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Specifications
OR2oto ' C 33 CITY OF TIGARD • COUNTYWIDE TRANSPORTATION DEVELOPMENT TAX (TDT) NOTIFICATION OF FEE AND PAYMENT OPTIONS Please sign and return with Building Permit Application. This advises you that the TDT for this project is as shown below a • outlines the p. ' ent options that may be available to you. A copy of the fee calculation wor lee is • tt.. " "ed. e amount will increase on July 1 if payment is not received before then. T *. 3. -d and su • - with your application for a building permit. �i City of Ti: d Date: Site Address: / Z 3A/t2 ) 2 3100 64,1r5--wp.Al2,4 Project ���� � Land Use Case Name: 1// or Permit #: C5 evO Tax Z_5 ID13 - --- TDT Amount: D f ; c� Lot #: - 0000 - 00900 - 0/Poo • (0/74D// o) This constitutes my request to use the TDT payment option or combination of options I have selected below. [This selection can be changed up to the time a building permit is issued.] I realize that TDT charges are due and payable at the time a building permit is issued unless those charges are Deferred or are financed through Installment Payments. [Please address questions about TDT or Deferral or Installment Payments to Albert Shields, .Permit Coordinator, 503 -718- 2426.] ❑ Cash, Check, or Credit Card, payment due at building permit issuance. El Deferral until Occupancy, payment due before issu an occupancy permit. Payment of the TDT may be deferred until issuance of t occupancy permit of the TDT is greater than the amount for a single family residence, currently . In requesting this option I understand that any deferred TDT must be paid prior to issuance of a Certificate of Occupancy and that the TDT will be recalculated at the time it is actually paid based on the TDT rates prevailing at that time. I further understand that TDT rates may increase each July 10 and that such increases are not subject to appeal. ❑ Credit Voucher (for developer -built required public improvements, subject to approval, completion, and acceptance of creditable improvements.) PLEASE NOTE: TDT Credits must be redeemed at the time TDT Payment is due, either at the time the building permit is issued or, if payment is deferred, prior to issuance of an occupancy permit. If you expect to claim TDT Credits be sure the improvements, any creditable payments, and your claim for Credits are complete either before your building permit is to be issued or, if payment is deferred, before you request an occupancy permit. No refund of TDT Payments will be made if Credits are submitted more than 30 days after issuance of the relevant building or occupancy permit. ❑ "Bancroft" or Installment Payments (separate application required.) 6uutd_ OWN APPLICANT OWNER /APPLICANT DATE: L 1 Z 4 I I 0 DATE: 1: \CURPLN \ Permit Coordinator \TOT Forms \TDT Payment Option Form 062209AMS Alder Geotecnici Services 3910 NE 10 Avenue Portland, Oregon 97212 Phone 503.282.7482 Fax 503.282.7402 aldergeo@teleport.com April 1, 2010 Project No. 137 -6 Ms. Shelia Greenlaw -Fink c/o The Knoll at Tigard Apartments, LP PO Box 23206 Tigard, Oregon 97281 ADDENDUM NO. 2 TO AUGUST 13, 2009 GEOTECHNICAL REPORT REVISED MINIMUM FOOTING WIDTH, THE KNOLL AT TIGARD APARTMENTS, SW HALL BOULEVARD AND SW HUNZIKER ROAD, TIGARD, OREGON Dear Ms. Greenlaw -Fink: The minimum footing width recommended in my August 12, 2009 geotechnical report can be reduced now that the expansive clay soils will be excavated from the site. In my August 2009 report I recommend that exterior continuous footings be at least 24 inches wide. This minimum width can be reduce to 18 inches since all unsuitable clay soils will be over - excavated from the building pad. As always, a geotechnical engineer should observe soil conditions in the bottom of all footing excavations. If soft, unsuitable soil conditions are encountered, they will need to be over - excavated and replaced with compacted, crushed gravel as recommended in the geotechnical report. The foundation width recommendations in this addendum supersede those presented in my August 13, 2009 soil report. All other recommendations in my 2009 report and March 11, 2010 Addendum No. 1 remain current and valid. Please contact me if you have questions. Sincerely, AEO PR O ,44 co w s' 1 , ALDER GEOTECHNICAL SERVICES, LLC 13507 r OREGON John Cunningham, P.E., G.E. v49 ■ ° '' c b 19, � 99� P� Oregon Registered Geotechnical Engineer No. 13,507 y At CUNN\ ik e Nl etu (1) Addressee via .pdf (1) Housing Development Center via. pdf OFFICE Cnpy (1) Carleton Hart Architecture via .pdf (1) T.M. Rippey Engineers via .pdf John Cunningham, PE, GE My digital signature approved for this document 2010.04.01 16:41:17 - 07'00' Alder Geotechnicai Services 3910 NE 10` Avenue Portland, Oregon 97212 Phone 503.282.7482 Fax 503.282.7402 aldergeo @teleport.com March 11, 2010 Project No. 137 -6 Ms. Shelia Greenlaw -Fink c/o The Knoll at Tigard Apartments, LP PO Box 23206 Tigard, Oregon 97281 ADDENDUM NO. 1 TO AUGUST 13, 2009 GEOTECHNICAL REPORT LOCATION AND REMOVAL OF POTENTIALLY EXPANSIVE CLAY THE KNOLL AT TIGARD APARTMENTS SW HALL BOULEVARD AND SW HUNZIKER ROAD, TIGARD, OREGON Dear Ms. Greenlaw -Fink: As authorized, I have completed drilling additional soil borings on the southern portion of the site. The purpose of my work was to further define the horizontal and vertical extent of the expansive clay layer described in our August 13, 2009 geotechnical investigation report. As discussed below, the expansive clay appears to be located entirely on the southern -most lot (8485 SW Hunziker Road). As discussed below, I recommend excavating and removing all existing soils within 5 feet of finish floor grade beginning 12 feet south of proposed Grid Line H. The over excavated area should be backfilled with compacted, crushed gravel. RESULTS OF BORINGS Eleven additional hand auger borings were drilled on the site March 10, 2010. The borings were drilled 5 to 71/2 feet deep at the approximate locations shown on the attached Site Plan (revised Figure 2). A total of 19 borings and three cone penetration tests have been performed on the site. Ten of the 21 explorations encountered the expansive clay layer. All ten of these explorations are located on the 8485 SW Hunziker Road property. The results of the borings are tabulated below: Boring. No. Ground surface Elev. top of Elev. bottom of Thickness of elevation (ft.) clay (ft.) clay (ft.) clay layer (ft.) 1 1801/4 179 174 5 5 180 177 ? ? 