u- �7 .` `-__-__-__- BARRICADE.SEE CITY OFTIGARD STD.DWG.152 CC ill ° .-. :..:. DATAC2404 O N 10 INSTALL SIDEWALK .... • ON SHEET C401 a ` O1 v / .`1 O y 11 PROTECT EXISTING MONUMENT.ADJUST MONUMENT BOX TO GRADE Q �` p � & SEE CITY OF TIOARD STD.DWG.1700N SHEET C401. I __off w O / 12 INSTALL BOLLARDS PROVIDE LOCKING CHAIN TO RESTRICT ACCESS. Q O Z Q CONTRACTOR TO SUBMITTAL PRIOR TO INSTALLATION. 1- D_ I d ) 13 CONSTRUCT RETAINING WALL PER PROFILE DATA ON SHEET C270. \ O w OL 14 SHEETCONST C24DC242UCT \FOR ELEVATION DATA L ACCESS DRIVEWAY.SEE GRADING DETAIL ON Lu ` = IL r 15 CONSTRUCT RETAINING WALL SEE DIMENSIONAL AND GRADING DATA ' O - 2 R H 14 '� ON SHEET C240-C242 W SW 74TH AVENUE ROADWAY PLAN ~ 3 0 CONSTRUCT 5 FT VINYL COATED BUCK CHAIN LINK FENCE.SEE u oi SCALE:1"=20' (/) DIMENSIONAL AND GRACING DATA ON SHEET C240•C242. �^ 1] PROTECT EXISTING SIGN TO REMAIN THROUGHOUT CONSTRUCTION. = Q LA 10 INSTALL BARRIER WALL SEE DIMENSIONAL AND GRADING DATA ON W N. SHEET C240, h tT I 10 REINSTALL_'NO PARKING.THIS SIDE OF STREET SIGN AT LOCATION SHOWN- N SEE CURB GRADE CROSS-SLOPE TRANSITION ZONE SEE CURB GRADEINFORMATION ON SHEET C242 • INFORMATION ON -230 230 GRADE SHEET C240 N • PN STA 16+47.5 ' EXISTING GRADE AT • PVI EL:206.72 d w N • K:9.98 4-� I,L4 l0 c 220 ROAD CENTERLINE 1 LVC:105.0 N W _ -__ __ -- 220 tj z a r5 A LP STA:1BWB.1 q Ei a o ` - F 11 LP EL 208.49 $ - c NCI `ay Ft E m 0jk 11111 ' PROPOSED GRADE AT 210 ROAD CENTERLINE 210 Z (\IrD - 6 w o LL D Z O 110111k 3 i V N r I ,Ym, NOTE:STATION OFFSETS SHOWN IN PLAN NEW REFERENCE TOP BACK OF CURB.. w0 • 200 b w n n ovMs M n� N m o n e a �i PROJECT INFORMATION iy ry m �+e m n $ •'. NOTE:THESE PLANS ASSUME"DRY WEATHER" a p-. .i�u li n o C 1'. 0 to 0 0 31 PRCECT Y 1113M --p t^N. ,-. S yQ,S R {pp{pp 'U h l'J CONSTRUCTION."JET WEATHER" u lY LL NFL N N N N N N N N N N N N r N3 N N N N TI LL �LL 8 LL TI LL CONSTRUCTION MEASURES NEED TO BE APPLIED ' iazLORs)I tsl$[X.mB WG C� C ii i�LL i7 O ii a O (J U' i� (J c'J i!S LU U' i'J O i7 C1 i7 LIIO USE.I su020r7, J W W W W W W LL W LL W LL W LL W LL W U. W W U. W LL W WI W W BETWEEN OCTOBER 1ST AND MAY 3IST. a $$ s `,� DESIGNED BY CIM'..MQ SRC a S ■ Y CHECKED By AM r I. Know what'sp below. SW 74TH AVENUE PROFILE SW WASHINGTON COUNTY,OREGON M Call before you dig. SHEET NUMBER (STA 16.50-STA:".5'V ` C2 J1 SCALE:1'=20'H;1'=5') J I TAX LOT 8600 LOT 5 MAP LOT 8900 LOT 4 LOT 3 TAX LOT NOD GRADING DETAIL• 'J0.CKSON �, © 'JIICKSON WOODS'MAP 151.25CD =E SHEET C241 © EPEO PAOFfg STAN9L STA4M0. SS S 80E69E4 .- TAX LOT WOO • © / C3' d61NEf /O,,4 `\MAP 18-1-eseo OF • .14.. OFF9ET2• 7 -_ L0T1 Z C E y '�}q TAX LOT 28600 SC A9W8.9 MAP 18-,-YSCD ' / 1n =�� © e m OREGON O FSET:7A 4, SCALEI'=2V Cy dF.f1.,t� 0g 4+15 4+00 \� Bele MI FT 4SF K.WE\80 LOT 6 - / CURB RETURN Al O °•FFSET:7A 5+00' STA:9+59.8 0 R \®39.5 \�O O•• 0 20' 40' I FIPIflES:BW9Ult01 TAX LOT 9100 / r," A:3+18.1 MKS ~�\ \ 1 - © CONSTRUCTION KEY NOTES ' MAP,S-,-25Do I STAB+34.B 0 \®, .FFSETaA -- -=-- - -- 1 / _ ,�� `t'•{3 O 6,�• __- l] CONSTRUCT ROADWAY PER TYPICAL SECTIONS ON SHEET C200. PUBLISH DATE - - _ _ 08.08.2018 \e / c l]2 CONSTRUCT 1B•WB)E RESIDENTIAL ORRIEWAY. SEE CITY OF TIGARD ISSUED FOR ��- 1 j STD.OWG.141 ON SHEET CA00 a 1 g`' l /j CONSTRUCTION SET El-- --�\- .\ �' / �� 1\ �r 5TA2a95.1© $i 1 II / // El INSTALL'NO PARKIRSIONG-FIRE LANE'SIGN(LEFT ARROW ONLY)ON IL IX / / 1.5'TFIESPAR SIGN POST AT LOCATION SHOWN.SEE SIGN DETAIL, REVISIONS 4 q m I // ON SHEET C401. ( I ©STA:t+H5.2 co, 1 N MATCH LINE 11 \ l I/ LOT1 / E El INSTALL'NO PARKING-FIRE LANE'SIGN(RIGHT ARROW ONLY)ON �+ OURS RETURN#2 / / 1 f\ PROPOSED LIGHT POLE AT LOCATION SHOWN. SEE SIGN DETAIL 2 ON •i �. SEE SHEET C230 \� ,, \$ / / I I \ SHEET C401. R39.S STA2+70.4© \ \ 1 LOT B \\ \ © \ \ 8 INSTALL NED UGH POLE ATE LANE SIGN(DOUBLE SIGN ON TAX LOT 250 • \ \ �� 6TA2E347 / �/ Y/ ` $ PROPOSED LIGHT POLE LOCATION SHOWN. SEE SIGN DETAIL 3 ON MAP,B-7�7.SD0 \\ ♦ i� ///� / X \ \ \ SHEET C401. \\ ®�_ X /7 ,`� l�6 INSTALL MAILBOX AT LOCATION SHOWN.COORDINATE WITH `` �® / / \\ \ \\` POSTMASTER PRIOR TO INSTALLATION. I --- -- i.`• STANU.'© �\ �� 'I I' �%/ \�\ % ) I �7 BEGIN IMPROVEMENTS,MATCH EXISTING. OFFSET:7.. I `' 1 r / I �� A°r�'�m� g PROTECT EXISTING MONUMENT. INSTALL MONUMENT BOX PER CITY © LOT 4 IF8ET""��i /' �\,, OF TIGARD STD.DWG.170 ON SHEET C401. N" �3 RECONSTRUCT RESIDENTIAL DRWEWAY AT LOCATION SHOWN.SEE GRADING DETAIL ON SHEET C240-C242 FOR FURTHER INFORMATION. I LOT 2 10 PROPOSED STREET IJGHf.SHOWN FOR REFERENCE ONLY.SEE I LOT S / SHEET C290 FOR FURTHER INFORMATION N ;c W LOT 9 TAX LOT LIMO '-• •• ( ///% � CURS RETURN 91 CURB RETURN 92 QC ce us cn 1 MAP 151,26DC W / / // PC STA 1+00.0:O.OR PC STA 1+48.8;0.0R �' C W O es Illo O Z Q • W 1 /ice/ / i LENGTH:38.4' LENGTH:35.1' Z Q< t t ------ _ I `/ RADIUS:24.S RADIUS:24.5' Q \ F ®�- -I•• P I L - I E L /' I` M DELTA ANGLE:89'49' DELTA ANGLE:82'OS Z U F ♦ TANGENT:24.4' TANGENT:21.3' IR = Z SW RED CEDAR WAY CUL-DE-SAC PLAN 4 Q r > SCALE: 1'`20' PT STA:1+38.4;0.OR PRO STA 1+83.7;0.OR V O141 _ I LENGTH:185.3' 1,1 f H q • ry r RI ;I 260 RADIUS:40.5' IL �/ % -.Ii Y .+R « DELTA ANGLE:2870E O O -7 LO PVI STA 1+20.0 y PN EL'238.53 • j 1 01 • TANGENT:48.5' v W n 1-. K:3.43 G9 m ! EEol W of a LVC:30.0 -'I PT STk 3+88.9;OCR e g O ICfi.7 240 l a LVC:�0.0 z .-ea gg 3 • $ N_ RIJI A 3+28.5 2' l w r., '221.47 SLL '4.37 L C:70.0 ' 7z e LI tP S A 3+154 5 NLq lIP L:222.66 yt W l a d z S 290 - "" _ -230o Z ° I =ss o I !; W 6.0x uS2 II c PROPOSED GRADE AT - TOP BACK OR CURB 0) N o 220 220 = M o 'e EXISTING GRADE AT a g TOP BACK OF CURB N Z a 1 o O 3 P U to toi 4 _ 210 210 PROJECT INFORMATION o•n g• n sws emj C m E p$p 'ai$ Sry `a rymry 8 P. 2 22q N ea. .$pXp;; NOTE:THESE PLANS ASSUME'DRY WEATHER' Q r N'$ a3• cS N ry i� tiv N N a i� iV il, n r 10 CONSTRUCTION MEASURES NEED TO BE APPLIED O' 31LAX C or s 1 +a imc mo N N w 12 c+ Cl u IL V O u i� LL O LL t9 O [?LL (9 lD O u ['J O V W l5 O BETWEEN OCTOBER 1ST AND MAY 375T. .,y'O LAND t56.1 PJa3o.l�dggor W LL W W LL W W W W LL W W LL W W Y. W IL rvl OESIGNm B1'I 01(W..1103.3RC it Know what's below. CHECKED BY I AM SW 1AI OF SECTION 25.T.1S.,RAW.W.M., Call before you dig. SHEET NUMBER N WASHINGTON COUNTY.OREGON CUL-DE-SAC BACK CURB PROFILE 1 (STA 1+00-STA:4+00) SCALE:1'•20'H:1'•5'V `\ .. / / .I III TI, 6 N61Nff `�O •* SANITARY SEWER KEY NOTES 4FS e 4 / I.. I�-, ri + e\ w OI STANDARD SANITARY SEWER MANHOLE.SEE C320 FOR DETAILS. I / / OI�ON / / I O STANDARD SANITARY SEWER MANHOLE OVER EXISTING SANITARY SEWER UNE, �� ` \ ` �� // / O �' SEE C320 FOR DETAILS. C /•.II.T°• TAxLDTrme // // �� ® I ��SFK.11.c. \ MAP 15-1-25CO I . ` / O SANITARY SEWER MAIN PIPE.SEE CS20 FOR DETAILS. — / // 1 1 � IoE aweoal I / - I 7 /L O SANITARY SEWER LATERAL,SEE C320 FOR DETNLs. • 1 t STORM DRAIN KEY NOTES PUUBBUUS HOTS • \` ` 1 A �& ;O O TO BE BUILLT BY THE HOME BUILDER AT TIME OF HOM VEGETATED FILTER STRIP PER CWS UDAE CWONSTRUCTION.8796 ON EET G12 ISSUED FOR • < O; CONSTRUCTION SET •.. \ `\ `\ • ` ! O O PROPOSED FLOW-THROUGH PLANTER PER CWS UDA DWG.8794 ON SHEET C412 • I • •• • " �� TO BE BUILT BY THE HOMEBUBDER AT THE OF HOME CONSTRUCTION. REVISIONS • °• \ I 1 O 08.14.2020 FILTER STRIP • \ \ `` CONSTRUCT FRENCH DRAIN PER DETAIL 1,SHEET GI2 ALIGNMENT,LENGTH, $ I AND ELEVATION AS SHOWN PER PLAN. FOR LOT 1 8 2 zi \\ I AY • • \ -. I w \I O PROPOSED FRENCH DRAIN PER DETAIL 1,SHEET G12 TO BE BUILT BY T!E I - • I 2 HOMEBUILDER AT TIME OF HOME CONSTRUCTION. - \ `\ \ I z. , > • ! I O INSTALL AWWA C900 PVC(D525)STORM DRAIN PIPE TO ALIGNMENT.LENGTH,AND �� Q a SLOPE SHOWN ON THIS SHEET-BACKRLL CLASS*);PER TIGARD STD.DWG-180 ON I • �� Y j• `V' SHEETC4IO. • I • - _ \ L -j ; O PROPOSED AW WA C900 PVC(DR25)STORM DRAIN PIPE TO BE BUILT AT TIME OF • �` I 5 A 11 HOME CONSTRUCTION. • • 1 \�� 3 .3 O CONSTRUCT PRIVATE STORM CLEANOUT PER DETAIL 2 ON SHEET C412 SEE IAD TAX LOT8600 �\ �� ,' I I STRUCNRETABLEFORELEVATIONDAT0.THIS6HEET- MAP 18-1.25CD I \ ddd R I \ © • I `" I BO REINSTALL EXISTING CATCH BASIN AT FINISHED GRADE WITH BASE OF BARRIER 6 i © ; .`�� I TO RELOCATEFINISHED DNG CATCH BASIN ON TO NEWO LOCATION SHOWN AND ADJUST RIM I �` I % % TO NEWRETABLE GRATIF_RECONNECT TO UNDERGROUND DETENTION PIPE.SEE 1 I STRUCTURE TABLE FOR ELEVATION DATA,THIS SHEET e4P©\N1 `. ( _I O INSTALL ADDITIONAL WATER QUALITY CARTRIDGE IN EXISTING MANHOLE SEE {I/' P4 ,\ s $ STORM REPORT FOR FURTHER INFORMATION. - • TRACT A O ORIFICE. FLOW CONTROL MANHOLE STAPDPIPE TO BE REPLACED WITH%f Q •� d. I O C. II I- ORIFICE.SEE STORM REPORT FOR FURTHER INFORMATION Q. LO 1 / / ` \ O� i Q. Q Owo z � O S• © © i \\ j % m g CATCH BASIN DATA CLEIINOUT DATA - t— (<j 1 / 15.81E 10•- ` / L" \ j I / I ROCS 01 RAY.Y12.43 01 RRIIMCOIIs.13' ` (� O W O; 7T: - 89 LF 8•PVC ` 62 LFCPVC w I I w 1 I I E10`OUT(MV):21 A•3 LEG WT(Np 225b1 �`J ` i U D �. _ O O 1 B z -- -- J �,�\ © 0�.� "+cF � 1 ,AD -.. ° , I 6LLCNN2 loco o2 Q F=., w RAY.22A49RNA=216.G9OOQ15.PPULIC FG 21199 �,hM E1rOUT N1'22A99 E6 OBT NE)213L1 A'/ ' �i - (i \\ SANITARY'i © ; F 2 14.9 I I _ { ' :® \ EASEM' If..Z13 " a 1 w x �\ %/ OS00001 C-�\ _ - IE ��•.. 45.E LF 8-LOPE 1 1 ; ; Igl E 2'227.41 OUTNI.21S91 C �j \ 41F/ 1 © 14� `-'. �• - --© __1 © ,© FG 21A49 15-O PUBLIC • I { s O O tA =w // \ _�1 asaLF li we — S LE 213.11 I SANITARY SEWER .•' I I WATEi25YSTEM KEY NOTES Ulk n I ( - ". 0 -- -- I 3 1 INSTALL SINGLE WATER SERVICE WITH PLANTER STRIP CONTRACTOR TO / , ) • 1 I © FG 22S81 I ��I A I I O COORDINATE INSTALLATION WffH TVWD,AS SHOWN ON PLAN VIEW AND TWA) JJJ�� 34.8LF12•PVC . ;2 � 0 I I :. 1 O r IE 218.59 II • 01 �� S 8 © s I DETAIL 603 ON SHEET G1t. 01 �\ " 1� /, ii I LOT 3 © v --- j 1-.i 11� 1 •$ I�oR�DINATE INGLESTALLATATER ION WITH ARVICE D Asps GHT ON PLAN WEwEWALK cor AND T R TO WEITAX IDT!!00 �1 / I I �I g 1C. ( `� © ( •• 7•: wl I�� DETAIL 801 WJ SHEET GII. YAP 75-1.25CD I 8.5 LF 6'PVC I 3 I AO wa / I O © © I ' O EXISTING PUBLIC FIRE HYDRANT-SHOWN FOR REFERENCE ONLY. 0.1" + 1V� ly 1 Aw wa�• / / aB1 LF SPVC © I I I �s— 65.4 LF 1T PVC 40 / / I OQO-1500FDFT I O L 1 a. t ! 3 1%1 SDCBo2O I �'°J 3 © 1B III . LIGHTING SYSTEM KEY NOTES ' j� �,� /--------_--� I 1 1 ' - $ • E INSTALL 100W STREET LIGHT.MANUFACTURED BY CREE LEDWAY.SILVER I GREY / / 9a• 8.PJC O I LUMINAIRE,TYPE II DISTRIBUTION 25'HIGH,SIDE MOUNDED,NO ARM 'lel.e / ;, ,1 ,., LOT 5 i LOT 5 i LOT 7 I •STIR.L W.2Ml T E.SJL SV 52S OR-urt•ON 30FT,BRONZE,DIRECT BURY ' © , I I I �1 FIBERGLASS POLE-TID530-F-1110.52-HSPCNP-19-PC z i 3 1 R ' ! / FG 22823 /. t I, 1 W g F 1 IE 22629 I 0,5.0 LF 6•PVC I { , �2 E%LSTING PUBLIC LIGHT POLE SHOWN FOR REFERENCE ONLY. i,•< O R I I R %_ww ( /�� LOT © socool I L � t `i .." 1 E © ©IE:225.81 I 1 I I 2 Q i - 1 I 0 SDCB 03 I 15.E PRIVATE I 1 • I ' .' STORM SEWER I I 1 • j $ ' c \ \` I- I- , EASEMENT J 1Ij :,i' 111I OTAX IA'T 80W g O OIl MAP 1&1-25fA // \ s ®� ��_:, z I iiii) ? o I4066, SW RED CEDAR WAY1:2771111.111111.111.1. ss ®`' Z N / w ` WI w w will-. - ss Q w w w I w © so m 9 0aiiiiii* �` 1 NOTE.CONTRACTOR RESPONSIBLE FOR LOCATING I ^g S a) 2 " " " '" " " " — f w ALL EXISTING PUBLIC AND PRIVATE UTILITIES. • II I \\\` -.. I \ 1 PROIER INFORMATION TAX LOT BON J1y •r• --�_.,� -cc , .e�� ,uy-_ \\\ W N 31PRTJECTr I inn IIS L• YAP iS-1-35CD ' +J TAX LOT 5700 TAX LOT SIOD I © I I 81 . � _ 'r 3 1 TAX LOT a900 \' WOE EMM _ =ET LAR9l4E w I sOww++.eamr `. MAP tS-1d5DC i IMP 15-1-250C j 0 20' 40' 0e9r I uoY..n<c,sac u� 1�% CI-ECM:1WY I AJM TAX LOT 9100 $ MAP 18-1-25CDI SN 1µ OF SECTION 25,T 15..R.1 W W M.. Know Wh8P5 below. SHEET NUMBER / I1 IN/ • WASHINGTON COUNTY OREGON Can before you dig. C 3 0 0 required in Ott typical sections eel Street of construction plans AreaStr 1' T-cut see \\ -'- - surfacing note f ' •NT°la" ,,� ? ', Topsail or as «wR. '�\� • I�MULIIOIS SIDEy� ,•] directed Base Material -E1L. All MOW rRINI®I OM WC NO IOC 1 Oa A I� 1 � iC • � — CYEwI ' w1'11.I.Aw—I: U 0-V ® '4 o o vs I. AC n o PUBLISH DATE // 'VII p �-r rw :'. C 3 .3 o o" 08.08.2018 DEINLI'/iYmlw Ye w B l Mal AND maNW*FRAME AO CONDI ese A Y. .... m� 8� n; U °�S!' ISSUED FOR N r IRf EIV . 4m pYK m Ilo ISM SE TAwoo or Oro m+rte Cum /m Nat«.o—ENNN 3 '' c ..E CONSTRUCTION SET Tons J' { • N 1 t WWI Mn [ � K o€ o Ir RNLN•.R{R io a u..+rt-urr.wu roots WILL ca+all m • Nun..OUZO. (lee,CO e-1 �. a a 'Al- L A INC K1AmN•n a AWN G-TON. - .4c+ .+ c_ a 4 0 a o d-MM PV)1 t ��,.»m ul..a mo.a WW1 Ai MACE WOWS 1-•^ } S l };1 c c o 0 na eAs J s•.... Q nM ..: Y 2 m o 0 ° p 3 a I a1 INNS NO RM.GLOOM R.0 OAiD.N m ,1 m.mNN[C NTN1 •• ....... N N 6 w NI l W O ' Ec KCNOIL N w•SN o-FAX .I COO mrK4aNiAwmeA L v O v AFT N.F rnrcNNs m wawAOF Ru,a p'�R i�O Imo, a l.�j U P AR11WL YMgr grew" �'� Q t4�/t-. �c • . 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" ^ O W C] MSf490EiNC CWT a U�~DLL a meDNm Grim Ham 10 S MAC A MN D. esno.I�`iDL rm.Mu McMems or SUMAC Awns. 2 JOINTS 10 TA'I( AND SANDED. = z Q __ 1. SANCUT SHALL BE TAD( COATED MTH EPTUNWUS ASPHALT EMULSION. t a sr Cal a.i•_4•tnN IOWT 6 a MA M PS«KMS WISAIC*IRA RAW A ID OAF MENCI+ 1.9 am wFUK ` 1+K s3m.n.N.Rw firm'To AT Wh - � STANDARD NANHOLE MANHOLE BASE it:IA ik U10 �4 ,„ ,.H"^ aN.VC_ Q z GleaalWtr Services C]nnWs6cr SLTAkes a ��.N.I°"'`"nw"' a.N.,R TRENCH -.,...• > IXUWAfrs NO. OIO ��IE USA_NO so.ioo REMISED 11-i6 ��.«.0 80 J W •Hem ems I«.RNimel.n 3•NNun DM BACKFILL O a I o oc in- 1 R66. r-R �� NONIR Olen OilMO NN WNW,we Tee,M NTIM2S 4iFL,.W£I-^.�1 • L a DV NW m,3a.,� �� s /NMn .M).M.tlE d T — s1 A M.WRC OA'•[wlE O�.iwT�K G AL..�. O.YILwI , • • •A Fl/r .A F..• • . CI 1 1 NM= --� .: --- a.r, — LB -_ i INCL..] I r' ' MATERIALS: A H �r.M•Him 11}'IR IY ( fi. MJST CONFORm Me ASH. 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I 519Y0W Ma FOR USE N INaRC*WAS R LOCK PW MEKWOMAp.D iat'S F) !" rt.11*FM inns AEU., a ST4gMTO THE FOR OS6 N TANNIC MICAS ei CWFCIF1 MO AMAIN.SRRTS I.A. .� • s scss E OKME MA N9 WWI. • 3. DOOM AM PRAYS ENNA BC*TAY CAST I,IC I MTV A-Y CAR X YM a,• wN•A C-RM 01 IL • l ilT MO TIME TO E HALTOM➢TO•TRUE BCARNG Kt Ng1Y0. li W�.A61S mO>xN RNA 5. 1 1/T ROOMIL N LA roe IfN.G NOOK 9NCF'1 S PROJECT INFORMATION cgs MECHANICA_ INSIDE DROP SUBURBAN AND STANDARD "°"�`T"I IOU MANHOLE STEP µLOTS""' COD MANHOLE t7ceaWitr SaNvieo MANHOLE FRAME AND COVER acanW2e1 ,; aennWAer Services LANDUSE A I SUBOOn00067 TO . DRAW NO.040 RC`A=Ri-,T DRAWING No 11D SANITARY RINSED OR/HMG Na IW REVISED 12-16 O gAECECKm BN'1 M'.A(4lSC I® A BY I AI w SHEET NUMBER ' t C410 I I 921 IS MR RTO 1 L au 9rOR1 MC s SOMESOMERun` uw,Mt WPM N r INNm a PE ymR 200 NAM W OAR LM IS RAS 12. \ •s uv A A A NR A W 0(2(2 C S w02N�� - ICI s r�tls��S. M_ Zr sm aw • PUBLISH DATE �AMAR�+ 0011 CURB STAMP DETAIL 08.08.2018 01 i'.w nOKOT f --_,-1 an M""o . PLAN PLAN VIEW ISSUED FOR OMM / 2 W A+oar.I.4 a CONSTRUCTION SET x(drt.. ieT: VRI,.POMP ' vLB f2or or I uwm Owl M..... LOO 0vie N?v M w 7LMO.Mum m PLAN NOON .a sUSE AM _ a-IL Rww cwFfwMT sMP I MOM 11: NO 4Y ARM'M. CO Ma-901 QYM I\�jE(//I .li r- IDas 2R i PALL .M 2'"'''2'"''' Z "FA”' i ' K4 1NMP1oo LP'R'Nrlw6 i5R515A P4MOLC MIIM.D. 2 NM N.13.4 P.M.it OM OF al AO.rc MS MO IK r522f0AN.nf4FNf a R4 5 01l✓) GS'YI WE mot.N M�IRTraK MANS C. ffiR M nf1P W Oa tVIIiMT.'DORM!1O WOOD 60L' O PVC.Y WSW r.SM CO 11M rat MONO"AMON PPM PAR 11R614Dw' F CAP NfYTK.fM1Wro 10}9} IfACL MP MON AP Y MEMO Mwm 9l Y _ ME] N SECTIOtA A-A SECTION 8-e {/. 5mN qu� NM rV �, 2.W„[CAMxCRMf PALyxr91P ro R[O.rA'VFNt9 orA51P r"AA Cl 1 1' 1 WPM,PR KNR Or WA OF Y OF R'4 N/K®NY PPM 3: aO Z CAM ipROM=NA HOAR Mr We lsn ANS OM*CR MIMEOOK 4=INC ASP A570 A• ,5-I. I• "P.m/@WR WML PM A l6 wr MP..b AfYI P.M.NO n 41Y CI O 0 1 A.r MK 5 MCA PANS I REAR CR Y[N OM WMt 191 Y RAM MO 91R1 E CRONO1 Ci 1 r 1,4 wn1AA1 scse 5 PM,..re 04 OMMIMMED.DRN NMI MAl IC MOPED ON M M'RAW. W i me-OrD WTFM AS AMMO •PM-rafff:ONCl%CS fIL 5?MODO2. RY 0-2V1w BOW OAP Mt M C Arc aD2a ANANMS 5MOR Mu/U0L WAx uaNlS AP imlppls Num Ktl crs SIMOMOS 1 y ` a ELEVATION 'QC W at 44 2 1-- tal- SIDE SEWER / SIDE STORM AREA DRAIN C um o z C]esnVktr Services TYPE II CleanWakr SMTYiL... AmNc NO. 520 PIPELINE NFWxD 15_IS DRAWING NO. SBO ISNSOOI „ ` W o N �■ x v , '- I ....4 r- 01 I 1..1 PEE PRE eS�MENT O IB- �OAOO��'p� 18'1-- it 500(' Y' x 24 SOH' ' 400 �� H _ � L PROPERTY LAE -- PSiPER 2� PNDPCRES'LINE LATH CH PAW. D: I 0 9ACKFILL O/ s_ 2. -_ 9OEwAu( of 9EE NOTNE AT EI. 3 Io SIOEWKRLALINE WT�GP `- `i.� PROPERTY CORNER '"�^ SEE NOTE ,�II�I'I,\'.. ' S. Ih ¢I SEC NOSES 2 AND I. -PROPERTY CORNER �`.. -�� -.-'� _ Q��I; >. PROPERTY LINE AND PUBLIC unu?r PROPERTY UNE AND SEE NOES 2 AND J. •' `i �\\\\'�'L <� 1.0 rNVNEtS MARKED ha — -�. LOT NUMBERS MARKED PUBuc unurr ' i�}7".�r�l Gl l W FACE OF CURE.T. EASEMENT _— O � ' SEE NOTE I. PIAd ON iA SEE��1.B PLC I` ASENENT rem. �� tt# x '. - I I��I � IJ II iI 1111 II ill _ I METER BOX A510 SERVILE PER CURRENT \ z q Z 0. :Y INSTALLATION 8Y NW PLUMBING COPE METER BOX AND SEANCE PER CLEFENr S TWO LAT'RS OF TAPE WRAPPED INSTALLATION BY WWII I RUMBWC CODE ` W rc O All PHI WAY NlWNU WRAP 3ERVIOE 1—1==.� LINE MP S VAN , V 4 2 5 KFYNOT6. 10 41L PVC TAPE r y WRAP SEANCE . 3< ul SEE OETML 301 LAE MIN. 3'Mn1 I 2' m I. CUT NH POLTEIHTLENE TUBE TAO FEE?LONGER THAN PIPE AND SUP OVER POE AS ( A4i 20-WL PVC TAPE 71)) ` CURB STEW a!