6 180 177 ? ? 9 180 177 174 3 10 1811/2 179 176'/2 21/2 12 180 1761/4 173 31/4 13 181 179 1751/4 4'/2 14 180 1771/2 175'/4 21/4 19 182 180 1761/4 31/2 CPT -1 181 180 177 3 Altr Geotechnical Services Project No. 137 -6 RECOMMENDATIONS The clay layer is potentially expansive and could damage the new building foundations and floor slab. Beginning 12 feet south of Grid Line H, 1 recommend over excavating all existing soils 5 feet below finish floor elevations. The over - excavated area should begin at Grid Line H and deepen to the full 5 -foot depth 12 feet to the south. The excavated area should extend at least 1 foot beyond the perimeter footings on the east, south and west sides of the building. Imported granular structural fill should consist of sand or gravel containing no rocks greater than :1 / inches in maximum dimension and with no more than about 10 percent material finer than the No. 200 sieve (washed analysis). Structural fills should be constructed in horizontal lifts no more than 9 inches thick before compaction. The fill should be compacted to at least 90 percent of the maximum dry density determined by ASTM D 1557 (modified Proctor). hope this information meets your needs at this time. Please contact me if you have questions. Sincerely, ALDER GEOTECHNICAL SERVICES, LLC ���EO PR ,9 c. cc 13507 1 OREGON 44, ,�h 9, e ,Z 4 ` � N cuto- Pe' 12 - X1 - 1 \ John Cunningham, P.E., G.E. Oregon Registered Geotechnical Engineer No. 13,507 (1) Addressee via .pdf (1) Carleton Hart Architecture via .pdf , N John Cunningham, PE, GE � i 50 � �a My digital signature approved for this o document V 1 4- � 2010.03.11 15:45:57 - 08'00' -2- s : IF s_..,,,,, I r .„, 1 4 — — ■ I —4, I I 1 B-4 i '-„, B -19 CPT -1 f,� 1 Q L i CPT -2 1 B -3 I ' , If V v B-10 - B -I y B -2 `' B- 13 CPT -3 B -14 1 ./ B -18 B -I1 B -17 " —I / L i 0 / r- AIWA • * 4--/ r- I *- — — B -16 B -7 B -9 — 1 : -- 8 � _ B -6 _ __ _ B -12 �� / - - sw HALL BLVD. — — — — — — - O SITE MAP N® Legend Hand auger boring A Cone pen. test with fat clay *and auger boring A Cone pen. test with no fat clay Alder Geotechnical Services, LLC Job # 137 -6 The Knoll at Tigard Apts. Figure 2 Mar. 2010 Tigard, OR Site Plan Alder Geotechnical Services 3910 NE 10 Avenue Portland, Oregon 97212 (503) 282 - 7482 Fax (503) 282 -7402 aldergeo teleport.com August 13, 2009 Project No. 137 -6 RECEIVED Ms. Shelia Greenlaw -Fink 9 � Community Partners for Affordable' Housing FE 2 4 '° PO Box 23206 C ITX OFT[GARD Tigard, Oregon 97281 BUI DIVISION GEOTECHNICAL INVESTIGATION REPORT THE KNOLL AT TIGARD APARTMENTS SW HALL BOULEVARD AND SW HUNZIKER ROAD TIGARD, OREGON Dear Ms. Greenlaw -Fink: This report presents the results of a geotechnical investigation on your property at SW Hall Boulevard and SW Hunziker Road in Tigard, Oregon (Figure 1). The purpose of the investigation was to provide site grading, drainage, foundation and paving recommendations for use during design and construction. The scope of services included performing field explorations, field and laboratory tests and engineering analyses. This work was performed in accordance with our agreement dated June 12, 2009. The property is suitable for supporting the proposed apartment building on shallow foundations. Sticky, fat clays are present within about 3 feet of the ground surface on the southern two tax lots. These soils are potentially expansive and will need to be over - excavated several feet below footings and floor slab. The clayey and silty soils on the site are unsuitable for infiltrating concentrated quantities of stormwater. Stormwater from roofs and pavements will need to be discharged off the site. The site soils are moisture sensitive and easily disturbed and weakened by construction activity. Wet weather construction will be difficult. Recommendations are provided for protecting the soil subgrade from disturbance during wet weather with 12 to 18 inches of imported gravel. DESCRIPTION OF THE PROJECT Existing conditions on the site are shown on Figure 2. The layout of the proposed project is shown on Figure 3. The project consists of demolishing three existing residential properties at 12340 and 12360 SW Hall Boulevard and.8485 SW Hunziker. A 48 -unit apartment building will then be constructed on the combined three properties. The three- and four -story wood frame building will have a slab -on -grade floor. Foundation loads are anticipated to be typical of this type of use and construction. An asphalt paved parking lot will be constructed behind the building alone the east side of the property. Cuts up to about 6 feet deep are anticipated in the parking area. Fills up to about 4 feet thick are anticipated on the north end of the building pad. Project No. 137 -6 Alder Geotechnical Seovices One existing residential basement under the northwest corner of the building pad will need to be filled with up to about 8 feet of structural fill. Cuts and fills about 1 foot thick will be typically be required in the middle and southern portions of the building pad. Stormwater will be detained and then discharged off site. FIELD AN.D LABORATORY INVESTIGATIONS The field investigation consisted of drilling eight hand auger borings and advancing three cone penetration test (CPT) soundings between June 24 and August 3, 2009. The explorations ranged from 4 to 30% feet deep. The approximate locations are shown on Figure 2. Soil samples were collected from the soil borings for further examination and laboratory testing. Final logs of the borings and CPT soundings are presented in Appendix A. The. descriptions on the boring logs are based on field logs, sample inspection and laboratory testing. Results of laboratory moisture are shown at the