-Yl�.aar in SHOMV. SEE DETAIL SOP W 2. SPREAD THE POLYCWYL1 TUBE AS SHONN SO THAI ENOUGH IS LEFT TO PROVIDE CURB STOP I r- fD 4 ONE FOOT OVERLAP XI EACH END OF PIPE, I COPPERK TIEING METER f'TYPE"X"SOFT METER Z i h3 COPPER TENNi Z 3. TAKE UP SACK IN THE TUBE ALONG THE PPE BARRE MAKWG A SNUG BUT NOF ELEVATION ,NATION Z TIGHT RT.FOLD OVER d TOP OF PIPE AND SECURE-II PUCE EN 2-LAVERS OF NOTES NOTES rr I pRLUMRRESE FOR OR SPIRAL WRAPPED TAPE ABOUT T FEET p11 CENTER. (PE I. DEVELOPER'S SURVEYOR SHALL SET A LAN Al THE INTERSECTION 6 THE PROPERTY 1. DEVELOPER'S SPUBLICN SHALL ASETSE A T,DEVELOPERS 4T THE SURVCDDN CO THE-PROPERTY D= SHOAT LOOSE FOR CUNTY)TAPE SHALL BE,0-MIL(LACK AOHESVE PVC TAPE, LINE A50 THE PUBLIC UTILITY EASEMEV T.DEVELOPER'S SURVEYOR SHALL ALSO MARK UNE AND THE PUBLIC UD LOT EASEMENT.ONrho? StRIVEYGR SMALL ALSO MARS N } GNRISNS PPE WRAP TAPE,OR APPROVED EQUAL. THE PROPERTY LINE AND LOT MUMMERS ON ME FACE OF WP9 WTr WHITE PAINT_ THE PROPERTY LINE AND LOT NOUPPOS THE rho?OF CURS VATH WPM PMN2. Z 5 110111k 5 4 LOWER PIPE INTO TRENCH,BRAG SURE AT THE PTTETTAAP IS NOT DAMAGED,AND 2. K PROPERTY CORNER MONUMENTS HA.E NOT BEEN SET AT THE TIME OF WATER 2. IF PROPERTY CORNER MONUMENTS HAVE NOT BEEN SET Al SHE ME OF WATER MAKE .qW? SERVILE INSTALLATION,THE DEVELOPER'S SURVEYOR SHALL SET A LOTH AT NE SEANCE 1NSTALUnom.THE DEVELOPER'S SURVEYOR SHALL SET A LATH AT INC 0 H d PROPERTY CORNER LOCATION ON THE RIGHT-OE-WAY UNE. PROPERTY CORNER ID:ATION ON THE RIGHT-OF-WAY UNE N 1 S. PULL POLYETHTI.ENE FORWARD FROM PRENOU$JRNT OVER THE BELL AND SECURE N M ' r.. PLACE AS SHOWN. 3. ORS 92DN(])PROIiIBIT$LOCATINGRJtt WHIN AVE Ui INFRASTRUCTURE NIN I FOOT cc S ORS 92.044(?)PRLHIEITS LOCATING ANY UTILITY INFRASTRUCTURE YARN I FOOT 6 A 9JRVEY MONUMENT DEVELOPER SHALL PAY FOR ANY RELOCATION OF SERVICES A SURVEY MONUMENT, DEVELOPER SHALL PA?FDR ANY RELOCATION OF SEANCES D PULE PILYETHYtENE FROM NEW PIPE OVER TM$SAME BELL PRONgNG A DOUBLE ANp/OR METER BOXES FOUND TO FALL WIRBN I FOOT CO A SURVEY MONUMENT AND/OR METER BOXES FOUND TO FALL TOWN T FOOT a A SURVEY MONUMENT DYER OF PV.TEIHILEN_AND SECURE IN PI(L5 AS 9,OYM_ LOCATKN. LOCATION. PROPER INFORMATION Pf�WA pA*D:y+�N Tualatin Valleywater District tM9Nm M4 Tualatin Valley Wane District PE BAG INSTALL Tualatin Valley Water District DESIGNED Alf SINGLE WATER SERVICE DATE 30/m,e SINGLE WATER SERVICE DATE:s,m,E v PRCEC 5 ,3Si DETAIL TYPICAL INSTALLATION OETAA PETAL 1*5.misl I ,51150C BOO MWOA®MNA MODIFIED DIPRA WET F� 1 wvm.LP w. Y� s � M+msP',MA TYPICFt INSTALLATION WITH CURBTIGHT „MfDusEA l suemn.m9m 2u55x"IMAM 2fawlma2',au, TIREIVQI METHOD 301 I5.M1sW IiPR nee.Bw•af2eloN RTwS SIDEWALK 601 1535NI1411 .Pma9MwNT0R KALE.xoM WITI 1 PLANTER.^.TRIP 603 y IVTINL39N m'.9w6M1 SCALE NOW LVDIWB-N100 wN.NvdM TMa"ma 1W35MA-Ud1 wr Md,^15 DE.MMER BY I CKW..MG.SW: i CHECKED Dm 1 AIM SHEET NUMBER I g i C411 I CAST IRON CAST IRON �' ,EO FROFEy. CEMENT 4000 LOCKING RING CEMENT CONC LOCKING RING ,C3S ENGINFE9' y,� cLAss4000 AND COVER rlacg4000 AND COVER OVERFLOW STRUCTURE ih_ET 5 T C-URE8006111 30' PAVED 30• a•YIN NARVER MIME 20•R if RN CAPRI OREGON I SURFACE NON MINK sAAu/DwE IRON FIAT GRATE,DR RV}TE,w APPRRYEn AF"RRtp caMN Cy IA 1t,t°Y Q'T Il-rll�, rim �i�\ I r •,..,, ,six,,i�r.. EwRI •/RF A".NE�B� IN • FI BASH a&OYE Iply�nyyBppl Q PE FOR VLNDbIG.iW ,. FINISHED GRADE SLOPED ! �� I P� xmI ' " I TO FRENCH DRAIN(AS ' x iE' SPECIFIED PER PLANS) Ill #10 SOLID CORE TRACER WIRE , u,� PUBl15H DATE • I•�LV(TYP.)�.{ /\\ \\\//\ % 1 �E 1 (Z)FOR PMAGNIETIC LOUM fA ON D 1EE E / • •. VST • �• S��FT ISSUED FOR 8 //\/\/\ I........... ...... ........ I // 4,,, / FIBER I no�R \ - + '\••"2 ' J CONSTRUCTION SET \ `//%MIN `/ \ \ JOINT KING MECHANICAL PLUG • � 'y FI ' /\/�\��/( )/ ': ^.:•:(. l a.-I"' lL-.:Y. t\/\Y SURFACE COURSE VARIES PACKINGJOINT illPACKING �. ,,�•e ��. \ ...:.:..:...:.. ..:.. \\ 2'ROUND RIVER ROCK MECHANICAL PLUG " Y,". Os !'f �As // UNLESS OTHERWISE NOTED. 45'BEND 45'BEND 1.a\\ \\ (SEE NOTE3) (SEE NOTE 3) - - "( (MIN.) S•SLOTTED DUAL WALL HOPE #10 SOLID CORE TRACER WIREil, `� 1°tPS +"TPA- j��53� .3 / j\/\ GRATED PIPE SLOPE PER , (2 WRAPS MINIMUM FOR TIC LOCATION , @+,LF4�d / yY"�}y _ CRUSHED GRADED /\\1/ � / /\\/\\ � . `�Ir-f1��\\ � , . (t--{'�' \: � • CRUSHED ANGULAR / Y/\/// NON-WOVEN FILTER FABRIC I I ' - 1 1 I I , ' ' WASHED NO ROCK -'.' i\//i/// /'//// / -`JAI I// Jc-/j-' \ C 000t'CR OUT SEE PLUG IYYE AT END NEE PLUGWYE AT END NOTE 4 OF SERVICE LATERAL NOTE 4 OF SERVICE LATERAL w?E`s'3 PEw SEE NOTE 1) (SEE NOTE 1 M•Om WAVER GRAN- STR,DBLOC ( 1 RASH,N0*PUSI OR IB-RN 51AYC t DRAG- s wir PAVED UNPAVED APPROVED VIAL BASH.'MORNS,DR SmICRIRE NM RAPED A➢NECKD EwK tE6 VIM PAO KOURY& I M Lib CD GENERAL NOTES W m 1_ CLEANOLIT PLUG AND FTTING SIZE AND MATERIALS TO BE SPECIFIED PER PLANS(AND PER 2017 OPEC 707.1,TABLE 707.1) d. 2. CLEANOUTS SHALL BE DESIGNED TO BE GAS-AND WATERTIGHT(2017 OPSC 707.3) `_ Q 0, 3- SANITARY TEE,SWEEP.OR WYE FITTING SHALL BE OF AN APPROVED BEND OR EQUIVALENT SWEEP(201/OPEC 706.1) til - W 0 ' 4. PIPE SITE,TYPE,AND ELEVATION AS SPECIFIED PER PLANS. I , 11 %elO Z K CI FRENCH DRAIN DETAIL ) PRIVATE CLEANOUT /1 OVERFLOW/INLET LIDA er Q ` i j Ayu F:N.TS. t Er AI f,N.T.S. �a1�Ia STRUCTURE O HANDBOOK �C 11��.Altl ,Er;�e 1 V h �a W 16. "IG in CP -1/1 RAIN ORAL AND DCVALL +r 6\ANS SLOPE PRO/EDO°. i-.- 05R AIN SLOPE 1 1 LG..S,?IL _ A•EA�,:ALE IaS L aYRC�yS UN 5}N 1 NIRANG EfFYi Ano �zf N'I- ze IM{blfA&F LINER AS 4ipR3KD y NF)ADO Ycf?5 E L':-`P rfi.R N S`f P 1 PT&]a.DAS iPoSNLI/ON YSS ORCv[�r 5 MR ME WINDED A21nt LE aAD,YO. A il{.µ. AL,ss o 'ML Le L.c o u•t.v n cJN N,.<K REM"PG?Ep P6{N4wFRD , J +C 1L LILJ IN c:nroi .ox KtM A5 v 1/C1.15,hty.b 1 N I,lu/ 4 .1,ASIN DEP] rq1 LEtirTM OF rACLR; �I l� i) L i. • V A E ANA,515 56AL INC1JfE OH faL RNG 4EVT SMS 1 IN01 0/8 Y.H IA rC.PI LVD PO. aSTRLIC'yyREW. 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REEF MRNERS,REOESIR N0 MD E'AARMrNT w'or THE AREA APR NO.`AECURSTAVCES WAD 3A PRC2RW I IA2M F VA ER:A-5 INS EO.AgKM1 Pr ItpRO ON TOP OF ',-E-NS-AWR.W AREA _ IAA ' FLOW THROUGH PL4NTER LIDA VEGETATED FILTER STa1r- LIDA ;� BLENDED SOIL LIDA uIGNED A I A. tIOAL.ING.Rm T HANDBOOK CleanW�el Services HANDBOOK C)conWate�Serviccs SPECIFICATION TOR DesK'vl®ev l A.111 cc'sx =Er 31-IS �RawN no 7es 4EGETATED LipA FACILITIES HANDBOOK IranV r $�vibt5 G G�DB I0.°' N CRAWNG NC. TG4 RLA"'- LRAYI'.: SHEET NUMBER ' a C412 Z T'a I J U J U r min NM MI IMO MIIII NMI OM NMI EMI MIll Mil =I MI MIN =1 NM I I111111.. �,...r TIME OF CONCENTRATION I9777 SW 74th Ave PROJECT NO. 17383 BY JBC DATE 9/7/2017 ISHEET FLOW I INPUT VALUE VALUE VALUE Type 9 Type 4 Type 5 Surface Description Woods Cultivated (residue Grass (short I (light_underbrush) > 20%) prairie) Manning's "n" 0.4 0.17 0.15 Flow Length, L 50 ft 0 ft O ft 2-Yr 24 Hour Rainfall, P2 2.5 in 2.5 in 2.5 in Land Slope, s 0.1183 ft/ft 0.005 ft/ft 0.0025 ft/ft OUTPUT Travel Time 0.11 hr 0.00 hr 0.00 hr I SHALLOW 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 7.5 ft2 7.5 ft2 15.05 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 Oft Oft 0 ft OUTPUT I Average Velocity 0.26 ft/s 0.26 ft/s 0.53 ft/s 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 I Watershed or Subarea T,= 0.13 hr 0.00 hr 0.00 hr Watershed or Subarea T,= 8 minutes 0 minutes 0 minutes I I I I 3J CONSULTING Civil Engineering 1 Water Resources iv)" 0 0 a i XPSTORM OUTPUT i r i 1 1 t 1 1 I 1 *3J ' XPSTORM HYDRAULIC LAYOUT-ONSITE J2 PERF = • �PE1 J.1 END.1 • 1 I I .1 s END2 OT 2 • P- D c• 02 • 419 SDCO 02 P- .4 tLOT 3 J 4 • • r P .3 LOT4 J.3 I I i I I I r I XPSTORM-RUNOFF DATA FOR ONSITE-2 YR-STORM EVENT SW 74TH AVE r 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 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 0.09 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 I I I I ! 111111 111111 MI 1111111 1111111 NIB INIII 111111 11111 Mill 11111 MR %PITORM CONVEYANCE DATA-PROPOSED CONDITIONS ONSITE(2-YEAR STORM EVENT) SW 74TH AVE Loosion Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Design Climax/ Max Flow Max US DS Max Flow Depth yidp US Ground DS Ground US IE DS IE HOL DS NOL From To Capacity OdeNgn Velocity US Elev. Elev. Freeboard Freeboard I R R % Ma cis RN ft ft ft ft ft ft R ft ft P-LOT 4 LOT 4 J.3 0.50 9.50 16,00 218 0.02 0.05 4.49 0.05 0.10 290.12 228.40 226.29 224.88 3.78 3.49 226.34 224.91 1113 J.3 J.4 0.80 48.00 15.04 2.18 0.02 0.05 4.48 0.08 0.12 228.40 224.82 224.58 217.84 3.49 7.12 224.91 217.70 PJ.4 J.4 SOCO 02 0.50 29.40 15.00 2.17 0.04 0.09 5.33 0.13 0.27 224.82 216.89 217.84 213.23 7.12 3.33 217.70 213.38 P-SDCO 02 SDCO 02 J.5 0.50 6.15 1.95 0.78 0.11 0.09 1.89 0.24 0.48 218.89 214.99 213.23 213.11 3.33 1.84 213.38 213.35 P-LOT 3 LOT 3 JA 0.50 9.50 10.00 1.77 0.02 0.04 3.70 0.06 0.12 228.09 224.82 218.59 217.84 7.45 7.12 218.84 217.70 PERF PIPE J.5 EN02 0.50 45.00 0.00 0.02 4.95 0.06 1.00 0.24 0.48 214.99 218.49 213.11 213.11 1.64 5.23 213.35 213.28 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS ONSITE(10-YEAR STORM EVENT I SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length I Slope Design Comm/ Mac Flow Max Mae Flow Depth yffd0 US Ground DS Ground USIE 081E US 08 US HGL DS NOL From To Capacity OMefgn Veocity Elev. Elev. Freeboard Freeboard ft ft X els cis Rle R ft ft ft ft ft ft ft ft PLOT 4 LOT 4 J.3 0.50 9.50 16.00 2.18 0.04 0.08 5.18 0.03 0.13 230.12 228,40 228.29 224.86 3.77 3.48 226.35 224.92 P-J.3 J.3 J.4 0.50 48.00 15.04 " 2.18 0.04 0,08 4.92 0.09 0.17 228.40 224.82 224.88 217.64 3.48 7.09 224,92 217.73 PJ.4 J.4 SDCO 02 0.50 29.40 15.00 2.17 0.06 0,14 5.28 0.16 0.36 224.82 218.69 217.84 213.23 7.09 3.28 217.73 213.41 P-SDCO 02 SDCO 02 J.5 0.50 8.16 1.95 0.78 0.15 0.14 2.06 0,30 0.59 215.69 214,09 213.23 213.11 3.28 1,58 213.41 213.41 P-LOT3 LOT J.4 0.50 9.50 10.00 1.77 0.04 0,06 4.01 0.09 0.17 , 228.09 224.82 218.59 217.64 7.44 709 218.85 217.73 PERF PIPE J.5 E010.2 0.50 45.00 0.00 0.02 1.77 0.14 1.19 0,30 0.59 214.99 218,49 213.11 213.11 1.58 5.20 213.41 213.29 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS ONSITE(25-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Design OmW Max Flow Max Max Flow Depth yfd0 US Ground D8 Ground US IE DS IE US O8 US HGL DS HOL From To Cpedty Odalign Veociy Elm.. Sky. Freeboard Freeboard ft ft % of. of. Rh R ft R ft R ft ft ft R PLOT 4 LOT4 J.3 0.50 9.50 15.00 2.18 0.04 0.09 5.45 0.07 0.14 230.12 228.40 226.29 224,56 3.78 3.47 228.36 224.93 P-J.3 J.3 J.4 0.50 48.00 15.04 2.18 0,04 0.09 5.19 0.09 0.19 ' 228.40 224.82 224.86 217.84 3.47 7.09 224.93 217.73 PJA J.4 SDCO02 0.50 29.40 15.00 2.17 0,05 0.16 5.48 0.20 0.39 224.82 2113.89 217.84 213.23 7.09 3.28 217.73 213,43 P.50CC 02 SOCO 02 4.6 0.50 5.15 1.95 0.78 0.21 0.18 2.09 0.32 0.64 216.88 214.99 213.23 213.11 3.28 1.55 213.43 213.43 PLOT 3 LOT 3 J.4 0.60 ' 9.50 10.00 1.77 0.04 0.07 4.19 0.09 0.19 226.09 224.82 218.59 217.84 7.43 7.09 218.66 217.73 PERF PIPE J.5 E0402 0.50 45.00 0.00 0.02 9,15 ' 0.18 1.28 0.32 0.84 214.99 218.49 213.11 213.11 1.58 5.18 213.43 ' 213.31 i XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS ONSITE(100•YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diarmter Length Slope Design Omni Mat Flow Max Max Flow Depth I:I y/d0 US Ground DS Ground US IE OS IE US O9 ! US HOL DS HGL From To Capacity GdesIgn Velocity Elev. Elev, Freeboard Freeboard R R x afs ofs fSs ft R R R ft ft ft ft ft P-LOT 4 LOT 4 J.3 0.50 9.50 15.00 2.18 0.05 0.11 5.79 0.08 ' 0.15 230.12 ' 228.40 228.29' 224.88 3.75 3.48 226.37 224.94 P1.3 J.3 J.4 0.50 48.00 15.04 2.18 0.06 0.11 5.51 0.10 0.20 228.40 224.82 224.86 217.54 3.46 7.08 224.94 217,74 P-J.4 JA SDCO 02 0.50 29.40 15.00 2.17 0.09 0.20 5.72 0.23 0.45 224.82 216.69 217.64 213.23 7.08 3.24 217.74 213.46 P-S00002 SOCO 02 J.5 0.50 8.15 1.96 0.78 0.25 0.20 213 0.35 0.71 216.69 214.99 213.23 213.11 3.24 1.53 213.46 213.46 PL0T3 LOT J.4 0.50 9.50 10.00 1.77 0.115 0.09 9.92 0.10 0.20 226.09 224.82 218.59 217.64 7.43 7.08 218.07 217.74 PERF PIPE J.5 END.2 0.50 45.00 0.00 0.02 11.03 0.20 132 ' 0.35 0.71 214.99 218.49 213.11 213.11 1.53 5.18 213,48 213.33 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 2045 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 5 0.20 100 98 20 0.10 0 70 20 XPSTORM-RUNOFF DATA FOR SW RED CEDAR WAY-10 YR-STORM EVENTI 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 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 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 I I HIE 11111 1111 r 11111 111111 r 111111 r 11111 i /r 11111 111111 11111 w r 1■■ XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(2-YEAR STORM EVENT 1 SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Lldt Diameter Length Slopes Claw/ Max Flow Max Max Flow Depth y/d0 US Ground DS Ground US IE DS IE US 08 US HOL D9 HGL From To C�awBy Otleelpn Velocity Elw, Elev, Freeboard Freeboard ft II % arts of. lbs ft R ft ft R R R R R 0eledi°n.1 J.1 Node14 8.00 32.79 0.40 578.69 0.00 0.08 0.57 4.91 0.61 222.20 222.60 213.87 213.54 3.76 4.16 218.44 218.44 Flow°card 506942 50 M12 0.00 0.00 0.00 . 0.00 0.00 0.00 222,20 222.20 210.30 210.90 3.76 11.78 218.44 210.42 Flow control S06912 50 10N2 0.01 13.37 0.07 11.75 8.64 91.96 222.20 222.20 210.30 210,30 3.76 11.78 218.44 210.42 Flaw control SDMH2 SD MH2 0.06 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 SDMH2 WO 1.00 23.00 0.43 2.35 0.03 0.07 1.94 0.12 0.12 222.20 219.18 210.30 206.60 11.78 12.52 210.42 200.66 Unk4 WO out 1.00 141.00 7,16 9.54 0.01 0.07 4.17 0.06 0.06 219.18 202.00 206.60 196.50 12.62 5.44 206.66 196.56 P-SDCB01 SDCB 01 Node14 0.83 15.03 2.48 9.40 0.06 0.20 3.45 0.14 0.17 222.43 222.60 217.93 213.54 2.88 4.18 219.57 , 218.44 P-5O0803 S00603 J.1 1.00 65.36 9.93 11.23 0.00 0.03 2.97 1.02 1.02 227.41 222.20 222.41 213.67 3.46 3.78 223.95 218.44 P-S00802 500802 J.1 1.00 34.65 21.72 16.60 0.01 0.14 8.94 1.02 1.02 228.49 222.20 223.49 213.87 3.44 3.76 225.06 218.44 De6enlon.2 Node14 SDMH2 8.00 9.21 0.40 570.23 0.00 0.11 0.74 4.94 0.82 222.60 222.20 213.54 210.30 4.16 3.78 218.44 218.44 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 Design Omani Mes Row Max Mu Flow Depth y/d0 US Ground OS Ground USIE DS IE US os US HGL OS HGL From To Capacity OtlaNgn Velocity Elev, Elev. Freeboard Freeboard R R % oh ere Ale R R R R R ft II ft ft 0a1e4100.1 J.1 Node14 8.00 32.79 0.40 578.69 0.00 0.30 0.59 7.38 0.02 222.20 222.60 213.87 213.54 1.29 1.60 220.91 220.91 Flow control 30MH2 SDMH2 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 SDMH2 0.01 17.34 0.10 13.51 9.11 120.14 222.20 222.20 210.30 210.30 1.29 11.76 220.91 210.44 Flaw control SDMH2 SDMH2 0.06 0.00 0.00 0.00 0.00 0.00 22220 222.20 210.30 210.30 1.29 11,76 220.91 210.44 15-013 SD MH2 WO 1.00 23.00 0.43 2.35 0.04 0.10 1.45 0.14 0.14 22220 219.18 210.30 206.60 11.78 12.5E 210.44 206.137 Unk4 WO out 1,00 141.00 7.18 9.54 0.01 0.10 4.17 0.07 0.07 219.18 202.00 205.60 196.50 12.51 5.43 206.67 196.57 P-SDCB01 SDCB 01 Node14 0.83 15.83 2.46 3.40 0.18 0.53 3.88 1.87 2.28 222.43 222.60 217.93 213.54 1.52 1.89 220.91 220.91 P-SDCB03 S00003 J.1 1.00 65.38 9.93 11.23 0.00 0.04 3.31 3.49 3.49 227.41 222.20 222,41 213,67 3.46 1.29 223.95 220.91 P-SDCB02 SDCB 02 J.1 1.00 34.85 21.72 16.50 0.01 0.20 6.82 3.49 9.49 228A9 222.20 223.49 213.87 3.42 1.29 225.07 220.01 0e0600100.2 Node14 S06iIH2 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 I SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Unk Dlerrerter Length elope Dig° Cloned MaxFlow Max Flow Depth y/dO US Ground 08 Ground USIE OS IE US DS US HOL D8 HOL From To Capacity OtleNgn VNoeiry Elev, Elev. Freeboard Freeboard R R % ale cis Na R R R R R R ItR ft Dstenllon.1 J.1 Notle14 6.00 3279 0.40 878.69 0.00 Dale 0.80 7.80 0.07 222.20 222.60 213.67 213.54 0.87 1.27 221.33 221.33 Flow contra 30MH2 SDMH2 0.00 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*ward 30MH2 SD MH2 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 Flowoantrd SDMH2 50 MH2 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 SDMH2 WO 1.00 23.00 0.43 235 0.06 0.16 1.87 0.17 0.17 222.20 219.18 210.30 206.80 11.73 12.49 210.47 208.69 Unk4 WO out 1.00 141.00 7.18 9.54 0.02 0.15 6.21 0.09 0.09 219.18 202.00 206.60 106.50 12.49 5.41 206.99 198.50 P-SOCB01 SDCB01 Node14 0.83 15.83 2.45 3.40 0.22 0.74 4.02 2.29 2.76 222.43 222.60 217.93 213.54 1.10 1.27 221,33 221.33 P-SOCB03 SDCE03 J.1 1.00 65.38 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-5006 02 SDCB 02 J.1 1.00 34.85 21.72 18.80 0.01 0.29 8.03 3.91 3.91 225.40 222.20 223.49 213.87 3.42 0.87 225,07 221.33 Detelion.2 Node14 SDMH2 8.00 9.21 0.40 570.23 0.00 0.36 0.80 7.83 0.98 222.60 222.20 213.54 210.30 1.27 0.87 221,33 221.33 XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW RED CEDAR WAY(1 W-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Roults Conduit Profile Mellon Link Diameter Length Slops Design Omani Max Flow M°x Max Flow Depth y/tW US Ground DS Ground USIE DSIE US DS USHOL OSHOL From To Capacity OdeNgn Velocity Elev, Elev. Freeboard Freeboard ft R % cb M RN R R ft ft fl ft ft ft ft 0e1561110.1 2.1 Node14 8.00 32.79 0.40 578.69 0.00 0.25 0.61 8.07 1.01 222.20 222.50 213.57 213.54 0.80 1.00 221.80 221.80 FlowcOdfd SDMH2 SDMH2 0.00 0.00 0.11 0.00 0.00 0.00 222.20 222.20 210.30 210.30 0.60 11.66 221.60 210.54 Flow control SDMH2 SDMH2 0.01 18.47 0.10 13.94 9.80 135.87 222.20 222.20 210.30 210.30 0.60 11.66 221.60 210.54 Flowomird 00MH2 30MH2 0.06 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 WO 1.00 23.00 0.43 2.35 0.13 0.30 2.08 0.24 0.24 222.20 219.18 210.30 206.60 11.66 12.48 210.54 206,72 Unk4 WO out 1.00 141.00 7.16 9.54 0.03 0.30 8.25 0,12 0.12 219.18 202.00 206.80 196.50 12.48 5.38 206.72 1138.82 P-5006 01 SDCB 01 6)04e14 0.83 15.83 2.46 3.40 0.22 0.70 4.17 2.58 3.09 222.43 222.80 217.93 213.54 0.83 1.00 221.60 221.80 P-SDC8 03 SOCB 03 J,1 1.00 85.36 9.93 11.23 0.01 0.06 2.44 4.15 4.18 227.41 222.20 222.41 213.67 3.45 0.60 223.96 221.60 D.1000 02 SOCB Node14 J.1 1.00 9.21 2140 0.0 0.278 5.308 48.18 1.01 228,4972 222.20 223.49 213.67 1.00 0.60 221.60 221.60 Oelendco.2 Node14 SOeM12 800 9.21 0.40 570.23 0.00 0.58 O.B2 8.10 1.01 222.80 222.20___,213.54 210.30 1.00 0.80 221.80 221.80 XPSTORM HYDRAULIC LAYOUT - SW 74TH AVE :DC6 Pt ;DC6R: COMM .