corresponding sample locations on the final logs. Soil behavior types shown on the CPT logs are based on the classification recommendations presented in Roberson et al. 1 Results of a laboratory plasticity index test on a sample of clay are presented in Appendix B. SITE CONDITIONS Surface Conditions The approximately one -acre property is located on the east side of SW Hall Boulevard between SW Knoll Drive and SW Hunziker Road. Three single family homes currently occupy the three tax lots. Landscaping includes widely spaced large evergreen trees, small deciduous trees, lawns and shrubs. Asphalt driveways service each residence. Topographic relief on the site is about 15 feet. Elevations range from about 174 feet along the west property line to 189 feet along the east property line. Subsurface Conditions The site is mantled by at least 30 to 60 feet of clays and silts deposited at least 13,000 years ago by massive and repeated glacial flooding of the ancient Columbia River. Geologic naps indicate that hard claystones, siltstones and sandstones extend many hundreds of feet below the flood deposits. Silty Topsoil The entire site contains 6 inches to 2 feet of porous topsoil. The topsoil is dark brown silt that contains many fine root and worm holes. The topsoils are weak and unsuitable for supporting new foundation loads. Because of their porous texture, they are easily disturbed by construction traffic and quickly become muddy. Robertson. P.K., Campanella, R.G., Gillespie, D., and Greig, J. (1986) "Use of piezometer cone data ". Proceedings of the ASCE Specialty Conference In Situ '86: Use of In Situ Tests in Geotechnical Engineering, Blacksburg, 1263- 40, American Society of Civil Engineers (ASCE). -2- Project No. 137 -6 Alder Geotechnicai Services Twelve to 18 inches of gravel base rock will need to be placed on top of the topsoils to provide stable support to new asphalt pavement and the building floor slab. Clayey and Silty Flood Deposits The primary soils on the site are interbeded layers of brown, yellow -brown and gray silts and lean to fat clays. The silts and clays in the upper 5 feet are mottled, indicating that they become nearly saturated during the wet season. CPT testing indicates that the relative consistency of the clays and silts is typically firm with several 6- to 12 -inch thick layers of very stiff silt. A very sticky, gray and olive brown, potentially expansive fat clay layer was encountered within 3 feet of the existing ground surface in Borings 1, 5, 6, and 7 and CPT -1 on the southern two tax lots. The top of the expansive clay layer varies between about elevation 178 feet and 176 feet. Boring i indicates that the clay layer is up to about 7 feet thick. Expansive clay soils absorb water in the rainy season and expand. In the summer the clay shrinks as water evaporates from the ground. Expansive clays crack and displace shallow foundations and slabs -on- grade. Recommendations to reduce the risk of damage from the potentially expansive clay layer are provided in the Site Preparation and Earthwork section of this report. Those recommendations include over excavate expansive clay soils in the building pad area 2 feet deep below the bottom of shallow foundations and floor slabs. Groundwater Perched groundwater was encountered at 11 feet in Boring 3 during our field work. • Discoloration indicates that rain collects and saturates soils within at least the upper 5 feet during the wet winter and spring months. Review of a 2008 U.S. Geological Survey groundwater map for Portland indicates that permanent groundwater is located about 30 feet below the ground surface. CONCLUSIONS Site Development The site is suitable for proposed development provided the ground surface is properly prepared during site grading and protected during site construction. The silt and clay soils on the site are easily disturbed by construction traffic during wet weather. The project budget should include a contingency for placing and spreading thick layers of gravel in the parking lot area to support construction activity. The new building can be supported on conventional shallow foundations. A layer of sticky, expansive clay was encountered in borings drilled on the southern two- thirds of the site. This clay layer has the potential to seriously damage shallow foundations and floor slabs because it is Snyder, D.T. (2008). Estimated Depth to Groundwater and Configuration ot'the Water Table in the Portland. Oregon Area, Scientific Investigations Report 2008 -5059, USGS. -3- Project No. 137 -6 Alder Geotechnical Services located close to the ground surface. To reduce the risk of damage, we recommend over- _ excavating the clay layer 2 feet deep below the bottom of new footings and the floor slab on the southern two- thirds of the building site. The project budget should also include contingency costs for over - excavating the northern third of the building pad if local areas of expansive clay are encountered. Stormwater runoff will need to be discharged offsite because the property is underlain by silts and clays that are terrible for infiltrating concentrated volumes of stormwater. Site Liquefaction Potential The soil profile consists of at least 30 feet of unsaturated, firm to stiff, plastic silts and clays. Our field exploration program and review of available geotechnical information indicates that the site is not liquefiable and is not subject to soil densification and ground surface settlement during strong seismic shaking. RECOMMENDATIONS Site Preparation and Earthwork - Clearing and Grubbing The ground surface within building and pavement areas should be stripped of vegetation and surface debris. Based on the results of the explorations, topsoil stripping must be done to a depth of at least 6 inches. Stripping depths up to at least 12 to 24 inches deep will be required in some local areas containing existing landscaping. The stripped soil and vegetation should be hauled off site. Clearing and grubbing during the rainy weather should be avoided if possible. Abandoned underground utilities, basements, floor slabs, foundations, septic tanks, tree stumps, tree roots and unsuitable surface debris should be excavated, stockpiled and hauled off the site. Excavations that are required to remove any buried structures should be shaped with 1:1 (horizontal:vertical) side slopes and then backfilled to grade with properly compacted granular structural fill. A geotechnical engineer should periodically observe the clearing and grubbing operations and should observe the prepared subgrade in building and pavement areas before placing gravel fill. Building Pad Subgrade Preparation Potentially expansive clay soils are present below about elevations 178 feet to 176 feet on the southern two lots (12360 SW Hall Boulevard and 8485 SW Hunziker Road) of the project site. Local areas of expansive clay may also be present under the northern lot (12340 SW Hall Boulevard). The building pad area must be over- excavated to reduce the risk of soil shrink and swell problems and the resulting damaging seasonal movement of shallow foundations and floor slabs. -4- Project No. 137 -6 Alder Geotechnicai Services The site grading plan must show over - excavating the entire portion of the building pad located on lots 12360 SW Hall Boulevard and 8485 SW Hunziker Road 2 feet deep below exterior footing grade. The over - excavation includes all foundation areas and the entire floor slab area. The over - excavation must extend at least 2 feet below all exterior and interior footings. Of course, the over- excavation will be more than 2 feet deep below the bottom of the floor slab. The native soils exposed in the bottom of the building pad must not be allowed to dry out, crack or shrink during dry weather grading operations. If grading occurs during dry weather, the building pad must be excavated in small sections and immediately covered with crushed gravel structural fill. Watering of the compacted gravel fill may be required if the gravel fill is exposed to dry, hot weather before the plastic moisture harrier and floor slab are installed. In order to budget for potential additional excavation costs associated with expansive clay, consideration should be given to showing on the grading plan 1 -foot of over - excavation below all footings and the floor slab located on the northern lot (1 2340 SW Hall Boulevard). The actual need for this over- excavation work can be determine by the geotechnical during site grading. Over - excavation on the northern lot will not be needed if expansive clay soils do not extend onto the lot. Asphalt Pavement Subgrade Preparation Pavement subgrade should consist of undisturbed, brown and yellow brown mineral soils. All porous, dark brown topsoils must be stripped from proposed pavement areas. Over - excavation of additional topsoils may be required in the northwest corner and southern portion of the parking lot where finish pavement grades will be at or above existing grades. Actual crushed gravel base rock thicknesses in these areas may be greater than the minimum thickness recommended in the Asphalt Pavement section of this report. ideally, the parking lot soil subgrade should be excavated so that it slopes slightly down to the east, away from the building. The purpose of this recommendation is to reduce the potential for water collecting on the clayey subgrade and seeping towards the building foundations, floor slab and expansive clay layer. If sloping the parking lot subgrade to the east is not possible, a french drain should be installed along the west edge of the pavement to collect and divert seepage away from the building. The french drain should consist of a 4 -inch diameter, flexible, perforated pipe surrounded on all sides by a minimum of 6 inches of 1'4 " -3/4" washed drain rock that is entirely wrapped in a non -woven geotextile. A geotechnical engineer should observe the subgrade for unsuitable soils before placing crushed . gravel. Construction equipment must be kept off unprotected soils. Structural Fill All new structural fill in the building pad and asphalt pavement areas should consist of imported crushed gravel. The silty and clayey soils that will be excavated from the site are extremely difficult to place and compact as structural fill except during all but the most ideal weather and -5- Project No. 137 -6 der Geotechnical Services soil moisture conditions. The project specification should require that all new structural fill in the building pad and asphalt pavement areas consist of imported gravel. Imported granular structural fill should consist of sand or gravel containing no rocks greater than 11/2 inches in maximum dimension and with no more than about 10 percent material finer than the No. 200 sieve (washed analysis). • Structural fills should be constructed in horizontal lifts no more than 9 inches thick before compaction. The fill should be compacted to at least 90 percent of the maximum dry density determined by ASTM D 1557 (modified Proctor). . Utility Trenches Groundwater seepage should be anticipated in the winter and spring months in trenches that are excavated deeper than about 4 feet. Standard sump and pump dewatering methods may be used to remove groundwater from trenches. Shoring will be required on all trenches deeper than 5 feet. The native silts and clays should be considered as OSHA Type "B" soils for design of trench shoring. Type "B" soils can be sloped at 1 H:1 V without shoring to a maximum depth of 20 feet. Only imported granular soils should be used as utility trench backfill. Imported granular trench backfill should consist of sand, sand and gravel, or crushed rock with a maximum particle size of 11/2 inches and not more than about 10 percent material passing the No. 200 sieve (washed analysis). All trench backfill should be placed in maximum 9- inch -thick loose lifts and compacted to at least 90 percent of ASTM D 1557. Foundations • The proposed building can be supported on conventional foundations bearing on undisturbed native silts soils or on properly compacted granular structural fill placed over clayey soils. Dark brown topsoils and gray and