•C6f1I • P-GDC5r * P-CD H M3 DOMH 03.1 w DETEN MOMS D�JMMS� f1DMH F627414kNTP.O ^ P H JJ iJ OTMLL TM CI D-2 P'.TM D2 P-0015 54EGEl?TERP?CE Marta Morin DIAH'l DePNb yjciM,TROL.�,.�LIH�^BO LIIkM PO NCONTP HVM 10 � -pony. '''.. PCT PD-I STM CI D-1 EMI 101111 i r M M all NMI r all MINI ON w I• MIN r ill. MI 1111111 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 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 1.02 100 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 STM CB D-1 0.13 100 98 5 3.45 1.923 1.527 0.114 0.030 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 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 2.20 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 WEIGELATERRACE 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 2376 0.201 0.01 0 0 5 1 I XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW 74TH AVE 12-YEAR STORM EVENT) SW 74TH AVE Location Condull Properties Conduit Results Conduit Profile Behan Unk dmMer Length Slops Designlimas/ US 08 limas/ Max Flow Max Max Flow Depth Wtl0 U8 ground OS Ground US IE DS IE US HGL DS HGL From To Cepatlty Gtleelen Velocity Bey. Des. Freeboard Freeboard R ft % Ms oh Us ft 11 ft ft ft ft ft ft ft Detentlon.1 WEIGELA TERRACE Nodel0 5.00 188.00 1.02 288.07 001 1.28 1.30 3.82 0.78 238.52 224.01 214.12 208.97 19.54 7.03 216.99 218.99 FLOW CONTROL.1 Node10 Node24 0.20 1.58 0.32 5.84 4.57 18.11 224.01 224.29 208.97 208.43 7.03 7.50 218.99 218.79 FLOW CONTROL.1 Nodo10 Node24 0.29 0.85 0.25 3.85 0.89 3,03 224.01 224.20 208.97 208.43 7.03 7.50 216.99 216.79 FLOWCONTROL.1 Noda10 Nade24 8.30 0.00 0.00 0.00 0.00 0.00 224.01 224.29 208.97 208,43 7.03 7.50 218.99 218.79 Unk10 Nodal Dummy.1 1.00 25.00 0.20 1.51 0.29 0.44 0.85 8.22 8.22 224.19 224.68 208.61 208.58 7.41 7.78 216.78 216.78 POLLUTION CONTROL.1 Dummy.1 SDMH 04 0.12 3.48 0.43 11.90 2.49 11.95 224.56 224.56. 208.56 208.50 7.78 15.88 218.78 208.71 POLLUTION CONTROL.1 Dummy.' SDMH 04 0.12 0.00 0.00 0.00 0.00 0.00 224.68 224.58 200 56 208.50 7.78 15.88 216.78 208.71 POLLUTION CONTROL.1 Dummy.1 SOW'#4 6.30 0.00 0.00 0.00 0.00 0.00 224.56 224.58 208 56.__ 208.58 7.78 15.86 216.78 208.71 P-STM CB 0-2 STM CB D2 504a10 1.00 20.41 3.37 6.54 0.01 , 0.07 3.01 0.07 0.07 222.98 224.01 _ 219.00 20297 3.01 7.03 219.07 , 216.99 P-STM CB D-1 STM CB D-1 14a4a10 1.00 17.23 9.46 1098 0.01 0.08 7.77 0.06 0.08 224.58 224.01 218.63 208.97 5.80 7.03 218.09 , 218.99 P-SDCB 01 SDCB#1 SDCB 02 1.00 22.00 0.50 2.62 0.04 0.10 1.46 0.16 0.10 208.50 208.50 204.55 204.71 3.50 3.59 206.00 204.91 P-SOCB#2 SDCB 02 SDMH#3 0.83 18.00 0.50 1.55 0.13 0.21 1.98 0.20 0.25 208.60 208.75 204.71 202.87 3.59 5.91 204.91 202.84 P-80064 113 SDMH#3 SDMH#3.1 0.83 14.64 0.60 2.38 0.09 0.21 2.85 0.17 0.20 208.75 208.70 202.87 200.00 5.91 8.76 202.84 ' 201.04 DETENTION.2 SDMH P3.1 DUMMY.2 3.00 121.23 0.04 13.55 0,01 0.14 0.35 1.39 0.40 208.70 214.50 200.60 198.55 8.70 12.58 201.94 I' 201.04 FLOW CONTROL.2 DUMMY.2 SDMH 3-3 0.00 0.00 0.00 0.00 0.00 0.00 214.50 214.50 198.55 198.55 12.588 13.80 201.94 200.70 FLOW CONTROL.2 DUMMY.2 SDMH 333 0.02 3.78 0.08 8.79 1.08 18.71 214.50 214.50 198.55 198.55 12.58 13.80 201.94 200.70 FLOWCONTROL.2 DUMMY.2 SDMH 3-3 0.03 0.00 0.00 0.00 0.00 0.00 214.50 214.60 108.56 108.56 12.56 13.80 201.94 200.70 P-3084H114 SDMH#4 OUTFALL 1.00 116.00 7.39 9.88 0.05 0.43 8.18 0.15 0.15 224.58 II 202.50 208.58 200.00 15.80 2.38 208.71 200.14 P-SDMH3-3 SDMH 3-3 OUTFALL 1.00 275.00 0.20 1.50 0.05 0.08 1.02 0.15 0.15 214.50 202.50 108.55 200.00 13.80 2.36 200.70 200.14 Unk28 Node24 Nadel 1.00 14.40 285 0.01 0.08 0.47 1 2.83 4.82 4.82 224.29 224.19 208.43 208.61 7.50 7.41 216_79 218.78 I XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW 74TH AVE(10-YEAR STORM EVENT) SW 7dTH AVE Location Conduit Properties Condull Results Conduit Profile Station LInk Diameter Length Slope Design Omar/ Max Flow Mac Max Flow Depth y/tp US Ground DS Ground US IE DS IE U8 DO US HGL DS HGL From To Ca ofE Otleeldn Velocity Elev. Elev. Freeboard Freeboard R R % cfs cte Ns R R ft R ft R fi fi fi DNemlon.1 WEIGELA TERRACE 14a4e10 8.00 188.00 1.82 288.07 0.01 1.70 1.50 5.57 1.12 238.52 224.01 214.12 208.97 17.78 5.27 218,74 218.74 FLOW CONTROL.1 Node/0 Nade24 0.20 1.87 0.38 6.55 8.32 25.09 224.01 224.29 208.97 208.43 5.27 8.23 218.74 218.08 FLOW CONTROLI NodN0 5044124 0.29 1.60 0.40 0.58 284 9.05 224.01 224.29 - 206.07 208.43 5.27 8.23 218.74 218.08 FLOW CONTROL' Noda10 504e24 0.30 0.00 0.00 0.00 0.00 0.00 224.01 224.29 208.97 208.43 5.27 8.23 218.74 218.06 Unk10 Node11 Dummy.1 1,0D 28.00 0.20 1.51 0.58 0.84 1.01 0.48 9.48 224.19 224.50 208,81 208.58 5.14 8.52 218,05 218.04 POLLUTION CONTROL.1 Dummy.1 SDMH#4 0.12 4.44 0.58 14.82 3.75 17.99 224.58 224.58 208.58 208.58 0.52 15.80 218.04 206.78 POLLUTION CONTROL,1 Dummy.1 SDMH 04 _ _ 0.12 2.28 0.29 8,12 1.24 5.95 224.58 224.500 208.58 208.56 6.62 15.80 218.04 208.70 POLLUTION CONTROL.1 Dummy.1 S011114 04 6.30 0.00 0.00 0.00 0.00 0.00 224.58 224.58 208.58 208.58 6.52 15.50 218.04 206.78 P-STM CB D-2 STM CB 0-2 No4e10 1.00 20.41 3.37 8.54 0.01 0.09 3.00 O83 0.83 222.98 224.01 219.00 208.97 3.90 5.27 219.08 218.74 P-81M CB D-1 STM CB 61 NodelO 1.00 17.22 0.40 10.98 0.01 0.11 0.79 1.74 1,74 224.68 224.01 216,83 208,97 5.83 5.27 218.75 218.74 P-SDCB#1 BOOB 61 SDCB#2 1.00 22.00 0.80 2.52 0.05 0.14 1.58 0.20 0.20 208.50 208.50 204.68 204.71 3.47 3.56 205.03 204.06 P-SDCB#2 BDCB 02 SDMH#3 0.83 10.00 0.60 1.56 0.19 0.29 2.20 0.24 0.29 205.60 208.76 204.71 202.07 3.65 5.66 204.08 202.87 _ P-SDMH#3 SDMH 03 SDMH#3.1 0.83 14.04 0.60 2.38 0.12 0.20 2.04 0.20 0.24 208.75 208.70 202.87 200.00 6.88 0.07 202.87 202.63 DETENTION.2 SDMH 113.1 DUMMY.2 3.00 121.23 0.04 13.55 0.02 0.21 0.41 2.08 0.70 208.70 214.50 200.80 198.55 0.07 11.87 202.03 202.83 FLOW CONTROL.2 DUMMY.2 60M14 3-3 0.00 0.00 0.00 0.00 0.00 0.00 214.60 214.50 198.55 106.58 11.67 13.78 202.63 200.72 FLOW CONTROL.2 DUMMY.2 SDMH 3-3 0.02 4.84 0.10 10.88 2.37 23.07 214.80 214.60 108.56 108.56 11.87 13.78 202.83 200.72 FLOW CONTROL.2 DUMMY.2 SDMH 3-3 0.03 0.18 0.01 1.60 0.06 0.55 214.50 214.60 108.55 188.55 11.57 13.76 202.63 200.72 P-SOMH#4 SDMH OM OUTFALL 1.00 116.00 7.39 9.88 0.09 0.84 7.50 0.20 0.20 , 224.56 202.60 208.50 200.00 16.80 2.30 208.70 200.20 P-SDMH 3-2 SDMH 3-3 OUTFALL 1.00 275.00 0.20 1,50 0.06 0.10 1.12 0.20 0.20 , 214.60 202.50 198.68 200.00 13.78 2.30 200.72 200.20 UM28 Node24 Modell 1.00 14.40 2.85 1501 0.14 0.84 2.83 0.09 8.00 224.29 224.10 206.43 206.81 0.23 0.14 218.06 218.05 XPSTORM CONVEYANCE DATA.PROPOSED CONDITIONS FOR SW 74TH AVE(2-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slope Design Onwa/ Max Flow Max Mae Flow Depth yld0 U9 Ground DS Ground US IE OS IS US D8 US HGL DS HGL From To Capacity OtleNgn VNtwiry Elev. Elev. Freeboard Freebord ft ft ofa ole Ns R ft It ft ft ft fi fi ft%XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW 74T14 AVE(25-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Resulte Conduit Profile Station Link Diameter Length Slope Design Omni Melt Flow Max Max FlowU8 Ground OS Ground US 08 From To Capacity Odesign Velocity Depth �� US IE DS IE U8 HOL D9 HOL Elev. Elev. Freeboard Freeboard fi fi % cfs cis Ns fi ft R _ ft ft R II ft ft De6emlan.1 WEIGELA TERRACE Node10 5,00 188,06 1.62 288.07 0.01 1.61 1.58 7.25 1.45 236,52 224.01 214.12 208,97 16.10 3.59 220.42 220.42 FLOW CONTROL.1 Node10 Na4e24 0.20 2.45 0.49 8.28 8.00 31.73 224,01 224.29 208.97 208.43 3.59 4.96 220.42 219.33 FLOW CONTROL.1 Node10 Node24 0.29 2.08 0.61 8.33 4.32 14.78 224,01 224.29 208.97 208.43 3.59 4.96 220.42 219.33 FLOW CONTR0L.1 Node10 Node24 6.30 0.00 . 0.00 0.00 0.00 0.00 224,01 224.29 208.97 208.43 3.59 4,98 220.42 219.33 Unk10 Nodal Dummy.1 1.00 28.00 0.20 1.51 0.73 1.09 1.31 10.73 10.73 224,19 224.58 208.61 208.58 4.88 5.27 219.31 219.29 POLLUTIONCONTROL.1 Dummy.1 SDMH#4 0.12 5.29 0.86 - 17.12 5.00 23.9E - 224,56 224.64 208.58 208.58 5.27 15.77 219.29 208.79 DMH POLLUTION CONTROL.1 06mm3.1 S #4 0.12 3.47 0.43 11.97 2.49 11.95 224.56 224.58 208.58 208.58 5.27 15.77 219.29 208.79 POLLUTION CONTROL.1 Dummy.1 SDMH#4 6.30 0.00 0.00 0.00 ' 0.00 0,00 224.56 224.58 208.58 208.56 5.27 15,77 219.29 208.79 P-STM CB D-2 STM CB D-2 Nadel 1.00 28.41 3.37 6.54 0.03 0.20 3.08 2.31 2.31 222.98 224.01 219.00 208.97 2.56 3,59 220.42 220.42 P-STM CB D-1 STM CB Di Node10 1.00 17.23 9.48 10.06 0.05 0.54 8.82 3,42 3.42 224.58 224.01 218.63 208.97 4.16 3.50 220.42 220.42 P-SDCB01 SDCB#7 SDCB#2 1.00 22.00 0.50 2.52 0.06 0.16 1.02 0.22 0.22 208.50 208.50 204.86 204.71 3.46 3.53 205.04 204.97 P.8005#2 SDCB#2 SOMH#3 0.83 16.00 0,50 1.55 0.22 0.33 2.29 0.20 0.31 208.50 208.75 204.71 202.67 3.53 5,87 204.97 202.88 P-50591#3 SOMH 03 SOMH#3.1 0.83 14,84 0.50 2.30 0.14 0.33 ' 3.05 ' 0.38 0.46 208.75 205.70 202.67 200.60 5.87 5.82 202.88 202.88 DETENTI0N.2 SD59H#3.1 DUMMY.2 3.00 121.23 0.04 13.55 0.02 0.27 0.42 2,33 0.78 208,70 214.50 200.60 198.55 5.82 11.02 - 202.88 202.85 FLOW CONTROL2 DUMMY.2 SDMH 3-3 0.00 0.00 000 0.00 0.00 0.00 214.50 214.50 198.55 198.55 11.62 13.75 202.88 200.75 FLOW CONTR0L,2 DUMMY.2 SOMH 3-3 0.02 5,16 0.10 11,43 2.62 26.11 214.50 214.50 198.55 198,55 11.62 13.75 202.88 200.75 FLOW CONTROL,2 DUMMY.2 SOMH 3-3 0.03 1,29 0.04 3.51 0.31 2.65 214,50 214.50 198.55 198.55 11.62 13.75 202.88 200.75 P-SDMH#4 SOMH#4 OUTFALL 1.00 116.00 7.39 9.88 0,11 1.09 8.15 0,23 0.23 224,58 202.50 208.58 200.00 15.77 2,27 208.79 200.23 P-SDMH 3-3 SDMH 3-3 OUTFALL 1,00 275.00 0.20 1,59 0.09 0.14 1.23 ' 0,23 0.23 214.50 20250 198.55 200.00 13.75 2.27 200,75 200.23 Unk28 Node24 Nod411 1,00 14.40 285 8.01 0,18 1.09 2.93 7.35 7.35 224.29 224.19 208.43 208,61 4.96 4.88 219.33 219.31 • XPSTORM CONVEYANCE DATA-PROPOSED CONDITIONS FOR SW 74TH AVE(100-YEAR STORM EVENT 1 SW 74TH AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length Slop. Design Ortm/ Hex Flow M°x Max Flow Depth 54d0 US Ground DS Ground US IE DS IE US OS U9 HGL D8 HGL From ToCapacity Otleelgn Velocity Elev. Elev. Freeboard Freeboard fi ft % cfs cis Rls f R ft ft R f II R ft DeleNlon.1 WEIGEtA TERRACE Noda10 5.00 188.00 1.62 288.07 0.01 2.49 1.03 7,92 1.58 236.52 224.01 214.12 208.97 15.44 2.93 221.08 221.09 FLOW CONTROL.1 NotlefO Node24 0.20 2.87 0.34 8.98 8.87 34.38 224.01 224.29 208.97 208.43 2.93 3.93 221.0E 220.38 FLOW CONTROL.1 Node10 Node24 0.29 2.27 0.66 9.04 4.99 17.07 224.01 224.29 208.97 208.43 2.93 3.93 221.09 220,36 FLOW CONTROL,1 Nodal0 Node24 8.30 0,17 1.06 2.45 0.59 0.59 224.01 224.29 208.97 208.43 2.93 3.93 221.09 220.30 Unk10 - Node11 Dummy.1 1.00 28.00 0.20 1.51 1,35 2.03 2.42 11.72 11.72 224.1E 224.56 205.61 205.58 3.86 4.30 220.33 220.26 POLLUTION CONTROL.1 Dummy.1 S0581#4 0.12 5.91 0.74 18.68 5,97 2885 224.58 224.58 208.58 208.58 4.30 15.70 220.26 208.88 POLLUTION CONTROL.1 Dummy.1 SOM7#4 0.12 4.23 0.53 14.22 3.48 1681 224.56 224.58 208.58 208.58 4.30 15,70 220.20 208,88 POLLUTION CONTROL.1 Dummy.1 SDMH#4 6.30 0.09 0.59 1,97 0.44 0.44 224.56 224.58 208.58 208.58 4.30 15.70 220.28 208.88 P-STM CB D-2 STM CB 0-2 Node10 1.00 26.41 3.37 6.54 0,03 0.16 3.14 2.98 2.98 222.98 224.01 219.00 208.97 1.90 2.93 221.09 221.09 P-STM CB D-1 STM CB D-1 Node10 1.00 17,23 9.46 10.96 0,05 0.45 7,89 4.09 4.09 224.56 224.01 21563 208.97 3.50 2.93 221.09 221.09 P-SDCB 01 SDCB#1 SDCB#2 1.00 22.00 0.50 2.52 0.07 0.19 1.68 0.24 0.24 208.50 20550 204.88 204.71 3.45 3.51 205,05 20499 P-SDCB#2 SDCB#2 SDM1#3 0.83 16.00 0.60 1.55 0.25 0.39 2,40 0.28 0.34 208.50 208.75 204.71 202.67 3.51 5.44 204,99 203.31 P-SOMI#3 805,11453 SDMH#3.1 0.83 14.84 0.50 2.38 0.16 0.39 3,19 0.81 0.97 208.75 208.70 202.67 200.60 5.44 5.39 203.31 203.31 DETFNTION,2 SD5,64#3.1 DUMMY.2 3,00 121.23 0.04 13.55 0,02 0.31 0.42 2.78 0.92 208.70 214.50 200.60 198.55 5.39 11.19 203,31 203.31 FLOW CONTR0L.2 DUMMY,2 SDMH 33 0,00 0,00 0.00 0.00 0.00 0.00 214.50 214.50 198.55 198.55 11.19 13.72 203.31 200.75 FLOW CONTR0L-2 DUMMY,2 SDMH 3-3 0.02 6,72 0.12 1241 3.05 30.40 214.50 214.50 19855 198.55 11.19 13.72 203.31 200,78 FLOW CONTR0L.2 DUMMY.2 SDMH 3-3 0.03 2.37 0.07 6.31 0,74 8.33 214.50 214.50 198.55 198.55 11.19 13,72 203.31 200.78 P-S0581#4 SOMH#4 OUTFALL 1.00 116.00 7.39 9,88 , 0,19 1.86 9.50 0.30 0.30 224.55 20250 208.58 200.00 15.70 2.20 208.86 200.30 PSDM73-3 SDMH 3-3 OUTFALL 1,00 275.00 0.20 1.59 0,12 0.18 1,33 0.30 0.30 214.50 20250 19555 200.00 13.72 2.20 200.78 200.30 Ur6i28 Node24 Model 1.00 14.40 2.85 8.01 0.34 2.04 3.05 8,37 8.37 224.29 224.19 208.43 208.61 3.93 3.88 220.36 220.33 NIP all nil 11111 MI In MI IHydrologic Soil Group—Washington County,Oregon I ' Hydrologic Soil Group 1 Map unit symbol Map unit name Rating Acres in AO1 Percent of AOI 1 Aloha silt loam CID 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 CID 1.2 1.4% loam,0 to 3 percent slopes I 19B 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 I43 Wapato silty Gay loam CID 20.4 24.9%9% 45B Woodbum silt loam,3 to C 5.7 6.9% 7 percent slopes 111 45C Woodburn silt loam,7 to C 12.5 15.3% 12 percent slopes Totals for Area of Interest 81.9 100.0% I I 1 I 1 I I 1 CM)4 Natural Resources Web Soil Survey 11/7/2017 - Conservation Service National Cooperative Soil Survey Page 3 of 4 I Hydrologic Soil Group—Washington County,Oregon Description 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 (ND, 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 daypan 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(ND, B/D, or CID),the first letter is 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 Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule:Higher I USDA Natural Resources Web Soil Survey 11/7/2017 -1� Conservation Service National Cooperative Soil Survey Page 4 of 4 I Mill =I 11111 =I NM =I MIN MI IIIIII Ili 1111111 11111 Mill =I ill MEI III.1 MN UM . .... ...") 0.4 TTN.,...? DWArta, OUTPALS7.94 ItESTALS Seven DOWNST61 t :law W) oPoscoarrrou 7IS'Ww OSS77IW.7 . 0 ,— OUTr...1.WOCS071 WOODS J1-7..,-. ..swel W.w.n Sw Du ttiD DDINA XPSTORM Downstream Hydraulic Layout Downstream Cross Section 1 204.00 202.00 200.00 a 198.00 u_ 196.00 cu en 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' On NE MN MN MN 11111 EN INN NMI MN INN MN 111111 Downstream Cross Section 2 196.00 195.00 194.00 193.00 192.00 LL 191.00 cu ro 190.00 `n 189.00 188.00 m11111.1.11111.16111 187.00 186.00 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 au co 184.50 184.00 183.50 183.00 182.50 0.00 20.00 40.00 60.00 80.0 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' I I XPSTORM-RUNOFF DOWNSTREAM DATA-25 YR-STORM EVENT EXISTING-SW 74TH AVE Node Information Runoff Information I Node Name Area Impervious acre % Nu Cumrveber m Tcin. Rainfall Infiltration Surface Runoff 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 2.57 0 70 8 I Jackson Woods 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 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 OUTFALL4 0.60 100 98 5 3.90 2.64 1.26 2.77 I 1.92 0 83 5 5.11 0 70 5 I 1 V I I I I 1 I I XPSTORM-RUNOFF DOWNSTREAM DATA -100 YR-STORM EVENT EXISTING-SW 74TH AVE Node Information Runoff Information Node Name Area Impervious Curve Tc Rainfall Infiltration Surface Runoff 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 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 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 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 1.92 0 83 5 5.11 0 70 5 I I T 0 I 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 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 I 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 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 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 OUTFALL4 0.60 100 98 5 3.90 2.64 1.26 2.77 1.92 0 83 5 5.11 0 70 5 111 I I I I I 1 I I I I XPSTORM-RUNOFF DOWNSTREAM DATA-100 YR-STORM EVENT POST-DEVELOPED-SW 74TH AVE Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff 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 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 a 1.74 0 70 5 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 II 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 j' 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 1.92 0 83 5 5.11 0 70 5 111 I I I I 1 I I I I MK 111111 W i- 1I l Mt MI MINI WIC MI 11110. IM:. nil INN Mil IIIIIII XPSTORM CONVEYANCE DATA-EXISTING DOWNSTREAM CONDITIONS(25-YEAR STORM EVENT 1 SW 74TN AVE Location Conduit Properties Conduit Results Conduit Profile Motion . Link Diameter Length Slope Design Omer/ Max Flow Max Mao Flow Depth yld0 U8 Ground D86rmnd US IE DI IE U8 D8 US HOL DS NOL From To Capeo6y O heIgn velocity Mev. Mew Freeboard Freeboard R R % ofs of. Ws ft R R ft R R ft R ft OUTFALL RED CEDAR We5ela Terrace OUTFALL1 1.00 118.00 10,01 14.28 0.14 2.01 12.80 025 0.25 224.67 210.00 218.57 194.78 I 5,85 14.25 218.82 195.75 12-IN Culvert OUTFALL1 CvMut Out 12.00 88.75 0.13 972.98 0.03 24.94 8.30 0.97 0.08 210.00 209.18 194.78 194.69 14.25 14.11 195,75 196.07 OUTFALL ASH CREEK ESTATES Ash Creek Eatala, OUTFALL1 1.00 16.14 0,20 2.59 1.39 3.54 4.95 0.93 0.93 203.50 210.00 0,00 194.78 I 6.49 14.25 197.01 195.75 OUTFALL74TH AVE 74th Ave OUTFALLI 1.00 55.75 0.50 3.54 0.08 0.28 2.88 0.19 0.19 214.10 210.00 19655 194.78 i 13.38 14.25 200.74 195,75 Stream Culvert Out OUTFALL2 NA 322.77 0.60 18886.21 0.00 27.01 0.53 0.43 0.03 209.18 209.18 194.69 193.08 1 14,11 15.68 195.07 193,50 DOWNSTREAM XS 1 OUTFALL2 OUTFALL3 NA 373.74 1.07 22357.70 0.00 27.83 0.88 0.79 0.06 209.18 202.88 193.08 189.08 15.58 13.01 103.50 186.86 PROPOSED OUTFALL Proposed Sae OUTFALL2 1.00 141.00 0.29 10.86 0.07 0.78 7.99 0.18 0,18 218.06 209.18 209.80 193.08 6.30 15.88 209.78 193.50 OUTFALL JACKSON WOODS Jackson Woods OUTFALL2 1.00 141.00 9,29 10.88 0.03 0.34 8.25 0.12 0.12 218.08 209.18 209.60 193.08 6.38 15.88 209.72 193.50 DOWNSTREAM XS2 OUTFALL3 OUTFALL4 NA 378.19 0.53 6501.02 0.01 32.41 0.82 0.98 0.12 202.88 198.00 189.08 187.08 13.01 9.96 189.68 18804 XS1 Upstream Basin 02 OUTFALLI NA 373.76 1.07 4565.00 0.00 18.11 1.13 0.07 0.12 212.00 210.00 198.78 194.78 12,39 14.25 199.61 195.75 XS2 Upstream Basin 1/3 Upstream Basin 62 NA 377.00 , 1.08 1761.75 0.01 , 14.84 0.72 0.83 0.17 212.00 212.00 202.78 198.78 8.85 12.39 203.36 109.81 XS3 sstream Basin 114 8 Upstream Bests e3 NA 508.33 , 3.18 2476.87 0.01 13.45 1.88 0.88 0.13 225.48 212.00 218.78 202.78 5.83 8.05 219.83 203.35 XS4 Upstream Basin R6 Upstream Basin 114 6 5 NA 308_53 4.54 680.32 0.01 6.58 1.29 0.86 0.14 238.94 225.48 232.78 218.78 5.75 5.83 233.19 219.03 DOWNSTREAM XS 3 OUTFALL4 72-IN CULVERT NA 510.78 0.78 1510.67 0.02 33.24 0.73 0.66 0.23 108.00 192.00 187.08 183.08 9.96 8.51 188.04 183.49 XPSTORM CONVEYANCE DATA-EXISTING DOWNSTREAM CONDITIONS(100-YEAR STORM EVENT) SW 74TN AVE Location Conduit Properties Conduit Results Conduit Profile Station Link Diameter Length 81ope Oeelgtl Omax/ Max Flow Max Mao Flow Depth kWUB Ground DS Ground US IE I DUE US OS US HOL DS HOL From To Capacity DNsttm Velocity Elev. Elev. Freeboard Freeboard R B % cle o Rh ft ft ft ftI R R R ftR OUTFALL RED CEDAR Walpole Terrace OUTFALL1 1.00 110.00 16.01 14.28 0.17 2.45 13.67 0.28 .26 224.67 210.00 218.67 . 194.78 5.82 14.16 218.85 196,84 12-IN Culvert OUTFALL1 Culvert Out 12.00 68.75 0.13 972.98 0.03 31.53 8.87 1.08 09 210.00 209.18 104.78 194.69 14.16 14.05 195.84 105.13 OUTFALL ASH CREEK ESTATES Ash Creek Estates OUTFALL1 1.00 15.14 0.20 2.60 ' 1.68 4.24 5,81 108 .08 203.50 210.00 0.00 194.78 6.34 14.18 107.16 106,84 OUTFALL74TH AVE 741hAw OUTFALLI 1.00 65.75 0.50 3,64 0.09 0.33 2.82 0,21 .21 214.10 210.00 198.55 194.78 13.34 14.16 200.76 105.84 Stream Culvert Out OUTFALL2 NA 322.77 0.50 18860.21 0.00 34.24 0.58 0.49 .03 209.18 206.18 194.69 193.08 14.05 16.61 195.13 193,57 DOWNSTREAM XS I OUTFALL2 OUTFALL3 NA 373.74 1.07 22367.70 0.00 35.06 0J8 .00 209.18 202.88 193.08 119.08 15.61 12.93 163.57 189,95 PROPOSED OUTFALL Proposed Site OUTFALL2 1.00 141.00 0.20 10.86 0.10 1.08 8.80 0.21 .21 218.08 209.18 209.60 103.08 6.27 15.61 209.81 103.57 OUTFALL JACKSON WOODS Jackson Woods OUTFALL2 1.00 141.00 9.20 10.88 0.04 0.40 8.65 .13 216.08 209.18 209.60 193.08 8.36 18.61 200.73 103,57 DOWNSTREAM XS2 OUTFALL3 OUTFALL4 NA 378.19 ' 0.53 6501.02 0.01 41.29 0.67 1.07 .13 202.88 198.00 189.08 187.08 12.93 9.88 189.95 188,14 )(St Upstream Basm M. OUTFALLI NA 373.78 1.07 4656.09 0.01 22.98 1.22 1.08 .13 212.00 210.00 106.78 194.78 12.27 14.16 199.73 105,84 XS2 Upstream Bs&e3 Upstream Bain 82 NA 377.00 1.08 1761.75 0.01 18.84 0.77 0.06 9 212.00 212.00 202.78 198.78 8.59 12.27 203.41 196,73 XS3 ;stream Basin 04 8 Upstream Slain 63 NA 806.33 3.16 2478.67 0.01 17.02 1.79 0.68 5 225.46 212.00 218.78 202.78 6.70 8.69 219.76 203.41 XS4 Up stream BeWn65 U.stream Been 8485 NA 308.53 4.64 980.32 0.01 8.33 1.41 0.08 8 238.94 225.48 232.78 218.78 6.70 6.70 233.24 219,76 DOWNSTREAM XS 3 OUTFALL4 72-IN CULVERT NA 510.78 0,78 1516.07 0.03 42,85 0.79 1.07 .25 198.00 192.00 187.08 183.08 9.88 6.48 188.14 183.54 XPSTORM CONVEYANCE DATA PROPOSED DOWNSTREAM CONDITIONS(25-YEAR STORM EVENT) SW 74TH AVE Location Condit Properties Conduit Results Conduit Profile Station Unk Dlanalr Length Slops Design lamas/ Mew Flow Max Mac Flow Depth yld0 US Ground D8 Ground US IE DS IE US DS US HOL DS HGL From To Capacity °design VNocky Elev. Elev. Freeboard Freeboard R S % cfs efs N. R ft R ft ft ft ft R S OUTFALL RED CEDAR Welgela Terrace OUTFALLI 1.00 118.00 16.01 14.26 0.17 2.45 13.57 0.28 0.28 224.87 210.00 218.57 194.78 5.82 14.24 218.85 196.76 12-IN Culvert OUTFALLI Culvert Out 12.00 88.75 0.13 97298 0.03 26.12 5.41 0.98 0.09 210.00 208.18 113478 I 194.89 14.24 14.10 195.76 195.08 OUTFALL ASH CREEK ESTATES Ash Creek Estates OUTFALLI 1.00 15.14 0.20 2.59 1.88 4.24 5.51 1.08 1.08 203.50 210.00 0.00 ' 194.78 11.34 14.24 197.18 196.76 OUTFALL 74TH AVE 74th Ave OUTFALL1 1.00 55.75 0.50 3.54 0.09 0.33 2.82 0.21 0.21 214.10 210.00 198.55 194.78 13.34 14.24 200.76 196.76 Stream Culvert Oui OUTFALL2 0.00 322.77 0.50 18888.21 0.00 28.18 0.54 0.44 0.03 209.18 209.18 194.69 193.08 14.10 15.66 195.08 193.52 DOWNSTREAM XS I OUTFALL2 OUTFALL3 0.00 373.74 1.07 22357.70 0.00 29.08 0.70 0.00 0.08 209.18 202.88 193.08 189.08 15.80 13.00 193.52 189.88 PROPOSED OUTFALL Prepoad Site OUTFALL2 1.00 141.00 9.29 10.88 0.11 1.14 8.93 0.22 0.22 210.08 209.18 209.60 193.08 8.26 1568 209.82 193.52 OUTFALL JACKSON WOODS Jackson Woods OUTFALL2 1.00 141.00 0.29 10.88 0.09 0.34 8.26 0.12 0.12 216.08 209.18 209.80 193.08 8.38 16.88 209.72 193.52 DOVNSTREAM XS2 OUTFALL3 OUTFALL4 0.00 376.19 0.53 8801.02 0.01 33.88 0.83 0.68 0.12 202.88 198.00 189.08 1 187.08 13.00 9.94 189.88 188.06 XS1 Upstream 6asin112 OUTFALLI 0,00 373.78 1.07 4555.09 0.00 18.10 1.13 0,98 0.12 212,00 210.00 198.78 I 194.78 12.39 14.24 199.61 195.76 XS2 ppstream Basin SE Upstream 8ae45012 0,00 377.00 1.08 1761.75 0.01 14.83 0.72 0.83 0.17 212.00 212.00 202.78 19878 8.65 12.39 203.35 199.81 X53 /stream Basin 044 Upstream 64si5113 0,00 506.33 3.18 2478.87 0.01 13.45 1.88 0.86 0.13 225.48 212.00 218.78 202.78 583 8.65 219.63 203.35 %SE Upstream Basin#E Upstream Basin R B 5 0,00 308.53 0.78 619.8 0.01 4.7 0.74 0.98 0.14 238.94 226.4E 232.78 183.08 5.76 5.83 183.08 219.63 DOWNSTREAM XS 3 OUTFALL4 72-IN CULVERT 0,00 510.78 0.78 1519.67 0.02 31.72 0.71 0.98 0.23 188,00 192.00 187.08 183.08 9.94 8.50 188.08 183.50 XPSTORM CONVEYANCE DATA-PROPOSED DOWNSTREAM CONDITIONS(100-YEAR STORM EVENT) SW 74TH AVE Location Conduit Properties Conduit Results Condit Profile Station Unk Diameter op.Length h SI Design Omax/ Max US Ground DS Ground US DS From To Capacity °deelgl Ma ibrr Velocity Mu Plow Depth Ylde US IE DS IE Elev. Elev. Frwbord FreeboardUS HOL DS HOL ft R % ct. ofs Ns ft R ft R R R R 11 II OUTFALL RED CEDAR Wsl9els Ten.oe OUTFALL1 1.00 116.00 16.01 14.2E 0.17 2.46 1367 0.28 0.28 224.87 210.00 218.67 194.78 5.82 14.18 218.85 195.84 12-IN Culvert OUTFALLI Culvert ON 12.00 68.76 ' 0.13 972.98 0.03 31.53 8.87 1.08 0.09 210.00 209.18 194.78 194.89 14.18 14.05 195.84 195.13 OUTFALL ASH CREEK ESTATES Ash Creek Estates OUTFALLI 1.00 15.14 0.20 2.589 1.68 4.24 5.51 1.08 1.08 203.50 210.00 0.00 194.78 8.34 14.18 197.18 196.84 OUTFALL 74TH AVE 74th Ave OUTFALLI 1.00 55.75 0.50 3.54 0.09 0.33 2.82 0.21 0.21 214.10 210.00 198.55 104.78 13.34 14.18 200.76 195.84 Spam Culvert On OUTFALL2 0.00 322.77 0.50 18688.21 0.00 34.24 0.58 0.50 0.03 200.18 209.18 194.80 103.08 14.05 15.81 105.13 193.57 DOWNSTREAM XS 1 OUTFALL2 OUTFALL3 0.00 373.74 1.07 22357.70 0.00 35.30 0.78 0.87 0.08 209.18 202.88 193.08 189.08 15.61 12.93 193.57 189.05 PROPOSED OUTFALL Propelled Site OUTFALL2 1.00 141.00 9.29 10.88 0.14 1.48 9.63 0.25 .0.25 218.08 209.18 209.80 193.08 6.23 15.81 209.85 193.57 OUTFALL JACKSON WOODS Jackson Woods OUTFALL2 1.00 141.00 9.29 10.0E 0.04 0.40 8.55 0.13 0.13 216.08 209.18 209.60 193.08 6.35 15.81 209.73 193.57 DOWNSTREAM XS2 OUTFALL3 OUTFALL4 0.00 376.19 ' 0.53 8501.02 0.01 41.64 0.87 1.07 0.13 202.88 198.00 189.08 187.08 12.93 9.85 189.95 188.16 X51 Upstream casin 02 OUTFALLI 0.00 373.78 1.07 4565.00 0.01 22.98 1.22 1.08 0.13 212.00 210.00 198.78 104.78 12.27 14.18 199.73 195.84 XS2 Upstream Basin 93 Upstream Basin#2 0.00 377.00 1.0E 1761.76 0.01 18.84 0.77 0.05 0.19 212.00 212.00 202.78 108.78 8.5B 12.27 203.41 199.73 XS3 'stress Baehr#48 Upatr.am 5a04n03 0.00 506.33 3.18 2478.67 0.01 17.02 1.79 098 0.15 226.46 212.00 218.78 202.78 5.70 8.59 219.78 203.41 XS4 Upstream Basin 86 Upstream Basin 04 8 5 0.00 308.53 4.54 980.32 0.01 8.33 1.41 0.98 0.18 238.94 225.48 232.78 218.78 570 5.70 233.24 219.78 DOWNSTREAM XS 3 OUTFALL4 72-IN CULVERT 0.00 510.78 0.78 1519.07 0.03 43.00 0.79 1.07 0.28 108.00 192.00 187.08 183.08 9.85 8.45 188.16 183.55 OTHER STUDIES & AS - 11 BUILTS 1 1 1 i f 1 1 � � *3J BTW ANAINOR ASH CREEK ESTATES P. D. LNLA NW ISHA GENERAL NOTT� X 1, THE OTT'S STANDARD SPECIFICATION FOR TRAFR NTR C COD_IS'MANUAL CM LAMER TRAFFIC CONTROL[JUICES NAY,®ME PTT CaM'C. FOR STREETS AND HIGHWAYS', L',S. DEPT.OF TRANSPORTATION. F.AY.19B5 EC- �+ COVER E.TRAFFIC°CANTED STRAIT RE PROVIDED FOR RRs'IIF CONTRACTORAC IN OrIPNTAN(Y MIN IMF CLOYS STANDARD CS SHEETCyIM-ArT�A ♦�� SPECIFICATION AND, ALSO,A, ACCORDANCE WITH A CITY(JOB SPECIFIC)APPROVE.IRATTIC CONTROL RAM A 1 of 19 ��nAv1WLJ11 ONSS PLAN COPY OF THE APPROVED TRAFFIC CONTROL PLAN SHALL BE AVAILABLE AT THE WORK AREA 2 of 19 SITE DEVELOPMENT N I RNIN:RIIACIWAY 9LN; NOT BE CLOSED T7 TRAFFIC. AT ANY TMEWni7JT HAVING FIRST OBTAINED MITTEN APPROVAL FROM WE CITY ENGINEER. INC PERMIT HOLDER IS RESPONSIBLEFOR PROVISION OF TIMELY NOTFICATIDN 3 19 I,J C(?f 'OSfTE PLAN OF TRAFFIC+LOW DISRUPTIONS TO.AREA MOE EMERGENCY SERVICES ITGARD POLICE DEPT.,TJALATIN FIRE A. Kl.SLTJE) AND rU IM-NE I AMI 11GAN7 AND tlEP:MHt ION N'I;XCXI OISRNK:i. 4 of 19 GRADING + EROSION CONTROL ROL PLAN 4, ADVANCE WANTING OF IMMINENT TRAFFIC DISRUPTION SHALL BE PROVIDED ID THE GENERAL MOTUMRG PUDIC 5 of 19 74TH AVENUE STREET AND STORM PLAN/PROFILE/SEC"11ON ate'" BY PLACEMENT OF AN ADVANCE NOTIFICATION SIGN AT EACH ETA OF THE CONSTRUCTION AREA 72 HEMS OAK) 1 ME �� 5/, of 19 TH ,NEAq 1C P PROF. C /-/\,„.,4%..., Ej�"�„ BTrONL Ni MAIN DF CONSIHUOTCH WORK • .riA � 1I1 ATGiR/G STREET 1 ]T!1 7L.4 JG 10,053 5. ACCESS TO EXSTNO PRCPEI;TES SHALL BE MAINTAINED AT ALL TIRES,INCLUDING NORMAL DE'(NERY SEWAGE - I.0 11E11of 747H AVENUE SANTARY AND WATER PLAN/PROFILE -JJ�H� 1.GC AND MAIL SERVICE AND IF air, SNAIL BE CAUSE FOR WORK SItANIAE.E UNMEL EFFEC1FE ACCESS LS ESTABLm7FD. -'- 1A" �.«...�. i89 B T 11, 1 �,� 7 d SHADY LANE AND STORM PLAN/PROFLE/SECTKNI °� r S. TRAAHD B DE ICE4.FLAG PERSONS ETC.,SHALL BE N PLATE POOR 70 INITIATION CF L'ONSTFWJCTWN �- I WORK AND SHALL BE EFFECTIVELY MAIxrMNFDA ., 1 rll� �� 1 ._ .. (8A of 19 19 SHADYN�p� LANE SANITARY Ai��A��WATN,E�FipPpL/A�Np/P�Rt(Y7�Ftl�yy� \ t / ]. ND WORN HILL RE PERMTFp DURING THE iHQWD OF DARKNESS. NOR BETWEEN moo F.M. TO 7.00 A.M., nnitz: 9 of 19 PRIVATE STREET AID STORM PLMF�,�F ROF-'TV,EiSECT ON 413 MONCAY THROWN{ FRDAV, TACIT PFTMFFN P:00 P.M. TO PtRO AAA SATRRAY, IrtC BETWEEN C:M P.N. m P:OO41" 10 of 19 PRIVATE STREET SANITARY AND WATER PLAN/PROFILE E"" AM_SUNDAY. gil5 LANMWM TRAVEL LANE WIDTH SHALL BE TWELVE(12)FEET; PEDESTRIAN TRAVEL SHALL ALSO RE PROVIDED FOR. y �CMT 1211 of 19LpA�NC iSCCAPEpLL�.K�I"/ITET.'NC�AN+A�R� PLANTING PLAN F D. THE city RESERVES THE RICHT TO ADO TO OR NODFY TTA'TIC CONTROL MAWREVENTS AS MAY 11C ICCLCSARY 9W 6 of 19 TREE 1 T-y�Gi R AT ON PLAN In GPFFCTIVFl Y F.ONTR(I TRAFFIC ANTI TO ASSURE PIIRI III SAFETY inn ti 3s0W �W7M+r 12A of 19 TREE PRESERVATION PLAN lE. IEP'ORE INIPARNG ANT CON37RUCMW AOTTMTT, THE PERM I HOLOQt 9fALL CONTACT THE',:tTT3 PRIVATE •I 'max •�AIW, ' 13 19 ULTRA BLOCK WALL PLAN/PROFN..E DCV[LI)FM[Hr REVIEW NORM,(;�639-MITT) m ESTATIL1511 A PLACE. THE AND DATE FOR.PRE-COH3TRucnON C(ETRFNCE- li -320 '\.� ESTATES P.O. �!'�� 11. THE PERMIT HOLDER CR FINS CONTRACTOR SHALL NOTIFY TIE CIiYS INSPECTOR AT 635-4I21 TWENTY-FOUR IrIWM 14 of 19 STREET DETALS (24)ROARS PRIOR TO COMNIEEONC-WORK,TWOITY-FOUR{24)HOMES PRIOR r0 MY STAGED INSPECTION{SEE 700 i of 19 DETAILS e W Ai IAL'!U W1INV) 4NV AT 12R SAAIYLCINAi rIfAR CVVLRLV HT HNC PL1Rl1. �J /1 12.A COPY OF THE ALL IL AND d:l ATTACHMENTS,TE AND A COPY[F DIE APPROVED CONSTRUCTOR PLAN TERMS. �iT� ,�� i 111f 1919 DETALSALS ri 0 Al.!. AAparmENTS SHALL BE AVAILABLE AlAT THE RORK AREA, ALL WORK SHALL CONFORM TO THE PERMIT TERMS, CIXi4ITONS AND PE FERMI AND m THE COY APPROVED PLANT PLANS,AND APPROVED PLAN AMENDMENTS AND m THE CITY6 fTANDARDS AND SPECFICATON3.MHO TO THESE GENERAL OIi4OI1DHT:.CHANCES TO ANY OF THE. MTtI 17A of E'F ON CONTROL DETALS + NOTES If_13 AFORESAID MUST BE APPROVED BY INF CITY.IN ACVANCF OF MIRK PFPFORMANCF. f r 17A MAINTENANCE OF THE WORK ARCA AND APPROACH ROADS IS TIE RE9PONS IUTY OF TIf PERMIT HOLDER.TiE - `- - -r I ( �`�:,:� 18 W 19 CULVERT PETALS WORK AREA AND APPROACH ROADS SHALL BE MAINTAINED:N A GLEAM COwOTON,FREE FROM OBSTRUCTIONS AHD i 1`I-� 1 I l;f I 1 tY I I I r� 19 d 19 STORM FA`M ABF, 'C' OUTFALL PLAN AND PROFLE HAZARDS. A C PY CF THE PEIiArr HOLDERS CFATFlCATS OF INSURANCE SHALL BE AvltdB[E AT THE WORK AREA. � � 19A of 19 5 i nit i SI 41NG AND STRIPING PLAN 14.THE SPREADING Of RAID OR DEBRIS OR STORAGE OF MATERIALS OR EO) NONE Of ANY KIND IA'O1 MIT VICITY4P�pP9 i 1 1 PUBLIC ROADWAT IS SIFdCILY PROHIRITEO AND VIOLATION SHALL RE CAUSE FOR IMMEDIATE OANCELLATp: OF THE NI$ 19B of 19 S�C�RIING DETALS ALS rC PERMIT. THE OTT MAY AT ANY TIME ORDER IMMEDIATE CLEAN UP INC STOPPAGE CF WORK ID ACCOMPLISH CLEANING 19C of 19 SWIPING DErAL.S111 Ip8J O IS.EFAECIWE EROSION CONTROL IS RECANTED-EROSION CONTROL DEVICES MUST BE INSTALLED AND MNNTMRED Z MEEIM:C DIE D.E-Q- REQUFTEPENTS-THE OTT MAY AT ANY TIME ORDER CORRECTIVE ACTION AND STOPPAGE Of WORK TO AMMAN ION EFFECTIVE EROSION CONTROL. LEGEND a `O TB.PROPERTY WORDED BY CONSTRUCTION ACTIVITY SHALL BE SEEDED WITH A STA TEAND BRASS MIX SHRUBS r 9977 FLOWERS,BARK DUST. EXISTING SIGNS.PAYEMMEMT MARKINGS. MAILBOX:`$, ETC- SHALL IRE PEESTABUSNE,I, REINSTALLED OR �'- --- IU:P&((FF CREEK i e IEPL C D, WITH LIKE NOD AND MATERIAL AND BE APPROVED AND COORDINATED WITH OWNERS S CITY(WHERE APPROPRIATE) /A-.. IICC 17.DIECTIVE ORANAOE CONTROL IS REOURED. DRAINAR SIAEL BE I.OITROJED WITHIN THE WORK SITE AND I� NM a - TOP CIF CREEK BANK '•1E SHALL DE SO ROUTED SUCH. THAT ADJACENT INNATE PROPERTY,P'UBIIC PRCPERTP AND THE RECEIVING SYETEU IS NOT - •EAVTA NI PSI p ADVER9LY IMPACTED. THE CITY MAY AT ANY TIME ORDER CORRECTIVE ACTION ARO STOPPAGE OF WORM III I - a BAR 111�I1�111 ;,c i j�r�N AC00MPUSH EFFECTIVE DRAINAGE CONTROL, -4A,,,1.- >''' I IMP I IWr' N� BOUNDARY il Q 7C 16.F:KCAYATCYR(Si)MUST COMPLY WITH C.A.R.Q52-OOI-DOSO THROUGH D62-001-i1000: EXCAVATOR(S) SNAIL NOTIFY es � 4 A��///JJI ALL UTILITY COMPANIES FOR LIVE LOCATIONS AB HOURS(MN_)PRIOR TO START Of WOW. DAMAGE TO LITOTES SHALL BE -•-',..'f. rNy �� -- - -•- FLOOD CORRECTED AT THE PERMIT RIDER'S'EXPENSE. _ i N {yy11111111 �,��., n nAIN ib 12.CCWIRACIUt MUST VERF7 Au DUSTING UTILITIES FOR MDR VERTICAL ELEVAIIJN ANU MITIFL MIAL LLK:RIN)N ` DODUR�1F1Wii1[•A �r I MR WA2�IRSE PATCH �'�� 2sx SLOPE BOUNDARY PRIOR TO 3ThP1r Of'WORK ',POTHOLE BEFORE DEGGk4C IF NECESSARY). SImM CONTL.ICTT .5W AVID RI:OCS ON OR • DECDUQNS TREE PELOCATON OF FAATLITES B£NECESSARY, IT SHALL BE OCHE AT THE PENNY ROWERS EXPENSE.CHAW,'E$MUST 1 _ I I I ; (SEE TREE PRESERVATION PLAN SHEET'2 OF T2) I 4E BE APPROVED BY THE CAT`.'N ADVANCE Of WORK PERFORMANCE.CONTRACTOR SN4Ll COORDINATE THE WORK WTI _ }' - - A I " s x ,. " I EVERT TREE r� cl AFFECTED UTILITY AGENCIES. x .T - _ �. T 20.A TEMPORARY HARD-SURFACE PATCH-(COLD ARK AC OR HOT IRE BASE PAVING)SHALL BE PLACED ON r __ y - Jr {SEE TREE PI.9:RYAIN7N PLAN SHEET 2 CF 12) r JL TREMCES TAIDIN ROADWAYS AT THE END Of EACH DAYS WORK,NO TRENCH, ON SITE OR ,OFP<SITE SHALL BE "` a - �• • Ir /I ` A - ; - K - .`. .... 