olive brown fat clay expansive soils must be over excavated beneath the building pad and replaced with compacted gravel fill as discussed in the Site Preparation and Earthwork section of this report. Spread and continuous footings may be designed for an allowable soil bearing pressure of 2,000 psf (dead plus live loads). The allowable bearing pressure may be increased by one -third for loads that include wind and seismic forces. The bottoms of all perimeter footings should be located at least 18 inches below lowest adjacent grade. Perimeter wall footings should have a minimum width of 24 inches. interior thickened slab footings should be at least 12 inches wide and founded at least 12 inches below the top of the floor slab. All footings should be reinforced as specified by the structural engineer. -6- • Project No. 137 -6 Alder Geotechnical Services A geotechnical engineer should review the foundation plans to verify that these recommendations have been properly interpreted and incorporated into the project documents. In addition, a geotechnical engineer should observe all footing excavations before the contractor places forms. The purpose of this work is to evaluate whether actual soil conditions are similar to those encountered in the explorations or whether different conditions are present that may require design changes. Estimated Foundation Settlements Total settlements of footings designed in accordance with the above recommendations are estimated to be about 1 inch or less. Differential settlements are estimated to be one -half the total settlements. Over - excavating expansive clay soils on the southern portion of the site is intended to limit swelling uplift of foundations and tloor slabs to less than about '// inch. Site Seismic Coefficient Based on our interpretation of site geology, the soil conditions at this site are most similar to Site Class C in the 2007 Oregon Structural Specialty Code. Floor Slab The subgrade soils may consist of either existing granular fill soils or yellow brown native silts and lean clays. The subgrade soils must be in a firm, non - yielding condition at the time of slab construction. Soft areas should be excavated and replaced with structural fill. A minimum slab thickness of 4 inches is recommended for residential spaces. Because of the potential for wet and weak soils to be present in the building pad area, it is recommended that the gravel capillary break underneath the floor slab be at least at least 12 inches thick. A thicker than normal gravel capillary break is recommended on this site to reduce soil disturbance during construction and to provide adequate structural support to the concrete slab. The entire gravel capillary break may consist of 1/4-inch minus crushed gravel base rock. The gravel should be compacted to at least 90 percent of the maximum dry density determined in accordance with ASTM Test Method D 1557. The bottom of the concrete tloor slab should be separated from the gravel capillary break by an appropriate vapor retarding membrane. The vapor membrane should he installed as recommended by the manufacture. Experience indicates that concrete slabs -on -grade commonly exhibit shrinkage cracks despite the presence of steel reinforcing or fiber strands. This cracking can be reduced by using low slump concrete, properly designed and constructed joints, and by properly reinforcing and curing the -7- Project No. 137 -6 Alder Geotechnical Services concrete. Proper quality concrete is essential when placing the floor slab directly on the vapor retarding membrane. The project structural engineer can assist in specify an appropriate concrete mix. Foundation Drainage Positive measures should be taken to properly finish grade the site so that drainage waters from the building and parking areas and adjacent properties are directed away from the building foundations, floor slabs and pavement subgrade. All roof and pavement drainage should be directed into conduits that carry runoff water away from buildings. Foundation drains are not required if the floor slab is located at least 6 inches above existing adjacent grades. If foundation drains are required for corporate policy or quality control reasons, the drains should consist of at least a 4 -inch- diameter, perforated PVC pipe surrounded on all sides by a minimum of 6 inches of 11/2-inch-minus, washed drain rock. The drainpipe should be placed at the bottom of the footing, not on top of the footing or adjacent to the stem wall. The washed rock should be wrapped in a nonwoven geotextile such as Geoiex® 601, Mimi it /60N or equivalent. Roof and surface drainage should not be inter - connected. • Retaining Walls Geotechnical design recommendations for landscape retaining walls that are free to rotate are provided in the following paragraphs. The recommended static equivalent fluid weights and seismic resultant thrusts assume that (1) the wall backfill is level and fully drained by a foundation drain system, (2) the recommended earth pressures act horizontally (normal to the wall) and (3) the backfill has a maximum wet, compacted unit weight of 135 pcf and consists of imported crushed gravel. Static Design Retaining walls that are free to rotate, such as free- standing cantilever or segmental block walls, should be designed to resist static, horizontal earth pressure forces calculated using an equivalent fluid weight of 35 pef. This fluid weight was calculated using the Rankine earth pressure theory. Friction between the footings and subgrade soils may be used to resist lateral sliding. An ultimate friction factor of 0.35 should be used between the silty and clayey soils and the bottom of the concrete footing. The ultimate friction factor may be increased to 0.55 if the bottom of the footing excavation is covered with at least 4 inches of 11/2- inch -minus crushed base rock. If the 0.55 value is used in design, the structural drawings must show the 4 -inch layer of crushed rock and must require special inspection of the rock layer by a geotechnical engineer before the forms are constructed. Passive