2p6 5'CONTOURS �}. LEFT At ANY TIME IN AN UNSAFE CONDITION NW PERMIT HOLDER IS RESPONSIBLE FOR AND IS LIABLE FOR I I, • A �sP 1 A •• 4^ R •• F I v INZAHUS OW VAHANNE RESULTING FROM 1!E HNU`.A.W IA.N LW IRE WU'UC '� 1 I. f - 1 IA]N RAMS 2i.TIDING PROVIDED FOR UNDER l}#PERMIT SHALL INCLUDE REPAIR DF DIVING FAOUTES(ROADS, DITCHES, I � - - _ PT P .� ( Z I f LUCK BLOC.*Au. 1 ETC.) AS MAY BE NECESSARY, IN THE CITY INSPECTORS OPINION TO OVERCAME DETERIORATION OR DAMAGE WHICH - \i -' -=i A OCOERRFo IN CONJUNCTION MTH THE WORK AUTNC TEED BY THE PERMIT.CORRECTIVE WORK SHALL BE DONE:AT .....`+. h, ,. �- � , �i`� A PATE LONE THE PERMT HOLDERS'EXPENSE. I."' - ,may .�.r - ea i g A--�� NV- (�(/A/!)�� ■" N, N s I 'e. -_S{'_.__-- Pw_wOsi]P SANmARv'a-upR L'�. L 22,ONE AS-BUILT MYLAR DRAWING SHORING Al.!. NEW PUBLIC IMPROVEMENTS.INCLUDING ANY REM90N MADE 1O ;�6 N. Ay.., I • \ i`� PROPD-EDEMA -ter THE PIE.MOJSLY APPROVED CONSTRUCTION PLANS AND, ALSO, ANY I.PROVELENT WINCH MAY MPACT AN EII T1N3 ACp(� PINSK:SYSTEM OR F.AC0.ITY,SHALL RE PROVIDED TO THE CITY BY A REGISTERED CIVIL ENGINEER ALONG RTTH AN ,k 'I.. ^+ Y NI v`MAN FJIISTING SAMtARV SENOR ENGINEERS EER7IFIOATRI OF NSTALLPTION COMPLIANCE(FORM ATTAE'iFDL F` ? ••f b • PROPOSED SANITARY MANHOLE Ili 23. A SEWER SYSTEM AIR-'EST AND (Y.N.E.)TV TEST REPORT AND ONE SET OF RL EIJNE'AS-STELES'(OF EITHER '` �''/, �1 �� J Q PROPOSED STORM MANNQE .R OR BOTH THE STORM AND SANITARY SEWER SYSTEMS)MAY BE REWIRED BY THE(ITT FOR REVIEW AND APPROVAL -r "'! S. E RS SIC SAMITARN MANHOLE - PRIOR TO CONNECTION CF ANY BUILDINGS TO THE SERER SYSTEM. 1.E T ' s \ A.,-24. THE FENMI ROWERS ENDNEER/INSPECTOR SHALL$GOUT DAILY PNSPECTIOI RESORTS ON A WCES.Y BASS E ~' TL�yf - U71UTY LdCAlES p.Mo.e WB�a P.eR,e alraWl•,IBFp mTO THE GINS INSPECTOR. ;SEE DEVELOPER - (HONEER AGREETFENT NOTE f R.) - ! `l A f - 25. THE CITYS INSPECTORS MAY, AT THEIR DISCRETION, REQUIRE PROVISION OF TESTS APED OR REPORTS FROM THE .M 4 -1 tr. - e` • '� A" .� A • ONE CALL SY5761 148-IB06,1-800-3]3-I3AA PERMT HOLDER PClUnIT RTOLULWS ENGIEER Ili.OITitACTTM IC YAIKTRTE[ARMS 9F MATERIAL 11R 1XXYSIRJCTKIN A 1 ,es �`- '�• (GTE NORTHWEST.NCRTMWEST MATTRUI.GAS, AOEGUACYJOOMPUANCd-SUCH 1ESTE/REPORTS fM4W_BE PROVIDED AT YRE PERMIT HOlOD95 ExPENst: 1 .i I I om_-_ - _`--- + _1 U.S WEST.U.S.SFRMYT, IUALATN'VA(I,EY WATER DISTINCT,O.C.E -11 26. NE PEANIi HOLDER STRATA PROVIDE A O�Y OF 0.PROPERLY OTEOJIED RELEASE AND WINTER MOMENT W F,. ' ' ' ' ' ' "! ' s H "� "' �'I"TY a cm(F now%AT&T CABI,E) THE CITY FOR EACH OWNERSHIP DISTURBED BY CONSTRUCTION ACTIVITY,AS EVIDENCE OF CISTURBANC£ I'ESOLUTIDN 2 AND OWNER SATISFACTION. TA , 1�a swan l f n , R VR EMERGENCIES '.. 27.COSTING MONLRAEHTS, PROPERTY CORNERS,AND SURVEY MARKERS SHALL BE PROTECTED,REPLACEMENT SMALL / " ' GTE NCNsr NATURwt GAS 22B-2Y11,EA F. 4aT3 BE AT THE PERMIT HOLDERS'EXPENSE CPI /,(T I GTE FICRhrAE$F 629-2121 l • GM OF TIGARD 639-4I71 21L THE ENCNEFA SHALE NOTIFY THE WASHINGTON COUNTY SURVEYOR WHEN YE ANTIAL AND FINAL LIFT OF AABSPICO2T SWAPS ASTATEL O,EAN WATER SERVICES (CAWS) 646-$621 MINI' ASPETAIT HAS SEEN PL ACXT. SITE PLAN st PARCEL AREA: 9.36 ACMES TUALATIN VALLEY WATER DRSTTMCT 642-1511 OS. HIS HUMAN Kf.LUSH SHALL✓NUYNE 10 flit CITY MET'LLFIOL IN all FINAL TRL RAWLY,MAID Z4 HOUR L,}I E C� F E-,MITI (CITY A�WATER SUPPLY) KURAHASHI EMERGENCY TELEPHONE NUMBER OF TWO(2)PERSINIS ONO HAVE AUTHORITY TO RESOLVE PROBLEMS, TAKE TEE CONTRACTOR.*1 LOCATING AND PRO II.UING UMJCRiTRARE WAIVES,MIS! & M480CIATlT S. INC. CORRECTIVE ACTON AND,III GENERAL, WILL BE RESPONSIBLE IN CASE OF ANY EMERODIC'Y,WE PERMIT HOMIER COMPLY WITH 71E REGULATIONS OF OA.R- PBi-Wl-90t0 m S52^DOT-0090 rr WNALL NOTIFY THE FITY INSPECTOR,N AQTTNTI, OF ANY/ALL AS'$Iry1MENT CxMNITEL. , W gSO. IHG WNW! HEALER SHALL UAUSt HIS CUNIHAI:rON IC/ HICUVIOA TO NE CIT INSPECT" TA WRITING, THE $EI�jCHMATtK >.4....�1. •13:,.,.N NAME ARID 14 HOUR EMERGENCY TELEPHONE NUMBER OF A DESIGNATED'COMPETENT PERSON'RESPONSIBLE FOR AFAR®PM NUT Th 1.1Jle:.m ' CONSTRUCT/OH SAFETY AS PER OR-OSHA, CHAP. 437, DIV. 3 CONSTRUCTION,SURSI'ITS N P - XCAVATCNI TIE A *4*- HENN FANS T NOTIFY THE CITY INSPECTOR OF ANY/ALL ASSIGN ENT CHANCES. \II•AlFM4i012 Al IFCEMH^PSI CONTRACTOR SHALL STATION aESK6bATRON: CITY OF WAND I•iEIJB 5.111 31. IT TS THE SOLE RESPOFRRBRTFY OF THE PERMIT HOLDER TO PROVIDE FOR PROPER RHDr--CF-ENTRY AND/OR ELEV. ESUR RAMTA'NTS PRIOR TO STARING WORK. PROOF Of RIGHT-OF-ENTRY OR PROPERLY ER67JTED CANLMQNTS,SHALL .33. *STALL TREE PROTECTION NEASLATED FIR 1REES AND CREEH AREAS TO BE SAVED PRIOR TO CONSTRICTION. ALL ZONTALLY AND E AREA ACCURATE 111TIE1Y 0.3 FEET HORIZONTALLY VERTICALLY_ S. BE PROVIDED TO NE CITY. IRE CITY SHALL IN NO WAY BE CDAK.mIXED m BE LIABLE FOR TIK PEWIT NI7LDE45 A COMBNAIION W SNOW FORCE d SET FENCE SHALL BE C'SFD AS fYRF[1ED BY THE FNCAiER. FOND 2-1 PY BRASS DISK N WON BOX LOCATED FAILURE TO($TAN OR PROVIDE FOR PROOF Of RIGHT-OF-ENTRY OR EASEMENTS a sErTTOBJ4 or S.E.LANDAU AM Xi EAST OF 32.ROOKPLACEMENT CF TEEN FINAL LIFT OF ASPHALT,THE PERMIT HOLDER MALL[LEAN MID T.V-ALL NEW S.W. 74TIN AVE. SEWER ONES LD THE PERMIT HOER SHALL PROVIDE 1HRNE CITY M EO OATS CIF NOTES FOR TIE MAT IN S:TONTN. INSET NO. N-.Q ANY DEFICIENCIES SHALL BE REPAIRED BEFORE PLACEMENT OF FINAL LIFT, III=''3 CS ------ Wm 44.46-01 - pealg mai PO. NN. af-la-EN i I OM 41-44-CS I r. ! - . . . ..4, A ' i I ; :tarok/Po-Am SIXIMILS Cale . - LOT latiNION a•-wa e• i I ... . .... . - ... . . .. .''.. BARBARA STREET glii. . ,.r-,...— .....,..,...„, t I ,Cf0.°DPI1-519 It I . ... • i.' ', ' '''f•-• "' ..--.,..,.... -.,... .1 .Lc ,...--. . - . -......- ..... .. 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"- ' r -i'tge.r.: , EllitaNIR ,Il .. mallaN•No - ' ..m.....mr•• r m.d.....Z.21-70-40111:11101 1 >24 4C I ! Pg fit I.F 1-...'::; ..1-T4!» --I 2"CLIF .. ••• •:. II. 22 :,• -21 . -"'- 1,- ., 20 :, - 11'N * •i' ..,, ..., . I WI ci i 1 ,..-...,.- .. • 10 .:,.1 _ _ .. . , , I 9.4.c,Hocrwor.—..•-,. ' . -II''. ', L:•,„. .....„,_..;.:-....--.-; - -:-....:-.-.-- ' BOX C...k_yER1 CATCH I I . .; . i. '•- f'''''..1,.....suntiPFAcs • I : :_i. irtIOPE , 18 ,... STORM ONE:I a, .I ' :•., . . . .. . 12 IET-4 C114 `tel. 11- ".. 8ASIN ,: - I rii.,.,1 : ,_ 0 pic .... - . - : , . (i Typnc••••.) i•- \_.•• rpvc .. . f ••1 . g • '"1--- • ,..,,,,STORM...INE 4-4.- . , 4 i i : SANITARY L,IoN i f. , ,CATCH '.• STOBLI 1-Nt I . .`i • I,. 1.1 (TypicAL) i l 1 I0 If, ' I,, BIN CI.A'SS 52 = .. . .,: ‘, „... WATERLINE 13 .. I2"D I, ..;.:,. : :.4..... Ere! r.,..A5.4".44- • '4.:, ••.,_ .-.N.:-•.,-., *4•4 - . • r (TIPICAO '•:-°-',.1,4,....H1 ...i. _. .....:11_ _ _H.,_i•'• . ,;' •;• . I 14 - -.• : / $3 0 6 4IT.% .... * ,; .. ,,,......,„suEls‘IFTACE '•• ' •„,' , ; „st , DRAIN UNIC ,i,1,:_ con BASIN--/ ' ' 'AI- 5'• aii:s441101"tr-,-,L1- ' ,•••• -11:4 , ' •••'.• .-".."••• . • • . l'• - -.: I .. ,tp. • ,..., 5p04/4,!72, .., 4, ,k rh-I it. ! - . x ‘ ... • • ... w LANCE DIA•ATTEN ,S. ..... ,, 1,, .. ...:4"-' ---. -''''• 'Al`'------/ i ,, DEITNION P PE rt• 7,1: .t.I! ' ''''''::'''.eSrjR4 tir1 ' ' ;:'' .. :,•&., 4*T,' .. •. ..' • i , ...... ....--' ., e tr. s• ( ' i...,1 • .i . 52 .. ,. 111:-. .11 .---.2..,.. I,L 1014.11.5;.-4 -. ••• ii• 4, . • : • , " ,•,• 1/ i ' . .••••• il ....ACCESS: ' ....._iri4oln •-•••• r., 'Illik,"'"1 ii, ,i ,,i •ii,; 4 . SIM/UNE . 4 . ::::-....%,".ii Ri 4•111E.-4---------- 1: tflOP-' Aril ,i r Lir "V wafts.:QM 4.P4V .1 / ss LATeRAL '. '`• ir -f,',. --r-- SS LATERAL t - -1,:----- ir-: : I ' -A: Nii:•"ca..Z.. .ie /41,.. II rT, „. ,o- :.":"A. A r i ..: •.• .,•....: 25 1 T SINANAA-- '-f •-• r, I I.-: •-.4-.. ::. .7.-4711—n:, - i ...: .',3": •pvc •,. :6.1".0 29-- - ,z' ,,,,,, ,v,,,. ...:i ..;t.,, -,-.. k .4,, , .4%. - .. ./.,, -. ,.2,, It,.... - ...L.- ‘,..., ...,..._ . • - • l' '..a. rr,A;-* ..... ,..f. -':•;.!'"'- :'- AA- ..; - •••:,; -...,;:. • ....-,,,.......... .„ ,,11„,:. qv 51 -AFA;.% .. . ..iii„ --•„_,.,•,•• ,,'''''..--;••-•:-.-••-:,-r.44-Al,r);•, ;_ .i - LOT 01HERrAk.; STOW LATERAL/..--Ar.z..--' :..v. .7‘;401-...--.:-..1 '. 4%. “L 4, -/ ., . 'i "'-'4-'s''-.el'''. ..#0.f '.--. T.. . , all • / ',. 1 'AA:, rr-',-, „3 L I I - 1 . sr- 1 . dilimmalit••4111 111•1.1... MS6''E;' ' ''' '° - 111111111111111 t 1 , ; - , L. . - r , 41 ;"4-'' ,I• „,tg.•.,_.• ,,,. -- _ ....11 lawl:Nota ara all abuts .., --------. \: ......_ KURAHAS 11 I , & ASSOCIATES. INC. 6 \ 8 9 [ 1RACT '0' i 3 4 i 1 r •-• 7 i ;'a put-T 2 .., 0 ; ,• : .. . P. , ,. ._. • ', \ , "'' "-id '"'-'4"4--,---.;-'..r.-.:a...41-4t1'4'"1.,•-i-.,.-6-.....-....-7r....-9°'''4:_,._,,__TR_AC 7 'E' -I:UT --- ------- ..' i 1 '"''. f 1011.1Eirfi r:- !Pt i \ 1•6 I -.... _ UTIITY 1 Er-EIGHin \ ¢ m CONPOSITE PLAN \ I, • — EMETIC. 14 2,25 3 Of 19 ii 01011/05 R/rl rC R4 R/N 2 2„ RAW RAY 2Y VW YARff3----•- uasgmd 6aM 25' 25' - _... .. ___.._ ..._ - T .SLOPE j or- ' R.R. GPON= 5 e- 10' 6'PUE 5' S. 8' EAGEI.ENT I Grown GPN soC GUARD RA0. S_--.-_4 18' 8 PLO GUARD RAIL "-'- SLAP LAN TE (SEE P{AIt 17EIM,- 6. 6' (SEE FAAh VIETM) EASELIENF $ S 16- WALC PIAE sxLL asnuw 16" CURB---. 5 WALX p'rockjRrvir. ❑vfV t, A'9PHAl`CURB j'4'ASPHALT CURx VAgeES YARES n HARMON ��A4 2c / P#GiNE GitADE \ + 2 4�'fHAlh 11NK FExCE ibT CURB, x CM MKT� IitY190/S I l i PROFLE GRADE ��} /J IVJ 11 2 1fACR GF$II WALK F' A PNALL c0� �� • 2 .c 20Y. 20X A FO% 4i2.67. 2X ♦ Ky?EO/1]2SEM. TO 20+75 PR�1f GRADE ` GOT 4122112212 �W� 1/ OE 4 • �Z '� 4r 21C 2u74 -2.43 12'A (47 2 2-LS19.CLASS C A.G. T GRAVEL Mr (d") 2-2'LIFTS CLASS C A.C, 3h U AGGREGATE ''r r - • �''r (27 3/4'-0 AGGREGATE BASE (2'7 3/+'-D Ar1fE FSAS£ BASE BASE-0 AGGREGAIE 44�. 101 1 1/2"-0 AGGREGATE BASE 1_ DEMPACT SI1Rd16DE in 95/6 (10') 7 1JY-0 AGGREGATE BAEL--� A SUBGRADE ('r)2--2"UrT3 CU35 1: AC. BASE ` V ( / MIAOW CONPACSOR (T-16B) iO Y71{KyAIIYL I,VNYIA.IIUN(I-lw) / (Y)3/4'-0 AGGREGATE BAbE �L'GMPAC( 5Ue[#iA771 IU 99x \ S.[1 74TH A Vjkr TYPICAL, 4','f:(.'IID,N {,D")1,57 1j2"-0 ACGe£GATE BASE-' RI:LAn1q CONrACT10N(1:140) S.iP. 74 fiH AVE TYPICAL SECTION STA. 20+38.96 TO STA. 22+00 R. STA. 17+21.27 TO STA. 19+07.94 5,IT._-74TH AVE TYPICAL..SECTION �`-°i voi'li° N.1.s. 0, u J N.T.S. STA, 16+12.90 TO STA. 17+21.27 MANHD. OLE S1 o-s COVER /D/`10, a `3 Ai §" STA. 19 'O7.94 TO STA. 19+60.97 /(TAMPER PROOF) ;� CONSTRUCT �' �: K �� ¢ �.. w u1- _ =.. r a N.T.S. tral LiT'9/9 NANSL SLAB ,�� 10'WIDE TYPE 3 2 H r F-< w a!o- Ppc� �r F: r �1, YARRIENO. 8 } r¢ r•! 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'AM F•F rw wzM L (O - .- tt.,_ t .a� ( .- in pws » wNw f✓ wm �•�� % ��1J, rl-T VI 1 c me'ix- w Pn z.N��. `%vdi i u,� �"'1'- '�. i • rn me \ J + yr ". �•zw li 'J. F�61 %ur Cam` rn ^r wr riE3 fZ.f STA 2Y60 ("R�i1[.` I r -- - - 1y 1- ��■ f" I \ - _��1r,. S� ��,r�,...�.rr.. � _` ( `� EuCG19TRUC ON -� r MELD WEND Ci] CaUGE V-' „- H = . __... _ 1 �1 1LT T1 L+ a A: ISH t5MAR11i1, 151�, 7 ,R+.. .,.A t "_ -fii�w�w�w'RM /.._.___... _ .... •+ w-LI :1� V.. li 36"R36' CMS ACCESS RIM PIPE T9 : liky- -_..._ - �.`- _. ... - ( . --1 pp m_._., -) 4 PLAN WOW . 38'CMP ST01N3 MPS. Si ( _ - I_ 2D 367 } "'- �Lflp3-S 55kJEWALK ! ( _.-Li �la . .... r �.... _ - .- I n lit, ._ ( s. ( ta„). a• 5t1' ry, . _ watER uA7x i�flw .'1t'M'7 -. IxWi F�:; s1_ _., - .s " ->�a 1 s�?.•'" SOHN ' , .� •r a5TQj2M ACCESS RISER T ElOS1HG.b"_ ""I g PA: .. ... i,wi rrm•tom r •A 1 ?N"- - ry nN m Ica ? yyy9HA1-41 �4: v J n ) p ( � ®#gym � t r• 1 WAIL ENIS71NG R.O.W. J"' WATER WJd . ^' I 71'1NF f:�ME J[F.T 10 �1 11 i i.. "UW+ ' L RO.iLF 36' r SOytr1 ?-'I fiD1MpR-2-t my DETE1:rOW PLAN k PPOAL.E �LI ($1 5Ej a f p i r�a (ACCESS RISER) - 0.27L [.MP a n 7X (Axcss) • X001 .,?Al ` rTA 20431.38, 18.87%.T.(7AMAVE)- Y � ¢ N.,..7 pe1 1 Q Lim d.b1E 1p' {` ',! 3 •P I!1 \ -i�t i $ J� COhSTRV:,T CURB INLET`2 ." ,� f `�'S \�� `--STAYIIR.60, 37,3H'LT(51fADY LN.) f�SEE 9#CT 1R FOR \' P./r..� 3, E tE I STORK'C'PLAN AND PRCFILC. 55LF K"MY s4 !O.SX STA 18-A554 18Y7. ,r 4 Q I mar 5E, T.0=SD65G1 G m `I \ D'p^220,5 \7'.. I a,6 B5X SD LA.•-/ t �M1M1. f , �3 SEE SHEET 19 Fpq Q� lw- n,",I (SFI PRCrIL[) 2 °• 4=IN=2D254 / ;R+ ,-YL3 ! 1 STORM'B"PLAN AND PROFILE. i u 1E-209.50 t1. \ a'-202.34 SCIANp2-2-2 - - P. -L STA 10*A7,0` \ P0N-22,,5 E 4�SEE SMEF.T f9 FOR �` 0 LTER CB SBpP-2O1.14 SHADY LN. P.G.N. 725 LF 12`PVC ,I.' 7 yk‘ A 1C=222.12 STOtaI "rt' PLAN AND PROFILE ��+jj/j]�) 11"yy�v- i9EE PROFkE) �`-� OVA.Ti ! fr_Af - (LEFT 6[R!GNT) 6TA'. t 0a32.04, 3135'LT. L'iJ p .Y" lllpli BASIN 1/ 50N1,RJ-2.LON1ROl.YH) ,s 223.5 _..... JIOT 29 - Lar 2a - ... \ "r 27.�F 15"HOPE BOV!"2230 �', G GRATE-230.14 / rA ,7M50.9D 37'RT. rl /A.e !F fxiT=P9A.6a 50 LAY. / 5D LAT OLFTFALL(EEE SHEET 18} a50t E f 1. A I 3` DRNEWA-SD LAr / Es2O9'�T IL-2U9 4P q;7FA1 L W/ 12.7LF 15PVC 5.1661E or 6"Pvc J 12.61F OF 6' PVC ,E-200,0 (4)LAR(E DIA ROCK W,50a ,IVc BOBS O SS66R / ( E) 50 CIEANOVT 3044 O 1.0% MP_RAP 0L.50 AND RIP-RAP CL 50 \ 9.Ieli t2"P11G rTA. Y v �• (SEE eR01-RFa_.__.-- 15.15's i'CEP (BNN. D:.PTN I.3') 00.60% g$ etas _., CONSTRUCTPVI ELEv= z24.39 1T4Tk AVE?ilE PUIN PROPOSER.0.91. ( q ry Q y111,1 ANCHOR MALLmow _ :� '6a�1 PER COS OWfi A.O_ 5.97 SL'ALti. 1-c,10- oNis •-.+� ly,8jt 31S K 125T -.....-....._ .__ .. _ _ >1TA H+4Tl+: 213 IT .__.� �""^-••-�.Q J. T2,M4Vi _. .. ? . .. I _ • _,�_. .._ - qrw z+z+t 92 �' O 5¢TA-ro•*sm- s r Am" NOT: 75...COG VC !. 1 IMF f'GiN {LEY - �14.64 WO.-10.5' e . isil tl'FELA TERRACE Tager ....,,... .-,.P.kLSIA..3-,ii.++,t.4+ I ! _. .. w6R+E 3sN' h OR41•I1RAE�RTIN ._.-,✓.,.__._-s...�n��suGuc-RfRiu I *OdLi�-13'tr5r' - '111.WS�' Q pm ESEL?=21834i iaN NOW TLEv,Y 2O&s351qy(4T(9q F4TER T1A)1HOLEy OF;PR ' I R v, I ` : - ,TA j1�45.&t'28.5'LT, PM STA 2O+•21<.64 i LAW P'Qx7 F3.CY.: 205.80 ILM6 1-NA -!z 6B o- i A.D. '1 -499 LC/4 PONT STA q 18+4825 /' I • 19�•�N 0.N J ?2a,03 a F, . .._. . ...--_ ,.. n o .... .. _ r 'F711 ....__._..._-PrT yfA-:'16+8.91-. .4 bfA 1ra5.ru... .. _ -.__-.--_.___i >-.L9!k FAp4T..STh.r..22k.C].S8 ! + d. , I { Y-S�76 Ali- .�ku PA STA-271;R1.RE Z _ .� o .. PRIYAT[.GD LA'. il_ -1 PO ELEV- R04.20 IE ;a•h2Lp.67 ..k K. 893 I i PVI SLLv_ 204.06 ane LENA*..114R .., 9OUU7TjT _ 240. -`7.. -L - W LZT$4-;A.r•.s LAT. - a ...-r �.0f�70�- .. ___ 1 A D 2l.�4 _.IEJx(12 2O4,�i1. 7-1- I:, i L. _i- •- f l fl.r. MATCH( iA g GRATE-t2126I **�rwTT a r ` .x 5_4 _• I ♦ 14500; VC I K a 6i7 (�//�� :Y _ _..- -!_r ' 1.,., _ _.mob •C t9%cm4 ndiwwAleR-A g + . ( _._..._ 5➢Lxi 3-11A •'�4. msrR . 1 44 .aipoQ• i 9�ArSDAW�tp2 2 3.. • f•. I F _._..'�___ .tOU.OJ.-yC. !I VfJ .: .."4.._. ,.'4. __RAaat.L24.EppNl 1NTa . ;(.. - .. . s . ..r+.. TA AN S ) I 1 Sls024 1 uf:Kit 5 - �.... r • „�IDEVPAL 1�TRANSITION r`r g 230'•r•_.___.-+ { , M1 'feR u ( s SOrg0.-z6..9 ..- -.+ '� _._.-_. - DETAIL ,.. ) f4 rr I' �SD SEA-0+44,11 ' ..,...._ p1 T. W. Nt 4- i D gRfWN-21E63 g -I ' ``! {AGO RA 210.50 AD ELEVsa OA 7 _^ u C m ME n l•r r#uuE EJOSTIHG DITCH !ISLET - L a 1 e vatfi ••W (Grt(12" 2im.747I- _..._ .. - 11 4 �' , 4ems y*i N 3 �tli j ORE 7:4711 PLO:YEW 1M6"CEO STA 16r 1406 26.8'RT. ._.•- .) h W km' ) yj • I 4"4 A14.06, f 1 \ may _ F.AT rOP.W 10P 1 w ate.,.... -• Qf ..7'. ..:+._c-T-._ 1 220:..-i • --15 T--- ..._ ,%_1 G I e"', `4 :74T� _ E STD.-1TfA!IE:-&'-LHI) . - ur A r;yi -).___It----.+ Y-.�. 1 N ! a GRATE.+226 - ....- - u., -r-c ) EE 0ETA1L x - IE W 2' 2, ,a3 s....._.361KATER { •i ,• • t • ' . � -PROPOSE�:.ptA�.1 _ . R MO a .1. -.i ( �._._._._.- - i -. 1U6IPT{2}73 1 _ ._ __,_ - - i gym. 2 S ,,LAis TERAL J•F'kICT1NG-IY+A1F E 5i� c t a,L _ W aA . �IaN a:t ~` ? _:4,a _L _..i....4., uNE `may Jr wa Zy- <'`e e�E. .1•._••.�^-P�a.i215A ] ' w ! L �SF7EET 5A r�19 i I I IC WT 209.53 f ? L _ A 9. L - "' - TA70+2d:- 5R ""iSiY P) ,*OD'NORTH E 1 L .�. - .ti' ✓ 'L STA 9+ A,PG� Lk'_ -:� Iol.._ _..._ _._ .._ 7 _ 4-..._.1". .,._5.1 •. __..";tTT'�OAE6. " '"' DE2rf"''t k� 1'... ..,-, "T�-el4•:_,. 'tf.+ -._. a1:�_". _ 1 ._ N� - ,_.. .. ... ' -- r 61(EAST)-215 E5 Io.i;' . 8034 W 1.OyF ESTSANG S.USI* 48-13LP ,iy u1C+ • •11 8'CWP ‘.I I / � C CUT.215t55 1 ) I - f I x ._-.....-911111p.'ztr35 .__.. _- I SD STA 0+05.3D I i2'00, f SDVN 7:-a ni'x )w, 1 i • r (..--)":-.1.. ,�_',�• r -224.67 K-ING ..'- / - r.! s' Mr i RYA _T .:{ j7_ q.�-. / . 1 ML151')'1Ep71x'{5E}-!op-st'if-t'Ai-"' I-JAr"^ RI- FF1 ...- i \ .:,..:'._ -gA Ig•.T�S I ' 90NS7RUCY IE OUT:Y'(NE)-.lp.57 STA 1T404.85, 2815'R7 Sh STA+ 2 L ;i f =- - , .£ SD STJi'-04- ' 1 1 1 �'s -- IN I SD STA!0+00 - R1N= 2 6.60 f/1�y,,� . pl.1-200.46. .. _. _ RIIY=208.7 e - - _ - .15701(151A:213.1 „_ __ _ - 1 Ow • 100 f- ' •2 Nr , -. 1- PRENANLIFACTL43ED -- rE.wr x .zw�0 - - "Y_ _. _� -- 0R.4PIS3C SCALE sr �o 1 KURAHASHI - I V.m s - . CONNEeT ar IE(.W)T 2d259 _ 2 +it E OUt(12'�213.b --{ o N .. "' / AC 76 IE 36">20Q57 E'Ih. It 194.2E - ,4 „ v u ,x & Al57SOCIA'^ES, INC . . . '�a`` 1N F. fiAT-7YJP'f:M'�IOF...y.._.. SUNPS!RUC'HPI.AT TOP;YH 1 ... F.s .J ,.".-__-- I_.-_.. .4 ._ ... Grti .WOW'F.w".o"e \ .. "; . . . .. Ht6MDE 0E1901.. t SFEET 18 1 m1i0"f`e I -..1.r S ID.1.1041t]ETNL !E LE) Yry SDT_TAINflME at W l PVC p3�3�( 3( ) (n �__ m....,.�.w-.i.�.p.:i �e '4 6d7TlY brdV • 6se*i f I i.6ili'0,.D : : i ! - 1 UI.. 3* '111LAN .mmuc.vrc • rr ItlFrW ^jN " ,yp L hk-h.. JD M1 ro n "KN� N it,' wa �. 4 1 rm PlIFl or, tl d n 6i f a Stj ^1n T'.R ReN G'q +" wri i^.1 ,7g ...�• n,,g new Ts J.,sf:...e.rn;..Roe: 871106 Li 'tea { ro e � _m._ r_ r AP cisIn Jig m r: y r ,may IA r- .a i riM 1 4' A(W � R+ 41t2. Ber+n[nn,�a u�x y ewes-vref ii {".