pressure may be used to resist sliding if the ground in front of the foundation is level for at least 10 feet or three times the height of the surface generating passive resistance. The static -8- • Project No. 137-6 Alder Geotechnacal Services horizontal passive resistance may be calculated using an equivalent fluid weight of 300 pcf. This fluid weight was calculated using the Rankine earth pressure theory. Only two - thirds of the passive resistance should be used if friction and passive resistance are combined to resist lateral forces. Seismic Design Ground accelerations during earthquakes temporarily increase lateral earth pressures on retaining walls. The resultant horizontal seismic thrust should be added to the horizontal static force calculated using the equivalent fluid weights listed above. Seismic thrusts have been calculated assuming a 2007 Oregon Structural Specialty Code peak ground acceleration ama, of 0.3g. Unrestrained walls should be designed to resist a seismically - induced resultant horizontal thrust of 6H pounds, where H is the height of the wall in feet. The resultant seismic thrust acts 0.6H above the base of the wall. This thrust was calculated using the Mononobe -Okabe method assuminu the unrestrained walls are free to displace and assuming a pseudostatic horizontal acceleration equal to '/ a. Friction between the footings and subgrade soils may be used to resist lateral sliding. An ultimate friction factor of 0.35 should be used between the silty and clayey soils and the bottom of the concrete footing. The ultimate friction factor may be increased to 0.55 if the bottom of the footing excavation is covered with at least 4 inches of 11/4- inch -minus crushed base rock. If the 0.55 value is used in design, the structural drawings must show the 4 -inch layer of crushed rock and must require special inspection of the rock layer by a geotechnical engineer before the forms are constructed. Passive pressure may be used to resist sliding during seismic loading if the ground in front of the foundation is level for at least 10 feet or three times the height of the surface generating passive resistance. The seismic passive resistance may be calculated using an equivalent fluid weight of 250 pcf. This seismic passive equivalent fluid weight was calculated using the Mononobe- Okabe method with 6=1/4(p' and a pseudostatic horizontal acceleration equal to a,,, Only two - thirds of the passive resistance should be used if friction and passive resistance are combined to resist lateral forces. The niinimum recommended factors of safety for seismic design of sliding, overturning and bearing capacity are taken as 7.5% of the values recommended for statically loaded structures. Therefore, the minimum static factors of safety for sliding, overturning, and bearing capacity of 1.5, 1.5, and 2.0 are reduced to 1.1, 1.1, and 1.5, respectively, when evaluating seismic stability. -9- Project No. 137 -6 Alder Geotechnical Services Drainage Retaining walls must be provided with a foundation drain. The perforated drainpipes should he at least 4 inch diameter and surrounded on all sides by at least 6 inches of I1/2" -3/4" crushed drain rock that has been completely wrapped in a non -woven geotextile. Drainpipes should outlet to an appropriate drainage facility. Asphalt Pavement To reduce soil disturbance and to avoid difficulties with trying to compact the native clayey and silty soils, we recommend that the asphalt pavement be supported on a thicker than normal base rock section. The thick gravel layer will reduce the stresses on the weak and variable subgrade soils and will protect the subgrade from disturbance by construction traffic. We recommend paving with 3 inches of asphalt concrete. Under areas that will support construction traffic, we recommend using 18 inches of crushed aggregate base material (either 11/4-minus or 3 /4 -inch minus). Under areas that will not support heavy construction traffic, we recommend using a minimum of 12 inches of crushed aggregate base material. The gravel base must be separated from the native silt subgrade by a woven polypropylene • geotextile with a grab tensile strength (ASTM D 4632) of at least 300 pounds and puncture strength (ASTM D 4833) of at least 110 pounds. Infiltration of Stormwater A shallow infiltration test was performed in the near - surface silts and clays in general accordance with City of Portland requirements for an open -pit infiltration test. The test was performed in the middle of the site near Boring 3 in a 1 -foot diameter by 2 -foot deep hole. After saturating the ground for at least 24 -hours the testing measured an ultimate infiltration rate of about '/ inch per hour at a depth of 2 feet and under 6 to 12 inches of water head. A factor of safety of 2 should be applied to this ultimate value when designing shallow infiltration facilities such as bioswales. Given the presence of an extremely low permeability clay layer on the southern two- thirds of the site, on -site infiltration should only be attempted on the northern third of the site and then only in areas at least 10 feet away from building foundations and pavements. Consideration should be given to filtering stormwater in lined, vegetated swales and then detaining and discharging all stormwater it into an approved city system off the site. CLOSURE The conclusions and recommendations presented in this report are based on the information provided to us, results of the field and laboratory studies, analyses and professional judgment. • Only a very small portion of the pertinent soil and groundwater conditions has been observed. The recommendations made are based on the assumption that soil conditions do not deviate appreciably from those found during the field investigation. -10- Project No. 137 -6 Alder Geotechnical Services Geotechnical review is of paramount importance in engineering practice. The poor performance of many foundations has been attributed to inadequate construction review. On -site grading and earthwork should be observed and, where necessary, tested by a