� Y �,.(r fne it,' �iri `.'N ^e� .y erF 'yF F �,v �� •P K r° T �`4ir „RJ '.e.� '.°N F. ^IN Na�.i n 1V iiC ivn c�'A efl.+R SWEET AyYQQR/ICp� 1L-1i I , 1 VF31E1 6AV�I PLAN/PROFILE 1_ ` -._i_- 1 OFILE 5 15+00 13.50 't*DO 15+50 17+90 17+50 18+00 18-.59 19+09 19+50 20403 20+50 21+00 21+50 12*0C a SECTIONS i • n MEET NO. AVENUE' sr.da NORIz: 1- DC' uA?,s "OPT 1' - 17 --- STA 13+8466 END CONSTRUCT634 R,le O°-44:13 TAX LOT: 201 LOTH(BLOC?T WALL Day,.a P.re (SEC DETAIL SHEET 13 OF 11) e,.r aa-u-A 1. BARAIOADE PER an,OF R/R C R,M Drown Da1R TID O DNO.«192(SEC AiH ORFE7t �_ 2E ,, n4--14-1f 01 N GATES FOR OONTNNSATION) Ch=ckJ9=").= D=hr J Y W UH p Q ~-- yQ} - w i - --- 1;1 Vt �� am Ca v 2+1 4 'i STA 13+62.64, I!y_I i'ft7.w 17' 14' 14' tP e'PIE REYi$IpHS W 'f a Yfo Z tin Q !GI 41 ,kj t Y n 67Y 9TA 3177.•2 :45 tri: L 66 1040 Ii1tC 6"MONtlJTNIC 6.6' b' 0.6' LOT IIMOPI 9FkylaQv' ' .L+ine o`�en * "j+n �„ 'd+ Fqq p a pu Wn ' S7YYH92-4 ' GUTttJtGURb s 6uTIF71 r �sin 20+36.96. Y ♦ I osN iaa trn'`tia R +a`+a x k aTi �i m'QCRS }// ! PROFILE GRADE 1/O R 1600'RT. N.C.R.1� 'K u'F +¢�'m;t'ni" Lei ' .-' '1 •i �.• n 1 .w- ! _ 1 �f* t-"= f •://-0..to a> +2 os. - 20X g31i' ! �� .tU k¢ o < O (Li a a Y or W _ ...nA '.""..`n 1 WHEEL T7fA1R r`ni fn 'V:n v�i a+a r9- sr A y- a .e "TI' •' !$` w•R••� .lJl'-O rc lk'"rw ma N.Ay1Q-w S m 2�os ly 1 h IJ+O4-1l; a4tl111. rt j L -- RAMP PER an OF rwRD--� l l , 3. • �.R.c(CND • a11�7 aio4aReoic wsc z"cL-c•pvFx a-a-a 4 c ' /() A/4.-45 IE BASE J ONO. +128• (TYP.) : 1 I SHADY PLACE • j i (7„)3,4'-O AaREG1TE SASE-, ,` LURFM:I CONPANJG ID 113S.As w,l. STA t0429.96. eat- Ij' RELATIVE couPA (r-1u) .;q.� STY STA 0+3+<90 `' �`- -_- ` la•)1,Ja'-p AGGREGATE BASE --• E.Q•� tt S ‘IiiiCE .��..I 1 T C�1L J71lt9jJY PID , mv-221,53 J #r L"J• r-- TYPICAL N :"f K IN(E)-217.8.+ 127Cq --. j -� IE IN(N}-21590 4 ' YY it •i-.. t=.1 0 ,. '!- +138 )+. ..__ _ ` 1 7) I H'LS ,a IT WTA715 A, I .. .). ._Jd 7 ' C 1 -Q .. ,( ,.� ......,.. ZT.22'Ri. HIGH PONT EASY= 236.87 `\�9.�23. IL"' ST4 16400 SHADY PLACE. ( °�;�__ ' __ _ - CO ., CT DRIVEWAY RANI' STA 20+00 r4T.H AVE h [� 1 Fr') "96�7 .-- ,` - I. • , my cD ri.ARD HIGH PUNT STA ,4at.a2 K1F1 t1 1$1 In n' ! ! .-ma-141 PYI STA= 1+36.96 a��.Zo%�' "d+ it-OAP. Lon ♦ _�- .- _311111116 , ►, 4� t ,7/,LAW I... PYT �=.43F4.82.. ''t°r 2 Lzil �?' i ..-, ° -_l:/_._ l+`,J__ ^1-'1 '1 .' �1 I o N k tt 40! w 1f T•j 11 1 �}- _ -'1 (� 1 .� S1A 15+69.42, 31,25N1, of n Ina 4 E - 4�V � i '�'` -- i I 26I i i I I 1 t , �;��- 1REET L10HT = I, - 49' VC ' + GRAPHIC 3CA13': F-�" s I 1.I I I III 24 �I� • t � � L m n x n Me w z }`� 7 I I'' 3��• y% /Fl7 STA 13F$456, 29. AT. W P h i1. .7.,.: J t I : ( I -. COMMUNITY NAIL 60K °/ .-__ WON a -C g3 Q¢ r /\ti I-��- •- ...: {ul al.-r) 6 L1 .A� ■ Al:: N ,¢i] QC O4' cr.:` ( II , - • lIAv�. - 'JB n w `l -e MN ~� S.W. SHADY PLACE `Hr a a C�' � 2404_.... i • ^ T` _ 4�,1 r to "1 'h F; '- WALL 6•=96' N +',Z n �s> ._.. ,_,_ P ' /� cs o+- ,,Lg 1 w rn to m / c.?P 9 a .y.� .a 7-�.....; § 2 8 SHADY PLACE COB R (> N ca OO.. Y+v ,n Si 1 ^ $ '$ n smiler TOE- ELEV. ELEV. 0 EP Lr,/!JI > ra STORM NOTES y�1�� s7�T 7 RETURN sy* jS „ y y P� 0.0�97. sw 74Tn.» 2n.4o 275.e3 !AJ Qt L9T?3 J GT 25 3 LOT 27 1 r STA,D+s3, 14•Nt. CE TRU E CURB m� F� I� �t3 u 1,4 DELTA, C+O9B2 219,64 2,9.,+ 5TY STA]+25.3� 'STA STA 2+20.71. CI LOT STA 0+97.4b= D STA 43. l CURVE DATA: DATA: , •p a IJ2 DELTA,0+t@a3 22177 221.32 ST STA 13+19,T6, TNT. S1 51A 124 t4112, SHI, ST STA 1pf7\$1,5'Rr. G1U IUe i,b4 ,/.,. R 3J4 DELTA. 0429AT T 22t E3�---Zl'1.66 I IvA7 SIM 511A LITERAL STN LATERAL SR/LATERAL. it..V8.36 Q DELTA 123fi12" {@.7 p�TAsB@'39.47 DELTFr40'03'DS' , �� P, ffi.031F 4"PIIC O YBJ. 239 26LF 4'PVC A UN.2R 2@LP 4'PVC 0 YIH. 2.L 4LMP..217A4 RADIU+w18f-d l-1 RADIUS=25.O' RADIUS-23.O' + �T=f0+41,04 5W 51rotl P. 1� O �j 6 E 0 P/L=23200 IE A PJL..2213o IE 0 P 28.0 IF 12"EOPE N-12 S=3.963 ARCLENG''•ir36:52 Y 222.12 221.62 F� /� � /L=2'7.'f ARC_ENO7N+3B.2T ARCLENCTM.30�28 1-DO t-50 = of 39.29. �//-]�� lJLOT 24 O LOT 26 VJ STA 10+43,14%T. `+ DELTA-,296'12" �7 G43.TAa I44'23•I6- 3 DQ.TA»89'S6'7®"III '�/C/ SIY SIA 24.8.1U= STY STA 145d 16= G.4101 6ASFN FL•LTJ5+36.G• RAL1U9"2SdSHADY PLACE CUB FIETUINCS) AROUND -36,52 0.4E LENGTH�9o,TA ANC LENGTH=3p.2A ST STA 12+TY.3Q 5'6T_ Sl STA 11.-52.119, AVERT. ORATE-221.5o aru Y r rlGlurx4� nF1 401 25• LATERAL TPA LATERAL IE OUT;5)=2n 25 CST OELTF=69'39'4T" HORI Y= 30' ♦ Dr Uj r 2195 4'PVC•IRJ. 2% 26.64LE 4"PVC Q MN.2X 1E OUT =221613 L1 RAOR/5=250. OELtAe3134'201 YERT 1 1p• SUkIP»214,To RAMS-34,0' STATION TOG. ELEV.ELEV. 0 EP S .IE 0Pd-a2mM ..,_-�E.s opi=sfftv Can surlw +n•r� __ 41-V Lr I{re.. Q=L4arA I•EGM POINT TOFY w 24D.1D aR.ktgl Y�rJ!)(YF DATA PC=20+38.98% SW 74TR._ 212.32 218.62- J Q sr4 t5+22.94, BtG)N iNANsrr LOw POINT aLEY= 231,37 -0100, PCA �nLFpLjT1, MICR POINT STA ,SJ LO.71 DELTA=41'37'4S L.OW POINT STA- 1ST72.34 1/4 UELIA, U+U9.61 220.42 219.B2' Mil BAP 1F P51 STA- 1346D RA IUS-20,-0' PVI STA - tu'+35 A WA ELEY 248-35 AR,3 FNOTH=IL RS 11 FYI 51A=11+W AD -:A04 MA 408�03 1/2 DELTA, 8+1@.62 2E1.53 221.0.7 PM ELEV= P23.40 rt 20.51 _.- 3/4 DELTA. D+29.43 aa1aZ 221.32 A.D.= 7.52 I I I . 13+392 , PCR Shady PL 42212 221.62 PYI SfA=iU+lO I,. IT� .1SA1....._..__.. ,,_.._.__..: ._,.w-....._....;.._ ,._ r ... .. .- .,.,, ;� t ; ELEV 221.56. 1 , K845 i A - .- ' _ ri G '� E __.�_-_.- �j-r+ •- _ .rrr! �..,. '° -�....:: Etltic)i POINT FLEY - 2,19.69 ' 1 + ao /.,,, •� _ 1'^ I HOP POINT STA = 91 e d .. I m I _.._•��, l m.w l 5y� P 5T = +9S �y/Cry/ 240 -.. ,- n ._. .-...._. _..._- - - . _ yy 1 i:J,.=sw�`r.......-. Atotifeci OF'S4A64y ti4� ; _ ..' _..I__51 j PN ELEV s123851 PM ELCY=239.55 i T<pI( N _ $ m i I `~ I } ! AD._ -1.5, ALL r-,,J9 '•+-a 7V4 . ..__.. pN.-., I "1 G, ,~ '�T _ f T:$.._ _ 1 W K=19,64 A . 31,35 F u , I- a-?- I r L' iII$ ; '.N4x ) I1 . . : ._I._...._-S'0'L' �Ey611G e- , ._: .flood 5.pOW C a �fb6NMY4;PaIC CRS.' , , 38 YC Vm m , F.. :� - 2V•- Oi I`.Lp 0 5bA% t Owa.NO. 1a(s xH,11 t.. . 1 .. 111.1.1 o n _.._. .._ �_ ��: 399-.. . 1S .�. 4 13+ SI'FT •-._.... ? -._.. -..._.•..1 _. . _ _.-. - -. . !,:::. n a11( - ,,,k �� r6<= w1� l 16 1n ti Ii + t I 0 -- " • 26.6E El[Y: �. /� .-•_, N. - -D.tP ST+N. • ip6rGMA104N� N�F•1 i ' ' { I hlW 'e •STA Il459,38, 4451i , I e -'��~ I t. 'STA 10.3673. 9'IRT. -y5D.313,- ._56... ....�_.p._..- •-- _ _ .._ I - - I i _. -__-. ... 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T.27L29� _�� m a._ L� C95 DWG NO. 10 STREET I ICHT(P161MTE) OITA/69_0 I t I\ � \t\ i 11 i�g W. . ,I p PRIVATE PLAN L.SIA ,4+25.Sc. 73.74RT [I I'i7■ 1 GSTREET SmEET .IfA,T(PI9YAtE) I I f1\\ 13 � L6 STORM LATERAL NOTES: SCALE. , TC.27,.56 t� " . fl ' N OUT-2f1_DB NOTE: ry ti 1^- x' (� F'^ 4 STA 15+39. .5.RT SEE SHEET 4 {F 19 •rER7 1^a 10' Ca ii 1� STA 15+.55.64, 3.31/T. 29IF r PVC FOR C-I)•-S. f3RAOING Y+00 1+y0 I�{A {�5 STA,3+16 5'AT. 120LF) 12 STA 15466-50 5-RT. (44LF) UNIT.RAW PER SIM O t,LrN[WN.) 4+1R1 7Pr '' CSTA 11415 4./2LT, (ANY) PLLHIBNG DOGE SEE THIS SHEET FOR CURB RETURN fa/ 1 •2.•• 4'PVC s1N LATERAL IET. 00.205 sTA 1s+43A6, 42.28111. C-D-.7 GUTTER-L,IRE CURB RETURN L F O 2.m1 145 'RT {TWCAL} STA 17476 FRT.(?OLE) 13 STA 16486.$0 5'Rr. (SSLF) E aUT.266.oT 51 , LET(P46'4M7) Q G O STA 11+46 SRT. 2pF7 OR:VATEy nR ry ( STA 1+4.34.5 STtT. c20( i 4 aTA,5+62za 5RT !6331 a• LATERAL CENTERLINE DATA- CURVE DATA: DI 3 6 1 3, STA 12+00 SRI. 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' -LRCM/00.6aff. . _..16.06,6.206.7E, .1 < (2) §i \ > " 6 0.2ii : IE(0010,619065 'i I tart 2.5' CLASS SO RIP-Rall 6., 13 LEEF• \ 1 taxio PP; ; / ,V,W1. • } FL WORN.OH ) 118111108.),zosPin.:01217.01 21 aw-isa.s, • SD 148445 RI(1.411FALL \--IMFIX,-ealse-i=k s :ME RET,6i.i i,. . . : SEE SPCRP4 S IIP--"\--..E =Itegell • 4•-•10‘ - ..-{.-oklise-raca-/ SO 2+48.65 C PROFILE - COWIN-Tr I-IrADWALL ''.• 10WrIginit-746"M". °MASI ' (SEE DETAIL) 111.11 E(trat113-2C7.180 6611-272 lie i 1 I frAFICIALJX_Y P__ /4(stijgtE11EAL OUTLET DUAL ILLS. -44."44 ::;q6lniriviii6;,,.••• 6.464 66% ,:,...• - . - ai 7 \:, . g, ._ , , (4EAROE 360 latliS cods+21•11TA-,2-2) : 1 PLACE AROURD 067811 TRUC.41 511" ' • 19° -firP--f"CI-16°"'" " " rtit'Ole. ?)="641,8-21''.- 781.8 Ir PVC 30.341:.:" SDIAH#2 (W.O. MANHOLE) . . _... 4 8.6 MO. • 1E(19.0UN14.0a ; 44114.1:40,11 4 T.V), . 1 . I Dom oar: r.p.rxirPvc cia'34- . Pall 1 11 4-8 : • =• --...1'•''' 'A lomas maxi ae= MO.DO WI § . . I STA 14+95.28 211.85RT.(74-TH AVE) / __, tt==:1 - "rt •"" T.; m t•IP ri'. :•'' g."' tt rsi & il M M fErf: 1 • STM STA 11.9.3.2-8; .• ; L• - (4`-' 0 f r . RIM-. 221.50 (ADJUS1 HIM 10 GRAOL). I -- ____ _. r -3 0 • ir (12"X-215.77 1 • i • MIMI NAM MMUS •• Jel•MINIM iirenie IOU ow= I T Dt) 2+00 2400 1+00 1+50 0 i 1. 1E OUT(12°)-215,, • , • 4.4“..441•1-4/4 TO TIM MIMSLIMMI at MeV C-gre MO STORM°A1 PROFILE SCAM HOME: l'436( STORM'V MORE „ - •r Migilleillt ritotongs at Idle Megfele vERT: 1.-10 PROPOSED E IS-NG GRADE ! ' a= • AI MO MUMS gagge gam, M.-7-lakr-'rem/1410 -.\--, SCALE. RORIE: I.=30. . =XX TO iter MR gre Mt Me MIR Ma) Mier,MOMS IIIMIR AM Mrtil Me reg MM.1.1641S MADE 7,LF. = 50z- .. ;12 SMOOTH WALL ' ill.21.1111111r r \ gelt.MIMI rillej.rgeITT,11/M , 1'.,.. 4 - ,•,,,pr.ormare , II- :. ,, , A . Tv su..an laseast Mae Mug camelle re AIM aPer ilet QM Ma Met Wham Moc rtears 10 aan.Mr mai <W) C.,) _. I - • 0 I •-• i.....e. ")IdIETAL PIPE li , c'`,.Kw-T. 4 I frIta: ....--- I ! 1 .,_ --__ mg. Lumgamm mlala m..:I!I f - ao -11111110,...._ . - lE=21105 ,'. _ 11'- ::: - rs , $ / I• _phut i, 1c4 DETENTION f c.=.-.-J T I 14-...? .- --, . ., -MMITIM RTIlegree 1/"MT IIMLICOM SIM) L1,. T'Ill2W,- T.1 . Ile Emu(reaming arwai 1 1 27.8LF' 4-- . : , RIPE • 0131 TWO NOM mem* •• WIWI'Willi . ' Ire DX elerIM 16.01e.g: Meat MS • . _._ ' T"-I.0"ore.agrom al-get ea 0 ---.• , 1 MMIL AMIN - I" -X'au.Nona se-alas S is BOTTOM 108"P161E ...j 0 ,.' \ o -1 4 ; L ELEV: 207.98 ' 1 . - 4 : f I i 1.W AR ORMAr II-MSG • • I .1'Cal OMIT=It•ell.911 2.30. C4453 11.1•±91cre._._1 . .4 eir cu.MUM ZMOTte 11,RTIE WENT.: : I g SCMH2-2-3 reo- IA' ANHOLE , . . , 4.. . NN, ; 1 s'-\\-N 40 wIl'r c . , , y'l . 1-"m-11474771;412"."2-ma awl c ii l_t220,.0016 -;7117:IFP:01.' . Pi" 4....(ipliPti: li i 4 i MX TOMMerreMr1F'ffirua. r 4 ) FCEOTPL.V,(rrypr.r I STA 19+67.51, 30.r RT. (74TH) - - ° SD STA 1+01.48 9.1LF S=0.!571; - --.- ' T - nr.. I Ritri=219.01 i 17.0V.. . .. r .,,,1_a j 1111 t -1 i C It+.207,90- r - 1E 111=215.45 i 1 1 ur we Mt / 1,1 . Of MC PM - Ii• 1.- ,,........as-illetirr..i.us. .J.. , • -----__Iltt 1=: 1 .? 1 CWP CAR irSWX.R1 WALL. 7: 1E CU T---•215.43 • 1 , .. _____. .. ..•,4.4. - . . ..1 .-WIAL POPE OVERFLOW-214.95 ! ! i . I: a-cr gm T, • . ._ ., 2'arl.....4:...--A1111111...-.61 - (1,1021EMTVP. 11111111 Ih 1 ..., "Ir \ WIER-215.85 le°ru--1.-..-----.--- irOTZU FILTER 1V,":9:1...:LT i - \42.•lIrC PRE -67 ' ° iff ne me STA: 1+15.8? 1 Ill ) usT, .,,,,„, KURAHASHI • • • .-... . :1E-207.911 AS ASSOCLLTES. ENC. - i STA 19455.53, 10.3'RT.(74 TH) '.1.1s . . .52.1 ::- , mammon ammo,* '...:•-•,t'' , 'A K-fr .. ' ' • : x: N TIMM1011 MOMS ZklUiirif ST AI 11 ES-7 ! 30:lz-PVC[TYP) cni 1811owdzs•141.7 Int.tt41, Imrimps AMagetem • MM., •g n •3 84,41.0.404.1• 3.4-1.9rmt • II I 1 SD STA 1+54.481 i 11111•4 218.60 j_ I: SEE CRS ,68/C 680 MIMS II--_legge ".-4 •F---- DIM22 it,_WM/ e '11111 gmla SW Jay st.Ipgt.P.A.act, Serwelaa One. gleog Dosiai ais .rig (siasii-sisi STORM AAP I I IN(121,-2-5_44) . j.' '- Pawns%imam . Aillegz.1 W ouToz")=213.1io : j_ 'D.. ft. j ii.. • i. - . Cant=maims MUM/ i "- II'•4%. •• tr'• ' - • • "fi'!•I'l e I. . . AM . I I, 4 • Is- .11, .- e•• : L Ai 4:.- -cc •1‘ e• " '--- ___i 14--,- -iL'""b : 6-'"r7X-1,1 • IL"EI-k- ";', A' P---• l'- : zugai-i-ia. 1081 DETENTION PPE SECTioN OLITFALL • PLAN/PROFILE l'•'-',---': ye a'le I'AM" SA.E.E: .10iitZ: 1-+20 SDIA193-2 OW R.OW CONTROL SOMHIP2-2-1 OW FLOW CONTROL a coMergent MI NM M gmearge ma .4PM 10 MN 1•100t1Mbitt ta, APT. I'-IV /MET 1I0 I ; STORM .A-r(DETENTION INLET) 3CALL HM7-: 1.''2r VERT: '• 1...i CONTROL MANHOLE Ii.111:0414t Ktitnift$fa mart F.* gam w•Valltit... CONTROL MANHOLE .IMAM,mait•tit tl.SNarsC Ita 0151 It 071111919111,2 of 19 n , I -... t ,. • `•.. � ,� � 1:: '_ a -:i 's Y I ` jam , ru i F - 1. ...+. '-fir-;y.s n t ;s e 1 WEIGELA TERRACE .... ..:...,.. .,:_:,....„,.,..,•., .: .:.i.e: .?;1 i- LY JEY` I Y.eyr _ Y ICR qk F✓ii l D _. I 2 I IMPROVEMENT PLANS -,-i � 1 R z . I W J F �Vic., e 1 Y 3 '#I. -� - -e t 3 V f Y 5 �' AS BUILTS 4 �-„3 - � ulr I .I I,_11, a I:. " 2 �` f� J I � -'� z Y I f� o I � a 4 " pfT2il : s I I I I4 r ,�I 11S'" � II VICINITY MAP lap WPM _ 1r_d ¢ { / I `'t nutrp/nF1 1 rmcrr t�Ear R-SURVEYOR• $.'F''_' i ll i ./ \. HERTZ CONS3'RUC1ION CO. INC. HARRLS McMONAGiE ASSOC„ INC, A as a I SW IQ CEDAR WAY -� El�O�f ME APE 321919 > �� ; x \.\�(f` ._. �\ I, PHONE Mai,emRos_av 'acgg�� wspy�e>ua �' 7 v _— — — =r _ :"B" WEI+GELA TERRACE I ��--� em—+uE ___.5,,,--.N... I I -.vas I IMPROVEMENT MEIYI PLANS n °i 3 4F vi / 1 / I Y. 7C,.-E .,� I, ASBIJILTS 1 LOCATED Di THE SOUTHWEST . OF THE SO�F OF SECTION 26 Z ,i w, I o I TOWNSHIP 1 SOUTH, GE 1 WEST, ILERIDIAN/ I C.b4 AC GTPP of TIGARD, WASHINGTON COUNTY, 0RF)G0X / I r l f fi o I i j 1 , 1, I IMPERVIOUS AREAS U r a,s.xr. 8 9 10 j 7 7 l 1�I ' SW 7+11 A 2,854 SF(OA7 x) / f m v.F r.�s2u ...! .— 1 11 I III ) SW REDLANDAUSTREETWA B.742 SF{ 2B AO - 1 I1 , + ' ill I SW FED CUM WAY B.Y47 g(931 JILT �I ..r �_- — .I , i 1 C•SINGLE-FAIiY OWCWISCS 28.400 SF Olin AC) U Q E E S ffi 4 ig I I V , a' • 1 ,t if! '' TOTAL N4IigO1P-AREA +7293 �,AB ALA I`J :OS r�c L .L— LL` A ao ,`' t i; BENCHMARK DATA: F �-. ,ao_ a¢-s3 I i ; wAz ED I t I ) BEE¢,eA+mc 1I : ETER5E T1 +a1ao UISSSW.T Z :� s, q-q q ff I ! lixrlED MICE MCNl1YE741 BCC<AT THE INTEASECDO,'1 CO SM.TA71ARS FEHRT ROAD Z =o 04 wdg J . .7 - :'f ! 7 :' N4D B.W. 661R A'. . 20 PFET SOUTH OF PCE POLE f 2036 '1960'MOMA.£RT IS 0 �.-' .� -ec ——. —— i f 7 1/F CORIB!del EASE SECTION 25.T15.Ri W.W.I. V - a 3 ,, / / = i•• 1 TEMPORARY BENCHMARK DATA: �7 I I� / 7 ! /I/ r Q TEMPORARY�clUP ( ( 1 I. J 7 /J1� es. ,Wh 17 Fro: ow �j'°;'y :A1C;MT eIOG / .:.S' / II" 7 v fF N:ux•IS t>x :'•lti -.;1 M.Y"1.�2$CO /' :-1 j /4 /A, I' 1 -` Sheet �I�X `t 74s La BOG 4 / .1.;) / 4 ;y 7, :7 KW Title Sheet and Vicinity Map 1 of 15 '1/I far, .(+PMC 7 /jam 4L•yt•'Sl YSL' w E Y 7 ;,� ,� //�� / vJ trading and Erosion Control Plan 2 of 16 Wr � e =;Y / apv�Rk�:,,s, W Crading Plan {Cross-Sections AND ESC Detail) 3 of 15 V ..11 5 1.-1/:-,l 1 /7 7 77P5 sr LAMA)SMELT ,:,� .;i TAX EiiT�, Street Plan 4 of 16 Q I : 4I ; ;l TArWM1s Street Profiles and Sidwak Profiles 5 of 15 Cr `;� , i r ' Street Profiles f) of 15 ■Y W 0 �: 'av 'I E 2 , / CC W Act I DURING corBmwW A NEW as awnac MU. !I ` r, f m FsmF1 aY Bc, 1iu suaPEY a Street Si I Street Light and 7 of 15 al 1 I ._,}� -I 1 I �' MW 1FE IiOb14110M Ml BE ItEl00ipm Blf A Si�+EY X t i{II —. /,/;r r-i, , / YF NAME,�A, HAT. Street Tree Planting Plan - _,a� —— Storm Plan and Profiles f� of 15 ~ Cl) ——--,_ ' , `\ — — — Storm Plan and Profiles ff a1 15 < �� — Sanitary Sewer Plan and Profile 10 of 15 J W /(7/5� N Ye'."e'LG'N R 20,rY10•'!, 1F7n__ I B6 C ! - - — - — - 1��' KO W/ P.C.: — — - Sanitary Sewer Plan and Profile 11 of 15 W a11n+_2lK,7 7 SW LANDAU STI — — — — — — Water System Plan and Profile 12 of 15 0 FMB - Water System Details and Notes 13 of 16 W II —� Standard Details 14 of 15 I ;,,;a, Standard Details 16 of 15 :,.:�. . I ;nj all,air,, I .k:„CPO f Vx;I„ETLD I ,u l0�64.1 I AI OX_- Li nt.cS -: - I :IF uw c;:WM I 2/O/4 •1 rmeatm a/.•n I 1I 1 rt A]]tiumu ti4VE)SBER 11, 2005 v�E-c+r, 15 J rid `w 'i.g.1 i',,y.,—ii'l fi _... t ._.__� 'A'r / _f' ` H 3.r z �� E.3 .., "LIIll .._r[J !Ii - 24r. x aka �DG= l I.I ` I I I. ..._ .�1- Ili` �-_ � I _ _ _ 9tic,-...“ - 1 1 7 *\ f/ jl�1_ f I I w.•. 5 .I' t �/ / - _t--�•1 ORIFICE DATA: ON" \ I I T-1 l=/ BIA:IHIL rr ., _ LLPS4 R F r.Y.1.V.HaLL �' • 'd2\5 I _..__. .. ._... > '`. -�- •� i ff'FIOFILE I 11NWCC i I Y 3 I . , PO BM 211.0r L"_ 1i. ,_' 11RF1cEN 31 A 1 F l ICJP ..... 52 r • kn ` tAR-R- I !SRCH,6Yt 403 IE Rid$° w x Z \ ., L,lliI •I ® ,J, - ,z14 OIEIh1GE A3 1e'$ It 21D5 ' i `\? 252 NCI L`.idHrtcH '- 3 ' 21- \` ��• - STLNOSAD D=ENTRIO PVG PIPE JCA41 I `. N. {/, I ^'9 Cf3JL B=C.CAA9I • `:Y •', u �.1 \ Ni101 -� ~ r1.OhllL ' ' 1 ,tiJSS B B-�` Ni. • 11RUFLE 6 CY14 NH 5V L _ _ .... D D y \ .5 I f va r[Iv9cn- J ORIFICE DATA I TM Lr,TnINcA •'._ nt. h.1C 5 '�• I 21N +k y°JJp NC'FIE C�13tj y..q } E SWC i1 Na:R N0. HEX BA DIel4�t 2:4L 6=pBN2 ''F -ji' I`�•• 0 `y�I'+ 111, lulus€ - I. SOAR W I '✓�,'_ I r. :.1. +� c,1_ 2 2E1a A6 '� •2.F.E rx nS�9' _ - �•l 5 I71 PROFILE 1 S feA6 aa' _ IA_.. 2/ 1 I l 2l 1*Asa&10S S ..51RYS •"I7 2in _i G o r I ' 2X' ¢ I — \ .. ' mums 91C3 ECUS Imo- . 00.T «IH ANENT SNUNI AIK MEN AT THE g O '•' `t !NIXED Nic WSJ. -� IN4ENT CF IRE mum. N I I 6.•.1 �j:..: '1 CI Agra-a.r. I \� / It01 PLYa li 1 •_! I• I 3 1: n �'>~'.`. '"� 11 i isLcraT' f.,---- `v _41_ _ -ti._ .. . y, -- � ---- rv.. '7, 'i PRfN'ILC D651PA J�� 5 I �� I f f ':I 11- x r'uau aE0 MTV II'•c' l'i _ 1 s ._ -F•: - 1Y gE_/ P. I Kkl I1SY 1 n . • in I11� Ix ST L.FT E STM MI1 ❑ 1 I I 0__d fa& L.F.cPN�Gi : F '.Ia L.P.IalNcl I �� aFr.l�r JL�LN1ION (ONI iUL MANHOLE JEIAIL E Ie rvr s� BARON I z° P~�o�vc�y7 123 I2 1NNCH �•� yl 2AN,iiv num... . uuA�¢ z 1 I . $C- ...__ Y Ir _ .. 4d10��M..�..._ I Q. __. - Iu 210: J rs'•r[>:'aa7 rRt n � IIeA W WJ V' n + VI ' Ili I .. % M'IR2.SOLE - I ab�rvkkY �7 y,�3 y D gl� I �g `- -L I I d 581=I F �^' SRJ 1 N'-YW .S I. J ; . I 'AEI I i wrJ WW�lun�] $_.t'i �J'LC��rU T� 41 E l e I 1 Br»L F.S Go C1.0 i I _m r - N Ju. mLi CRfw pm ��[IJ 'I,511 _'OD STnJ 21UC1 1-/1 ._.__.1_... U_II Wy uiW U 1 - S=CAJT! WI El r ._ .. ._ . Ii ttu._ "T ._..__..91 1AM_. 0'A "a-.1111•-- irdI Nrr �. C▪ ID NSW 1"=40' '"' ' STORM LINE B A Ie NEAT.: r- E>au ...,, , V= 6 F, L I€ STORM LINE A nN.: ; ;: y�� , • • I°0�' .�- PROFILE z,:.,� - -r '' , :a _,. 4s' PROFILE z 0 uuum ° ha a0 w . _ Bv�r T STORM DRAINAGE CONSTRUCTION NOTES: g�".1 : C "9gA NOTE: I y / =� I 1. ALL YORK AND MATERIALS SHALL CUIFOF29 TO Trr_ CITY la TICr"R0 �^,N rj,q,aw r I[I i2' llEE 1Y CE-P -K - 1 Rp-RAP SPECIE-KAI:Oa. ST 1NNr'3CS,ARE PUBLIC WORKS EMI. k•a , ,� 1> G'O'T[RACTCR TO N OTIrf'EN°1_ttTEfl AMORIST IF SOLI 2UNTCR �. `.• ' CHANNCL ��,t °:1 II N:.)J..`1-Huw x15TUNG TREES.CONTRF..-r12WIu cONDuL I ARBON,sT r t- s`r NCCNbINL lrWCY1T BEST-OI.rsFCF.a[T'ION TO KCOUCE THE 1 I DISCHARGE E.AND El ISES ORIANIIWEI)S ANUSR I.l IUAC ILNSyINJ1;IED PER 'flit CVS En 4SV Z.gngS' I IARLINs OF TEE ERISTING INEE`3.I NI S NAY MUM HANG MOOING N AROUND ROOTS.HYDRO Ex LANNI NI rctalI 1 SOOTS,OR MOYINCI LATFxcI`1. i" ^� CHANNEL Z r`. yy I TO AVOID R6.Ta. POirt)N 7 tiFFP in,FC cEW l RF PRE 1♦AN II IIIH IH IJRtR II nZX 7{s'T yF 500vrALT LANCLOLQ?MYK xFNRRK NASA rIDJ F-!•EE.IF HES tR r `f ,, LL �_{{.�f1��..�5.5- �"_= ALL LOTS §S S4t_IWN ON THE STAN11nRU CURD L=TR]L. 0 m 'DAI 50182234E9 ANU HAY MY'ER OF TREE CARE A ND LAhDSCA.PER@ 1 �,C' '^'@ : Di9GF1ARGE GHANNFi DEAL. [� . 4 STOFN LATCRALS SHALL DE 'YC D-3U_4 AND WHITE IN CBLOR VELESS SD3K53135 w'ii"''' _lam 1 . ,,--q NOTE:. LT[�n,r1SE SPECIFIED N r, ` ' L _•yT I'J LW ER GP,DIR NA DUTTpE +� `L.- ur ENTIRE CsANAEL. 4' T14EK 1MEFR Fl. SN 5 Tit CONTNAC-OR ^NALL NOWT ALI. UTILITY d1I-i FMCS FOR -I:LD Fr Ira,•xue>;rrevEWvr'',_ 1 ,. RIP-RAP, THEN EftOJi II1rLTl'1NS IN crimp]INJCJ VfT4 LIIRRf NT ILTFf41N REVISE": STATUTES. ^:r*c_,iF If.'* - / PROMS ROCKS TO SEAL CAPS. W r _ -`-- LEAVING TOPS OF ROCK EI G5EB, E. A PRE-CONSTRUCTION MEETING IS RLUUIREN CALL CS:•9-4i577 I-Ui A Q [ JI TO ACT AT ENERGY DISSIPATER TIME AND PLACE. NOTIFY NNE r 11E HCTT HARRELL, THE CITY C7 1 I '`' SPEC B E8 HOURS PR Oi TG a MEI NG VDRK. CC `�- Y'Nun•L 2. ALL UTILITIES SHALL BE UNDER[ROLNII Q T o VELOCITY DISSIPATER POND PLAN LLB w JJ f 11 0 w Z , s; .R211.14. 8 TAa, D1ISHERIA I' 1 ,''I C_ ■. ' � u i PHL'.4 pia- r..At=i26,14 j •� i I 4 v� ��yy,''�JJ e1 ' I �' l• _ - 51A1MM&2 pK24_NEE I III I i I �'yN 1 ' 1SI l m , 3.07.31 2.22 L..;AN IONIAN. _ STM MR-61 I ' II ' �2 I r l 1 I 1 _ _ �.� -yY, '1 5..„..'.5 '�[f.�969 DROP �� BTUNM'�lt 50 J T�i1T.439 I i PI LFIEA' IL ' I i I 1111 u 5 7,!- 6d'S niO MS COD I.E.2184e ac ORS pW o Ir B ' I v Prryl a1cy�., t . - SI.' III n NH+„2 \. CC FCI.I l I M o-11: / \� zT- ra1- j-E _ isrn-r II R}�q.r.F ~ NCI.♦ w vt uu1T l T I — ,-- I -.1 ill I N mB 5W 74TH AVENUE a �IaasnTx ! R Lr•, ano°+ W IS "1`d= --I s 3I -- Iry o�AL tE, :u40 `'" / -'_ ..=_LiNE-B'Ixan'"1 i..L.,•..a.r,r L—¢ - .,'11� .s.eac,x I"_2:z'T6 �;— Ek a.m..] - Lieel �— I �'�..... _ a.. I_lE•" _ a.Tr !� :r trey ^� AD 491 F a � P T a x LaNEs�r ' rev SW REP; EQAR WAY warLF.•r 1 :+14Et -. 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Hpl,l11111,1r1 STOF/v1 UNTE DI(PUBLIC) STORM UNE DI (PUBLIC) STORM LINE E (PUBLIC) As;o , s $ PLAN VIEW D SEAL PLAN.VIEW PLAN VIEW PLAN VIEW °',E=s N-, 15 1 i r Stormwater Report • Ash Creek Estates t 1 1 Prepared For Winwood Construction, Co. 12655 SW North Dakota St. Tigard, OR 97223 I i I I 1 5/17/03 IKurahashi and Associates 15580 SW Jay St. Suite 200 Beaverton, OR 97006 I I t Ash Creek Estates Preliminary Stormwater Report 5/17/03 Introduction Winwood Construction,Co. intends to construct a 29-unit subdivision in Northeast Tigard called IAsh 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 I 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 74t ave(the second subbasin is required due to the road sag at Ash Creek). IBoth 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 nmoff 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 I 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 I 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 I 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. I 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 I I 1 I I I au amOft OS WIN M IN 11le MI NW UM MI NB MI MS NO f SII NM 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 CN-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 1 I Stormwater Water Quality Calculations I Main Subbasin New Impervious Area (acre) 2.34 I Water Qaulity Volume (cl) 3058 Water Quality Flow (cfs)_ 0.21 Flow per filter (gpm) 15 Number of Filters 6 Road Subbasin New Impervious Area (acre) 0.31 Water Qaulity Volume (cf) 405 Water Quality Flow (cfs)_ 0.03 Flow per filter (gpm) 15 Number of Filters 1 1 I I I I 1 I I I I I I I WEIGELA TERRACE STORM DRAINAGE REPORT I OWNER GERTZ CONSTRUCTION,INC. 1 19200 SW 46a'Avenue Tualatin, Oregon 97062 I ENGINEER/SURVEYOR Harris-McMonagle Associates Inc. 12555 SW Hall Boulevard Tigard, Oregon 97223 503-639-3453 I r; OREGON 4iFS R. July 22,2004 I I WEIGELA TERRACE STORM DRAINAGE REPORT PURPOSE 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. LOCATION The 2.04 acre subdivision site is in the northwest quadrant of the intersection of SW Landau Street and SW 74ih 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 1 S 125DC. A vicinity map is shown on the Title Sheet of the Improvement Plans. EXISTING CONDITIONS Topography-The site slopes downhill from Landau Street northeast at approximately 6 to 20 percent. Ground cover over the majority of the site is woodland with light underbrush and open grassy areas. There is one dwelling and two outbuildings. 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. PROPOSED DEVELOPMENT The proposal is to subdivide the site into 10 single family lots. This will entail the construction of streets, 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 separately. 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 Urban Hydrograph (SBUH)method with Type 1 A rainfall distribution and a 24-hour rainfall amounts as follows. 2 year event 2.50 inches 10 year event 3.45 inches 25 year event 3.90 inches 100 year event 4.50 inches 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". 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) f Weigela Terrace Page 2 I Storm Drainage Report 111 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 74tb Avenue for a total of 3.51 acres. SCS curve numbers- Curve number calculations are shown on the undeveloped site summary and hydrograph sheet, page 5. 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: 2 year event 0.52 cfs 1 10 year event 1.02 cfs 25 year event 1.27 cfs 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 74*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 I 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. S 3534 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 I tWeigela 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 collection system. The system layout is shown on the Routing Diagram, page 6. For detailed plans and profiles refer to the 111 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/Qe 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 1 I 1 I Stormwater Detention Facility Summary WEIGELA TERRACE Detention Facility Flow Control Data Type invert Elev.(ft) Diameter(inch) Orifice/Wefr Coet 7(22/04 Detention Orifice(#1 214.29 3.50 0.60 Detention Orifice(#2 216.93 3.50 0.60 Detention Orifice(#_ 219.85 12.00 hock 0.60 lJ 1 lD Detention Stage/Storage 4,500 4,000 _ 3,500 - - INFLOW TO DETENTION petentlon-Stage/Discharge/Storage Data 3,000 .--.-. RUNOFF FROM SUS- (Nets Provide data at avail change paint Intl,sine liboherpe or siape ammo) CATCHMENTS A-E Pond Water I Deta Stage Discharge Storage = 2.500 Surface Elev Number Relt8e Etta VOlu 6me 2,000 . M t, _ pee �• 1.02 eh ifse0 (het). Ms) (cut o4rot)et- ._ .-- r'a 1. Pamir Di• 1.98 de 214,29 1 0.00 000. 0 C 1500 '~ Peekt748• 201 chi 216:13 3 D84 0.27 295 tn 1.900 s' Pe►k t71tM• 245Ch - 219.97 I 1,88 0.40 687 216 77 5 3.A6 0.49 1,721 500 - -^- 21781 8 _ 3.82 0.81 2536 0 _ , 218.45 7 4.18 1.02 3,206 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 219.29 8 5.00 119 3,843. 220.29 9• 8.00 3:88. 3,958 Stage,feet * Results: Water Dentention Stage/Discharge =tam. from*MM. Pm*a2•- i1B.93ft. 0.51ofs 5-00 Desk 010• 218.37 ft. 1.00 di ! 1la 1 Peetc f 26- 219.73 ft. 1.26 cra 3 4.00 • Peaaa100 v 220.06 6. 2.3304 g 3.00 - -. Compare 4 e 2.00 with* 1 li C 1.00 , IFraaevato Condition I 0.00 Perk o2• 0.52 cta rt�.k ow a 1:b2 C 0.00 1.00 2.00 3.00 4-00 5.00 6.00 7.00 h-� peuco26• 1.27.h_1 Stage,feet Peak 13100 1. a 'C It 10 m J 41 I LEGEND . • j\ JACKSON WOODS SUBDIVISION 'tom I for JACKSON WOODS, L.L.C. r � • ' I T ARO, OREGON �>�,1/0-10 _ �. armour SEPTEMBER 10 2004 $ ^- AI4Sh'141>FR w Y 34 111 0 FVUOT SLR1fY AMYl11EKF3 N• F _ s ,„ SUBJECT PROPERTY Fig !//�qT 7Ng FUTURE FROMM ono . za /�T . � . 770E IMP: AC ASPHALT CONCRETE Snarl-MOMENTS ■ F 7` �� TIS-RIW-S20-34 ASIM ASSOCIATION OF STANDARDS p S11RIf1f CCNiROI.POINT " y- :J , S F sF2; TAX LOT: 9201 CO AMINO MATERIALS pRE—IDOMSIOR BN .RFNGIitARK UST MORESSe 7501 SW LANDAU ST. CB CATCH BASIN Po Box 11163 Cann cDNNECT Ora vo11w POLE(N') VICJNITY16f4P ISMS, OR 81223 COROT CONS1ROCT DOOMGDORDRI/R WATER NAVINHOT 10 51:FL.E � . 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L.It15Jr;Ii , .0 4 COC.—,---- .06-0-- GARNER I PHI...11025LIVIkuourri 7.4,1.11,C119.1.410 Y.4...ClallgOLII*1..22.141.1 I 5 I C45.225 \ • 1.1041}T.ITAI SrAFP, i"m,ff , Sift 5 OF 13 12/01/2004 18: 02 5419420°n0 HEMENWAY REALTORS PAGE 02/17 1 1 I . . ymm fl' erns w"' dam: i e. I r cwr !tl tr N N P/N O ,570,A4 �;4/A0C 1 16 170 aolpv REM - I .p 5, tDJ. cps/r-��-� CFr1.' +�9/3d def-Awa/ d>EfT` ( 1 OW)9/*-'-}3GG ceiv STz M $f- i D4 4e T.ti►rvA otne5140W 49st7eiz Mc%ram I sAm/ �Y.e: 5�X.-/c &3,201zw .vie /z4214 ) • • 12/01/2004 18: 02 541942010 HEMENWAY REALTf1RS PAGE 06/17 r r ENTER fd:) [path)filcnama[.extj FOR STORAGE OF~ COMPUTED HYDROGP.APH: C:\IOpre SPECIFY: C - CONTINUE, N - ND/STORM, P - PRINT, $ - STOP S STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA TILE SPECIFY STORM OPTION: II 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER; FREQ(YEAR), DURATION(ROUR), PRECIP(INCEES) 25,24,3.9 **sr ,.C.S. TYPE-lA DISTRIBUTION ***********♦*•****** ********* 25-YEAR 24-F)OUR 9T0kM **** 3.90" TOTAL PRECTP. ********* ENTER: AIPERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .59,70,0,98,20 DATA PRINT-OUT: AREA(ACRES) PERVIOO$ IMPERVIOus TC(MTNUTES) A A .6 .6 700..0 .0 98.0 20.G PEAR-Q(CFS) T-PEARIHRS) VOL(CU-FT) .11 7,63 2696 ENTER (d:; (pyth)f lename[.ext) FOR STORAGE OF COMPUTED HYDAOGA. K: r 25pre SPECIFY: C - CONTINUE, N - NE1STORM, P - PRINT, S - STOP STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DDRATION(BOUR), PRECIP(INCHES) 2,24,2.5 4************t*****♦ S.C.S. TYPE-IA DISTRIBUTION ***t**************** 2-YEAR 24-HOUR STORM **** 2.50* TOTAL PRECIP. ********t ENTER: MPERV), CN(PEAV), A(IMPERV), CN(IMPERV), IC FOR BASIN NO. 1 .18,70,.41,98,20 DATA PRINT-OUT: Aec*.A:ALAe.51 rbriviuuN 1MPL'RVIODS TC(MINUTES) A CN A CN 6 .2 70.0 .4 98.0 20 0 PEAR-O(CFS) T-PEAK(HRS) VOLICU-FT) .21 7.83 3664 ENTER (d:) [peth)filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPR: c:\2poSt FILE ALREADY EXIST: OVERWRITE (Y or N) 7 Y Page 2 r 12/01/2004 18:02 54194201a0 HEMENWAY REALTnRS PAGE 07/17 II II4001FrePCst2.txt SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP II r. STORM OPTIONS: I - S.C.S. TYPE-IA „/ II 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: II S.C.S. TYPE-IA RAINFArL DISTRIBUTION ENTER: FREQ(YEAR), OORATION(NOA7), PRECIP(INCH£5) 10,24,3.45 I ,*****♦************* S.C.S. TYPE-IA 6.STRIBCTXON ***********s*******. ********s 10-YEAR 24-WOUR STORM **** 3.45' TOTAL PRECIP. ********* 1 ENTER: A(PERV), CM(PERV), A(IMPERV), ON(IMFERV) , TC FOR BASIN NO. _ .18,70, .41,98,20 DATA PRINT-OUT: I AREA(ACRES) PERVIOUS IMPERVIOUS TOM/NOTES) A CN A ON s .2 70.0 .4 98.0 20.0 PEAR-Q(CFS) T-PEAE(HRS) VOL(CU-FT) II .31 7.83 5407 ENTER d:1 [pathl'ilename(.ext' FOR STOR= OF COMPUTED HYDROGRAPH: c:\10pcst II SPECIFY: C - CONTI.NUE, N - NENSTORM, F - PRINT, S - STOP n STORE! OPTIONS: I 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE I SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL 0TSTRIBUT11ON ENTER: FREQ(YEAR), DURAIION(HOUR), PRECIP(INCHBS) I 23.24,3.9 *************fist**,* S.C.S. TYPE-1A OIS_RIBDTION ******* 25-YEAR 24-HOUR STORM ** 3.90" TOTAL PRECIP. ********* IIENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I .15,70, .41,98,20 I/ DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MZNUTES) A ON A CN .6 .2 70.0 .4 98.0 20.0 I ?SAE-Q(CFS) T-PEAE(HRS) VOL{CU-FT) 36 7.93 6259 ENTER jd:J [,nach?filename[_extl FOR STORAGE OF COMPUTED HYDROGRA9R: II e:\25post SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP I/ Pace 3 12/01/2004 18:02 5419420'A0 HEMENWAY REALT^RS PAGE 08/17 11 arE417244/ I tanx2.txt /,49.VR 9/10iV KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21E INFO ON TnIS PROGRAM 2 - MODF - MODIFIED SBUHYD 4 - ROUTE 5 - ROC -n2 6 - ADOHYD 7 - BASEFLOW 6 - PLOTHYD 9 - DATA 10 - ROFAC 11 - RETURN TO DOS ENTER OPTION: 10 ^n/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/RED 11 ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft) 5,4.95 ENTER (d:) !path],:ilename[.ext] OF PRIMARY DTSZGN INFLOW HYDROGRAPH: 10post PRIMARY DESIGN INFLOW PEAK = .31 CF$ ENTER PRIMARY DESIGN RELEASE RATE(cts) : .07 ENTEA NUMBER OF INFLOW RYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : 2 ENTER [d:] !path)filaname(.eXt] OF HYDROGRAPH 1: 2post ENTER TARGET RELEASE RATE(c_s): .02 ENTER (d:7 (pat?:]ftlename(.ext] OF HYDROGRAPH 2: 25post ENTER TARGET RELEASE RAT (cfs) : .11 ENTER: MINIMA OF ORIFICCS, RISER-BEAD)ft) , RISER-DIAMETER(ia) 2 4.85,12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .10 FT SPECIFY ITtRATION DISPLAY• y - YES, N - NO Y SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE Page I I 12/01/2004 18:02 5419420" "0 HEMENWAY REALT^0E PAGE 09/17 i tank2_txt IISUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: TANK II 2) TANK DINET£R(ft), STORAGE 0EPT7I(ft) ) 5.00, 4.95 3) VERTICAL FERMEARILITY(m10/1n): .00 4) PRIMARY DESI9N HYDROGRAPH FILENAME: 1Cpost 5) PRIMARY RELEASE RATE(cfs): .07 II6) NUMBER OF TEST HYDROGRAPNS: 2 TEST HYD 1 FILENAME: 2post TARGET R.ELEASE(cfs) : .02 TEST RID 2 FILENAME: 25post TARGET RELEASE(Cfs): .11 II i) NDMBER-0E-01tIFICES, RISER-HEAD(ft), RISER-DIAM(UA): 2, 4.85, 12 8) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : II 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 2778 CV-FT I/ BOTTOM ORIFICE: ENTER 0-MAX(Cf0) .045 DIA.- .87 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 4.25 I DIA.- 1.09 INCHES ITERATION COMPUTATION BEGINS... TRIAL TANK-LENGTH STOR-AVAIL STOR-USED PK-STAG PK-OUTFLOW II 1 142.7 277E 2608 4.30 .05 2 138.4 2693 2541 4.33 .05 3 134.5 2617 2489 4.38 .05 4 131.2 2553 2442 4.43 .06 5 128.3 2497 2399 4.47 .06 6 125.8 2446 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 II 10 118.0 2297 2243 9.62 .06 11 116.72270 2223 4.65 06 12 115.5 2247 2205 4.67 .06 13 114.4 2226 2189 4.69 .06 14 113.4 2208 2175 4.71 .07 II 15 112.E 2191 2162 4.72 .07 16 111.9 2177 2151 4.79 .07 3.7 11T.2 2164 J.141 4.75 .07 16 110.6 2152 2131 4.76 .07 19 110.1 2142 2123 4.77 .C7 II 20 109.6 2132 211 4.77 .C7 .07 21 109.I 2124 5 21/5 4.78 22 106.7 2115 2IO2 4.79 .07 23 100.4 2109 2096 4.79 .07 24 108.0 2102 2091 4.80 .07 II 25 107.7 2097 2086 9.80 .07 26 107.5 2091 2081 4.90 .C7 27 107.2 2086 2077 4.81 .07 28 107.0 2081 2073 4.81 .07 II 29 106.7 2077 2069 4.81 OT 30 106.5 2073 2066 4.82 .07 31 106.4 2C7C 2063. 4.82 .07 32 106.2 2056 2060 4.82 .07 33 106.0 2063 2057 4.82 .07 I 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 12/01/2004 18:02 54194201q0 HEMENWAY REALTnPS PAGE 10/17 11 1 tank2.txt 40 105.2 2046 2043 4.83 .07 41 105.1 2045 2041 4.83 -07 42 105.0 2043 2040 4.84 .07II 43 104.9 2041 2039 4.84 -07 44 104.8 2040 2037 4.84 .07 45 104.8 2039 2036 4.84 .07 46 104.7 2037 2035 4.84 .07 4/3 ' 47 104.6 2036 2034 4.84 .07 48 104.6 2035 2033 4.84 .07 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-007FLOW PK-STAGE STORAGE IIDESIGN 3IYD: .31 .07 .07 4.84 2033 TEST HYD 1: .21 .02 .04 3.21. 1440 TEST MYD 2: .36 .11 .17 4.88 2030 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORXF, E - ENLARGE, S - STOP II d PERFORMANCE: INFLOW TARGET-OUTBLow ACTUAL-0VT47AN PX-STAGE STORAGE DESIM1 HYD: .31 .07 .07 4.84 2033 , TEST HYD 1: .21 .02 .04 3.21 1440 TEST NYC 2: .36 .11 .17 4.88 2030 STRUCTURE DATA: 14/0 TANN (FLAT GRADE) ' RISER-READ TANK-DIEM STOR-DEPTH TANK-1,ENNGTH STORAGE-VOLUME 4.85 FT 5.00 FT 4.85 FT 104.6 FT 2033 CU-FT DOUBLE ORIFICE RESTRICTOR: CIAO:NOSES) ST(FEET) Q-MA)C(CF51 BOTTOM ORIFICE: .87 .00 .045II TOP ORIFICE!: 1.09 4.25 .025 ROUTING DATA: HTAGS(FT) 025C8 .RGE(crs) STORAGE(CU-FT) PERM-AREA(SO-FT) il .00 .00 .0 .0 .48 .01 133.7 .0 45 .02 325.7 .0 II1.45 .02 552.0 .