qualified geotechnical engineering firm to verify compliance with the recommendations contained in this report. Foundation excavations should also be observed to compare the generalized site conditions assumed in this report with those found on the site at the time of construction. if the plans for site development are changed, or if variations or undesirable geotechnical conditions are encountered during construction, the geotechnical engineer should be consulted for further recommendations. Geotechnical engineering is characterized by uncertainty. Professional judgments presented are based partly on an understanding of the proposed construction, and partly on general experience. The engineering work performed and judgments rendered for this study meet cun•ent professional standards ordinarily provided by members of the engineering profession in this area practicing under similar conditions at this time. No other warranties, either expressed or implied, are made. it has been a pleasure assisting you on this phase of the project. Please call if you have questions. Sincerely, ALDER GEOTE_CHNICAL SERVICES, LLC 1 .0 :PRO, CO W +G p tN cc 13507 . tAL. f . d • OREGON , (" °,h N9 P CUNO 6$_P. i1 — O) John N. Cunningham, P.E., G.E. Oregon Registered Engineer No. 13,507 Attachments: Figures 1 -3, Appendix A, B John Cunningham, PE, GE (1) Addressee via .pdf 0 3 T 1 , °4 - My f� digital signature �SY e O (1) Housing Development Center via .pdf W � ��13507 p . approved for this (1) Carleton Hart Architecture 0� document (1) MGH Associates y " N cutio`' Re,..iews 1L-3i-09 2009.08.13 12:52:15 (1) T.M. Rippey Consulting Engineers 07'00' -11- ._,:‘ -- ---- -..:.F....,.3.-: - 4' . .._,,....i'.21-.1 1- _,..._-_,..• .;: :, •........./ -1c.___ :, ; f 47. 1 ,,a b .P„s, ( , ; ' , ; li ;D. ' ' ...V ., --,''.", 2 , 9i--t--" --- %'-' 4 ,v -- -':;'—'-',... - A • :' - .1 , .. , .' •"••••• • •," .1 1 ? . J7 '1, "T - it • ,' -' 1'"..." . .. ' ,....'`, ,'..,.. '',,,, C,, J. 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Figure 2 July 2009 Tigard, OR Site Plan i /' /1' /11 / `,........., / / 1 i i / '.........., ....,„, / .... I , I , Row y72 (17: 6 • 5 in t 07_ 78 P,P s r o.ri 1 1- , / afF■Prfi ..= q (65 CU r y'l e , / i W.^MOL: i ) J ,--'" 4 \ ISTC '1 -: C" l f 1 )*___ r / r ------------- r ------------- ' ' i ,---c,) IC l.' 1 / 1 _ __.,......._________, — — ..., (7...... , 1 , : ,,. ." I ' K . TPA.V,7 , , , ,Y 7 ., ! / ,..,... ■ I - i I I' / I 7( ' 4 - :N LE - - ' 7RAPri , .' rh Rpsc U.r1 7 .■il l ' t 1 F.,• i ,' 1, / T' i f5 - r A AS'N .., "., I I P49 1 k 4 r ,T-m-i''', i ' x , • .... [ -,,> •••, -\--,, )...„. ......'‘.............., --,- 1 a----Z7 ., 7 - . ( ' F I - / ' - • '-.., -- - ..,,.-- - - A N • ( .:., \ - i \ 1 r -,-,, '5 *1 ,f• f•2, '',... \-... "•••.., . '''''''' '' • ‘,.'"---• <"..) , (7 P4 L ID ( x YFA ' i I 1 (E) SD 1 - i, 1 , f 1 , . . / . ) I C C5 1 1 i :i 1 - NG NOR T----_/-: I 0 , 1 TH WI SOUTH WING ' > 1 Z ) ourfatl. 70 • I ''.,A. ".;0 I 4 qr, ,,,,I. .." • Z. y, -- f 4' - , 'i ■ I "--- . 1 ,,/ ( i ..' / f l ... )• L r /A 'co , ...., ...._i i \ ' \t,'=':.Z.5Tr's- \ 7.`ig , . , ,, , ,r , p.....--i/ \ ',..:"?,,F...?._ ■ , SW HALL BLVD Scale .......... N ED 0' 5 0 ' Alder Geotechnical Services, LLC Job # 137-6 The Knoll Apts. Figure 3 Aug. 2009 Tigard, OR Proposed Plan • Project No. 137 -6 Alder Geoibechnical Services APPENDIX A FIELD INVESTIGATION Eight soil borings (B -1 through B -8) and three cone penetration tests (CPT -1 through CPT -3) were advanced at the approximate location shown on Figure 2. The explorations were made June 24 through August 3, 2009. The borings were drilled 4 to 17 feet deep using a 3 -inch diameter hand auger. An engineer logged the borings and collected disturbed soil samples at selected intervals. The CPTs were advanced 21 to 301/2 feet deep by Subsurface Explorations, Inc. using a Hogentogler subtraction type electric cone system equipped with pore pressure and shear wave velocity measurement capabilities. Disturbed samples were collected from the hand auger borings. The collected soil samples were sealed in plastic bags, and brought to our laboratory for examination and testing. The soils encountered in the borings were generally described using the Unified Soil Classification System. A Key to Logs is presented as Figure 1. Final logs of the explorations are attached as Figures 2 through 10. Results of laboratory moisture content measurements are shown on the logs at the appropriate sample locations. The CPT testing was performed in general accordance with ASTM Test method D 3441. The penetrometer consisted of: a standard cone tip (60 degree point angle, 35.6 mm diameter and 10 cm -- projected area); a standard friction sleeve (35.6 mm diameter and 150 cm' surface area); and steel push rods (thick walled, telescoping double rods used for advancing the penetrometer tip). Measurements of tip resistance and friction resistance were made every 10 cm using electrical strain gage transducer. Pore pressure measurements were made using a 5mm porous filter located directly behind the tip. Seismic shear wave velocity measurements were made using the pseudo - interval method. Graphical results of the CPT soundings are presented as Figures 11 through 13. BORING: Surface Elev.: Drilling Date: Logged By: Drilling Method: ci Q w M SPT, blo /ft re I- Q f _ J a w ? • MOISTURE % u j o w 3 MATERIAL Q } a p 0 U) C? DESCRIPTION to F- cn 0 20 40 60 80 100 2 1 0 STANDARD PENETRATION SAMPLER II I Sample with recorded blows per foot was obtained 1-1 -- using a standard split spoon sampler (1.675" r1 I - inside dia., 2" outside dia.). The sampler was °' ii generally driven into the soil with a 140 Ib. 0 5 - I hammer falling 30 inches. W SHELLBY TUBE SAMPLER 1-2 r r o Sample was obtained using a Shelby tube sampler I - (2.875" inside diamter, 3.0" outside diameter). E The sampler was generally LL p g y pushed 12" to 30" into 10 the soil using the exploration equipment hydraulic system. E Soil sample not recovered from sampler. 