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 II3.88 .04 1755.8 .0 4.25 .04 1896.2 .0 4.36 .05 1933.6 .0 4.85 .07 2035.8 .0 4.95 .38 2035.8 .0 II5.05 .95 2035.8 .0 5.15 1.68 2035.8 .0 5.25 2.47 2035.$ .0 5.35 2.76 2035.8 .0 AVERAGE VERTICAL PERMEAABILITY: .0 MINUTES/INCH SPECIFY: F - FILE, N - NEMJ08, p - PRINT IF/OF, R - REVISE, $ - STOP t II ?age 3 II 1 I12/01/2004 18:02 541942P'90 HEMENWAY REALT'-^S PAGE 12/17 I qe/zirfe P IOf3G.71 4t4 j7, f• , 54/6/37 'nrnF /Z /11, I '1 u, ww w irw cx tnNM, 000 •n 00 t^N r RJ,. &it 7' CCafv ?VN nt t�l N n 53• 3 � Q '�N-5 hr ter„ I 4.00.3/14}% Gp. bD„gA /ems S /7 V J/o4.r)n4e O '? ,P 1 / r,�, f15 s 5C,�r1,1�lftM f 2°A x G Dog/ 3- a;D6 j r 51 G/, GW5, ,'all 3 J�/P�-/N 43 PR' T,M// MP 1/9- I (.sue Ategr I s �L7 M61L) I - I I I I I I 12/01/2004 18:02 541947-90 HEMENWAV REAL— ,S PAGE 13/17 ' W F ty tO CO N c.N ow v N SCEN ( l99/3-e22o /IiW ( 'L.' 05W)9/5"-936 I I 1 I • 1 i INS N 1 I 1: gm s 1111 N MN r - - _ _ _ N S S CD F, • 0. 11630Z81N nJ z 23Cul qtmp Z , -: 3,& Sitl' • • .,) ,.. _� : . 22( `RTA-1EE . . � `',„ , NNECIION ' OW RCP : : `,�--, : ! : : 21 c m m - 21C : corismuci ,fie (� -.� y �1 A atio . &•QA043hil L : ,. x � . g g� ,‘-‘ 20E CONSTRUCT t *".1,....... COVER FILL . . . t41LF. 1Y C900 24� , PVC SD °' T ; . S•O.0A22 . . =s:f ••r"r -. DESSIPAIER. . �a� cx. �\ SMEE7 T�i , A dAcieltl 1 . • J , • 12/01/2004 18:02 541942P'00 HEMENWAY REALT^"S FAGE 17/17 a PRECAST MANHOLE E+c� °1°"10t GENERAL NOTES 90' STORMFILTER DATA 48" L) STOairvet UT SRUNRATER IIM AEYQIT.PaETLAI ,QRRTae('i -2AD•SJD3), NEN .-_.OIIYAYNCIN NeE csoc NairIwn er ca nxt . REFER TO MERMEN,vo EA' RON tgu 12"pN)t- iz'(OU �) 3.)RECAST STY C EI STRUCTURE TO BE etreerINC®N ACCON)AUCE Elll �=®&C443. Non Km RAI Of AMMOZT PFE/t I8• o No. is. __TOND91�'aIIRET PIN 270' I N PIET ma DIrNM rpm TO BG memo err man ANC ARMED 9Y OCMII+ACTOR. ^Mutr we PT EUL10 .me err 1.1 MUM tr— Qp 8.) rarri-FLeAtocer IAUA•T m eE sPeto n err Dams s'Immo BALLAST MAme+Ls KIT POW/@ , TO lotFlIaRED BY CONTRACTOR dR<<LIRL 20DAr P. Tyr y1A r EInT�) 1 r R.)MUTT SIORii_TER MOM TRRI TO-YICN PYC NIT=4RS Atb AR NET OPENED insWi AT TIE SPU('JF1:i.O COCATIQL 7.)OCTAL RERECTS DEM INERT NLY. ACTUAL ORF]c44R MD CCOIROURATIOI Et STRICTURE MCI.8E NUN N QT VIE PRCDUCOTN MOP CRAM° VA 244 ear -1 1 STEPS AND TAT.warm tamegir reerld MAIMS ADJACENT TO SIDE OAR'iRID( / 1 ,—:. "IF • last I , NIi I I11 �, w•• FRAME PRECAST MANHOLE STORMFlLTER"- PLAN VIEW EQ ANO DOOR stoat ins XX CONE OR FLAT 12"0 INLET PIPE SY SIZE AN CONTRACTOR; if `* ' BAFFLE AS SPECIFIED : A01 ' RISER WIN MN RING&COVER (SEE DETAIL) ACCESS OPENING *t -9" 9 1/2' 1 11© 2.0 OUTLET PIPE STUB TO lOOR ., (BY STORMWATER NOT. INC.) 2.-5.I AP' i� I.Immaki. I 12" 1E�, I e" TOPPING SLAB 2 1/2 gill I 5 i/2" BY PRECASTER NOERDRAIN PIPE TO I4. TO I ' MANIFOLD PRECAST MANHOLE STORMFILTER° MOLE NTH OUTLET RISER - ENLARGED VIEW SOAU3 Mrs I r r ma / R� ►�*a PRECAST 48" MANHOLE STORY/LTFR®WRH 2 CARTRIDQES PLAN AND SECTION VIEW 1 I A....M STANDARD DETAIL `STORMWA7ER ti 1 VI *a fa GEOTECI-INICAL REPORT I I I I I I 1 1 I I I I I I 1 -"r' '* GeoPacific 1 En,Ineering,Inc. Real-World Geotechnical Solutions 1 Investigation • Design • Construction Support Revised October 23, 2017 Project No. 17-4524 Jesse Nemec JT Smith Company 5285 Meadows Road, Suite 175 Lake Oswego, Oregon 97035 jnemecjtsmithco.com CC: Andrew Tull, 3J Consulting, Inc. Andrew.tull(Wj-consultinq.com 1 SUBJECT: GEOTECHNICAL INVESTIGATION 1 SW 74T" SUBDIVISION 9777 SW 74TH AVENUE TIGARD, OREGON This report presents the results of a geotechnical engineering study conducted by GeoPacific Engineering, Inc. (GeoPacific)for the above-referenced project. The purpose of our investigation 1 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 General Conditions for Geotechnical Services. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 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 74`h 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 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. 1 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). 1 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 1 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. 1 14835 SW 72°O Avenue Tel (503) 598-8445 Portland, Oregon 97224 Fax (503)941-9281 SW 74`h Avenue Subdivision 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. REGIONAL AND LOCAL GEOLOGIC SETTING ' 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). 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. ' 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 ' 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). 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. 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. 1 17-4524-SW 74th Avenue GR Rev10232017 4 GEOPACIFIC ENGINEERING, INC. SW 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 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 1 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. 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 %"-0 crushed 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. 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- II 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. 1 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 geotechnical engineer should be consulted. The coefficient of friction between on-site 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 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 ' 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" —'Am 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. 1 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. , 17-4524-SW 74th Avenue GR Rev10232017 8 GEOPACIFIC ENGINEERING, INC. 111 SW 74th Avenue Subdivision Project No. 17-4514 ITable 1. Recommended Minimum Dry-Weather Pavement Section ' ? Material Layer Light-duty Public Streets Private Compaction Standard Driveways Asphaltic Concrete (AC) 3 in. 2.5 in. 92% of Moving Average Maximum Density(MAMD) Crushed Aggregate Base'/,"- 95%of Modified Proctor 0(leveling course) 2 in. 2 m. AASHTO T-180 I Crushed Aggregate Base 1%„-0 8 in. 6 in. 95%of Modified Proctor AASHTO T-180 subgrade 12 in. 12 in. 95%of Standard Proctor ' AASHTO T-99 or equivalent I 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 I the site a difficult wet weather construction project. General recommendations for wet weather pavement sections are provided in a subsequent report section. During placement of pavement section materials, density testing should be performed to verify Icompliance 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%2"-0 crushed rock. Geotextile fabric, Mirafi 500x or equivalent, should be placed on subgrade soils prior to placement of base rock. ' 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 ' depth on the order of 12 to 18 inches. ' 17-4524-SW 74th Avenue GR Rev10232017 9 GEOPACIFIC ENGINEERING, INC. SW 74th Avenue Subdivision , 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. Following placement and compaction of the crushed rock to project I specifications (95% of Modified Proctor), a finish proof-roll should be performed before paving. 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 , 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. 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, S1 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). 1 I I 1 17-4524-SW 74th Avenue GR Rev10232017 1 1 GEOPACIFIC ENGINEERING,INC. SW 74th Avenue Subdivision Project No. 17-4514 UNCERTAINTIES AND LIMITATIONS ' 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 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 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. , Sincerely, -0 PROFFS,s GEOPACIFIC ENGINEERING, INC. �GINFF� �O cc 147/ OREGON ///2-Th„, 6-s D.101/4 EXPIRES: 06/30l20 , , 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) 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. 1 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. Mad in, 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.oregongeoloqy.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.usos.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 74111 Avenue Subdivision 1 Project No. 17-4514 Yeats, R.S., Graven, E.P., Werner, K.S., Goldfinger, C., and Popowski, T., 1996, Tectonics of the Willamette 1 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. 1 1 1 1 i 1 i 1 1 1 1 1 1 1 1 17-4524-SW 74th Avenue GR Rev10232017 14 GEOPACIFIC ENGINEERING, INC. 1 tirt,_ - 114835rSW 72nd Avenue SITE PLAN AND 1 GeoPacstic Portland, Oregon 9 224 t RMrIntkitu. Tel: (503) 598-8445 Fax: (503) 941-9281 EXPLORATION LOCATIONS 1 ----- A1 ) I/ 7 ,,,/,„ 7.i,i,., il 1..1.1 B r tI ).� /, t I 1 - - I il ._ r � ....,_ „_ 1?..c .., \... N.,„:„----..A\\., 1,104 • .z, v, \.,.-'. .-.:4.4..::.,-.,,,,., , `` 0 ` N �••. •• Mi ,' --.-.-,\ - ;-,-.rd- -._.. _ . :- - '• - _� lSO'SETBAC TO 0OF WETLAD , ' - - ��-�. •`-_. yi•-.,• .3S'SETBACH TO TOP OF 25%SLOPE- -? , ��`" .. --.� - �"^��,::. � { -�75'SETBACF(TO TOP OF SLOPE N - "��''- ` ..._ _ i .6 /r TdP OF 25%SLOPE.../ ( l' t!-•- .._ ^ . Z 48Oa7380 FT \\\•••� ♦, g4 } g. 1 'p• -1- \ - °'1_IR"CRE... , ./y 1 `'. , RECOMMENDED REDUCED 25 • - 'rr -z- -="- •� -•� °` :, FOOT TOP OF SLOPE SETBACK 1 2 _____ ' t .� 0.19 ACRES `\• ty� �"—�.•^•• 1- Ael ��" V.� ssee.BBBnFr _ '�: (07-ei,K, TP-3 . 1' 9.i2ACREs I 1 l '3-._L,`-_ t.. 1,4, y , , -r::., -"z:- ( cam .~T a 'y /./� • •-�t• `�-- 51W61BOFr 9W0.00saFr 96a.BaeOFr : - / __ri ,-/( \\ '` .1- .-/ i •0,14---.. EB -;,�9 19 ACRES I ^-5 • -_--._tea L x- __ +--:-�` .„ -'"- __-_ �N. ^ 'i 1 r tr - �_ may\ __ 4 \ _\ \ ., I ` ; 1 �__. - -1-- North , Legend Date: 10/23/2017 , TP-1 Drawn by: SM/EKR s Test Pit Designation and Approximate Location (0-10') Depth of Undocumented Fill Encountered 0 60' ' Recommended Setback APPROXIMATE SCALE 1"=60' Project: 9777 SW 74th Avenue , Project No. 17-4524 FIGURE 2 Tigard, Oregon I I \1/4- 14835 SW 72nd Avenue GeoPacific Portland, Oregon 97224 TEST PIT LOG Ilneineerin..lnc. Tel: (503) 598-8445 Fax: (503)941-9281 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-1 1 Tigard, Oregon a, a T y N N O s V O N v rnN' m e5. o. ca o N �m I o a - z- os O Um Material Description tion Moderately organic, SILT(OL-ML), brown, fine roots throughout, I - soft, moist(Topsoil) 1 -- 0.5 Medium stiff to very stiff, SILT (ML), light brown, asphalt chunks and wood debris 1 beginning at approximately 2 feet bgs, moist (Undocumented Fill) 2 - 1.75 I 3 2.25 Medium stiff to stiff, SILT (ML)with sub-angular gravel, cobbles, asphalt I debris, and wood debris to approximately 10 feet bgs, moist to wet (Undocumented Fill) 4— 1.25 5 6- 1 8- p 9- 1 10- /- Medium stiff, clayey SILT(ML), gray, wet, with some fibrous roots (Willamette 1 11- Formation) Test Pit Terminated at 11 Feet. I Note: Groundwater seepage encountered at 7 feet at approximately 1 12 gallon/min ILEGEND - Date Excavated: 4/10/2017 I 5 Gat �, — iao to Bucket dd� Logged By: SM - Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I fY\r,�- 14835 SW 72nd Avenue I GeoPacific Portland, Oregon 97224 TEST PIT LOG wriffijm Tel: (503)598-8445 Fax: (503)941-9281 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-2 Tigard, Oregon li a ' - '2 1 E- do T N 2- O � E x I- ' c n O N -.E. 0 2 o a O S .o % = Material Description p c a E - 2` 0 1° , d Cl) U m Moderately organic SILT(OL-ML), brown, fine roots throughout, loose, moist (Topsoil) _ I 1 - 1.5 2 1.75 I Stiff to very stiff, SILT(ML), light brown, micaceous, trace roots throughout upper 4 feet, orange and gray mottling, damp to moist (Willamette Formation) , 3 2.25 I 4- 2.5 5- 6- 1 - Medium stiff clayey SILT (ML), brown, occasional subtle orange, black and gray mottling, damp to moist (Willamette Formation) I 7- 8-- 1 9 I J 10- 1 Test Pit Terminated at 9.5 Feet 11 - I Note: No seepage or groundwater encountered. 12- 1 LEGEND I Date Excavated: 4/10/2017 [,onre u�ckael �� Logged By: SM1 Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I 14835 SW 72nd Avenue G I Pacific Portland, Oregon 97224 TEST PIT LOG IEngineering.Inn Tel: (503)598-8445 Fax: (503)941-9281 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-3 Tigard, Oregon t Yj O tl G/ (n N E roc Of Lrii a;, o 2. a ❑.. Material Description 0. ra ❑ C m Moderately organic SILT (OL-ML), brown, fine roots throughout, loose, moist I (Topsoil) 1 — 1.5 I 2 1.75 Stiff SILT (ML), light brown, micaceous, fibrous and woody roots throughout I upper 3 feet, orange and gray mottling, damp to moist(Willamette Formation) 3-- 1.5 4- 1.5 1 5 - • 6— ' —7— Medium stiff clayey SILT(ML), brown, occasional subtle orange, black and gray mottling, moist (Willamette Formation) 8— 1 9 I 10-- 1 11 Test Pit Terminated at 10 Feet - 1 12 Note: No seepage or groundwater encountered. I LEGEND Date Excavated: 4/10/2017 Ima ato wckel we j - Logged By: SM Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment I 14835 SW 72nd Avenue I GeoPacitic Portland, Oregon 97224 TEST PIT LOG Tel: (503) 598-8445 Fax: (503)941-9281 1 Project: 9777 SW 74th Avenue Project No. 17-4524 Test Pit No. TP-4 Tigard, Oregono. I -- c O L O N N tT= : - Material Description , o aag EZ � o m ❑ U 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 , I 5 6- Stiff SILT(ML), trace clay, brown, occasional subtle orange, black and gray mottling, moist(Willamette Formation) 7 - 8- i 9- 10- Test Pit Terminated at 10 Feet ' 11- 12- Note: No seepage or groundwater encountered. ' LEGEND ' Date Excavated: 4/10/2017 100ta e,ckel A � Logged By: SM 1000 — Surface Elevation: Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Beating Zone Water Level at Abandonment 6eoPacnie tngineering.Inc. Real-World Geotechnical Solutions Investigation• Design•Construction Support November 27, 2017 ' Project No. 17-4765 Jesse Nemec 111 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 testing conducted by GeoPacific Engineering, Inc. ' (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 74'h 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 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 74th 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. 1 14835 SW 72nd Avenue Tel (503) 598-8445 Portland, Oregon 97224 Fax(503) 941-9281 November27, 2017 1 Project No. 17-4765 INFILTRATION TESTING On November 3, 2017, a representative of GeoPacific performed two encased-falling head 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, ' 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 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 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 Formation 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 results Table 2 - Results of Infiltration Testing 1 Location Depth Infiltration Rate Soil Description TP-5 6 feet 0 in/hr SILT (ML) I TP-6 5 feet 0.2 in/hr SILT (ML) The test results indicate that infiltration rates at the site are low due to the fine grained soils. The measured rates reflect both horizontal and vertical flow pathways. CONCLUSIONS AND RECOMMENDATIONS 1 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 17-4765-SW 74th Ave Sub_Infiltration Testing_JTSmith 2 GEOPACIFIC ENGINEERING, INC. 111 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 I I I 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, PROPes GEOPACIFIC ENGINEERING, INC. §.D ♦N ,S/9 cc 14743 otip ' �9N � /' FS D. EXPIRES:06/30/20a 1 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. 17-4765-SW 74th Ave Suh_Infiltration Testing_JTSmith 4 GEOPACIFIC ENGINEERING,INC. 9lp -' 14835 SW 72nd Avenue SITE PLAN AND t l 6'ee clue Portland, Oregon 97224 [nBlnoel1nu Tel:(503) 598-8445 Fax: (503)941-9281 EXPLORATION LOCATIONS I - •1 /7- • -./.; : / 1 Fp lilt --.N....1.— i /e.1 i ./ / / .t• -, ! 1 • i I -\. • �; —' .„ . „ *-.N. .‘`\ 1•. ,1:.!._.-- I S �-` ' `- ^1 .�:•- ` l S0'SETBACK TO EOGE O2 W€TIAND 1 'i �i •tom r� I �� ._.._.^1' �``—' _� ::::� 135`S�TBACKTO TO—OF 25%SIbPE, `'�.- '._!"-----i \� •• •�'- L'nw•:•:y' /�ts SFfBACK TO TOP OF 25%SLOPE '"- -- C'-. , ''� /TOP OF 25% E• j`r- ` • • `•-: e:1l ACRES .41037 SO `. 3,r-: • -+•- '4` •yrt _ _ f /1 \ v `,a, RECOMMENDED REDUCED 25 ! ^�. - -.1 . - .�J ` >�, FOOT TOP OF SLOPE SETBAlCK --- 0 ,� Ole ACRES I� ., ,. yll til .11816111% �� ✓/ 122` :mo t- .. , _ '..�._...........................\. j�' h. • I �� `� ,�� 1_ aSSSSt80FT 1 r� _ )'r II I (�' /%/ f' r __n��. `� •-WIS W SO FT-..,�_ -41 _S000.M SO FT., SSN.SS m FT- �" , 1+n`� -,c.'k.L....),/ \rMr.SS30F -.'_ 1 -�� --,t:` _ ••'••• \\ S"' . ko'.'t.„k.. II 'tom C ='` .. -1`-V- \ ~ ".( T 1 i� -',4-..-,,,--,„.•..1L4 ,I .. w Legend Date: 11/21/2017 Drawn by: SM/EKR TP-1 Si 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 Project No. 17-4765 FIGURE 2 Tigard, Oregon I