1 3 0 I DISTURBED SAMPLE LOCATION 1-4 n _ 15 Sample was obtained by collecting auger cuttings I - or backhoe excavated materials in a plastic bag. PP = pocket penetration index strength test, in o � 1 030a -,,tons per square foot / - 6 -- Groundwater level and time of measurement. 1 20 • - -- — — i' .' .' FILL g 1111 SILT (ML) % /rs: LEAN CLAY (CL) '"1 FAT FAT CLAY (CH) I 25 `':.'r W ELL GRADED SAND (SW) er tt POORLY GRADED SAND (SP) L SILTY SAND (SM) N /, ?, CLAYEY CLAYEY SAND (SC) f , r �' WELL GRADED GRAVEL (GW) R- _ --- - — GRAVEL ( 1111. �-- SOORGRAVED {GM) RAVEL GP --- - - - - -- -- - -- > ® w 30 ', CLAYEY GRAVEL (GC) �' BEDROCK ORGANICS / FOREST DUFF/ PEAT ..�.... 35 - -, •.,... i • KEY TO LOGS Alder Geotechnical Services PAGE 1 . Exploration: B-1 Surface Elev.: 180' Drilling Date: 06/24/0 Logged By: JNC Drilling Method: hand auger • 0 Q W ® SPT, blow /ft re m_ Q i _ o. w z. • MOISTURE % N .. w i MATERIAL Q } a O o cn 0 DESCRIPTION U) I- ( 0 20 40 60 80 100 2 0 -- 1 ' SILT (ML), brown, moist, soft, roots, organics, , II ' porous, moderately plastic (TOPSOIL) j 2 I o o- li - ------- --- - -- !/ FLAT CLAY (CH), yellow llow brown and and olive ve brown 1 j • 2 — o , ' with rust mottling, moist, firm to medium stiff, , a highly plastic (FLOOD DEPOSITS) I o 1 -1 37 ��1 a ; 1 . I I j I 1 4 I !' I 0 'I 1 m j 4 1 -2 r - ® 1 32 G I 1 1 I G I I I I 6 I E I O I I SILT (ML), olive gray, moist, firm, non to low r • plastic, trace fine mica, weakly cemented? 1 -3 \i I 1 29 I (FLOOD DEPOSITS) II I 1 1 d 6 • 8 - - -- 1 I I I 1 I LL I I 1-4 I ®; E I 33 1 Boring completed at depth of 9 feet. � 1 1 I I I N I I I 1 12 i I I I 1 I I 1 14 ' i The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE2 • Exploration: B-2 Surface Elev.: 178' Drilling Date 06/30/09 Logged By: JNC Drilling Method: hand auger 0 a W I® SPT, blow /ft ce '- 1- o. w ? ® MOISTURE % 1 j o I MATERIAL Q o. a O ` in 0 0 DESCRIPTION v) t- co 0 20 40 60 80 100 2 ANN 2" Asphalt concret pavement over 4" crushed �g ravel ( SILT (ML), brown with heavy to light ellow,brown and gray mottling, moist, firm to soft, some clay, some fine mica, moderately plastic (FLOOD i 2 DEPOSITS) 2 -1 I--- f 22 N O I s G a o I W 4 m m i i s j 5.5' to 6'- -heavy light gray mottling, much mica, rl s low plastic silt 2 2-2 !__.i 25 Y I ` O 6 ._.__... I._..__.._._. -____ _ ____ ...._.____. -. .............__.- _.__..._. ' SILT (ML), yellow brown with light gray mottling, \, o moist, medium stiff, trace clay, some fine mica i J j P. o -- i seepage! I 2 3 f - -, ® u 8 ,_ 34 I j I LL I i I E j 110 - -- j r 2-4 12 1_1 1 30 3 U m I 0 J � 1 co I 14 }• - ' i - - - - -- The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE3 Surface Elev.: 178' Drilling Date: 06/30/09 Exploration: B -2 Logged By: JNC Drilling Method: hand auger � Z N SPT, blow /ft ix Q w 1- a i _ a w ? ® MOISTURE °/0 y o w f MATERIAL Q o- a O o 0 t, DESCRIPTION vi Di 0 20 40 60 80 100 2 14- I SILT (ML), yellow brown with light gray mottling, moist, medium stiff, trace clay, some fine mica / - i - I ® I 2-5 I I 1 24 , N 16 i - a t � 2-6 26 o ; I Boring completed at depth of 17 feet. � I I 2 I i. 18 - -- j I C I m I I M ° I 'o ° E 2 o--- I o I I o I m I d v_ 1 I A 1 E m 6 22 - - -- I 1 I it E i i 1 Y I 1 I 1 t u I 24 1 I I a I I 26 I U 0 I l T 6 9 N i I I 1 i 1 I I 28 The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE4 Exploration: B-3 Surface Elev.: 181' Drilling Date: 06/29/0 Logged By: JNC Drilling Method: hand auger � Z M SPT, blow /ft i a w 1- < a w ? O MOISTURE % o w MATERIAL Q a' n~. p `+ 0 cn C9 DESCRIPTION to - cn 0 20 40 60 80 100 E SILT (ML), brown with heavy gray and rust -- j 5 mottling, moist, soft to firm, trace mica, some clay, - ! 1 moderately plastic (FLOOD DEPOSITS) d I B 2 3-1 21 o j 43 I d II o i I o 3.25' to 3.5' silt with much clay, heavy gray j \ M + mottling, some fine mica (ML /CL) 4 m pi al 4 3 -2 1 % ! 1 1 31 • o becomes SILT (ML), yellow brown, moist, firm to stiff, some o ! fine mica, moderately plastic (FLOOD 0, - DEPOSITS) @ 7 low plastic 3 -3 i. I ® 34 • ! N r U 8 - -- ! ' -6 I I � i ® I 3-4 L,J 28 0 . Boring completed at depth of 9 feet. u 1 � I 10 - a fil 3 0 L u y 3 U Ol O N 14 - -- ! ' The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE 5 • Exploration: ®4 Surface Elev.: 188' Drilling Date: 8/3/09 Logged By: JNC Drilling Method: hand auger 0 Q W ® SPT, blow /ft cc a w ? 0 MOISTURE % j CL 3 MATERIAL Q r a O o c9 DESCRIPTION cn i— u 0 20 40 60 80 100 2 0 SILT (ML), brown, dry, firm, porous (TOPSOIL) -i l LEAN CLAY (CL), brown, damp, stiff, plastic S ri,. N 2' �' (FLOOD DEPOSITS) I !. -------------------- SILT (ML), yellow -brown with much light gray mottling, moist, stiff, trace fine mica, moderately plastic 4 LEAN CLAY (CL), yellow-brown with much gray m ( ) Y 9 Y if mottling, moist, firm to stiff, plastic SILT (ML), yellow -brown with much light gray j f \ mottling, moist, stiff, trace fine mica, moderately \ platic E 6 -._ / LEAN CLAY (CL), yellow -brown with much gray mottling, moist, firm to stiff plastic _ _ SILT (ML), yellow-brown with much light gray mottling, moist, firm, trace fine mica, moderately plastic i ! N j j G 8 Boring completed at depth of 8 feet. LL E - o I i Z 10— i to 7 I � I I 12 I i I I 7 � 14 The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE6 B-5 Surface Elev.: 179' Drilling Date: 8/3/09 Exploration: Logged By: JNC Drilling Method: hand auger 0 a w ■ SPT, blow /ft H Q 4 w ? • MOISTURE % c o o w � MATERIAL } a 5 O cn 0 DESCRIPTION cn F- co 0 20 40 60 80 100 2 0 SILT (ML), dark brown, damp, soft, much organics ! I (TOPSOIL) LEAN CLAY (CL), dark brown with much light gray mottling, moist, firm, moderately plastic (FLOOD DEPOSITS) FLAT CLAY (CH), gray, moist, stiff, highly plastic , 4 m Borin com completed at depth of - - -- t Boring p p 5 fee g E 0 � I � 8 • m I E I u � I y s �I 0 r 12 U I I I I 14 I The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE 7 6 Surface Elev.: 179' Drilling Date: 8/3/09 Exploration: ® Logged By: JNC Drilling Method: hand auger 0 a W SPT, blow /ft w 1- a F- a w ? ® MOISTURE % y o W 1- > MATERIAL < } a O c to (.1 DESCRIPTION co - co 0 20 40 60 80 100 2 0 -- I ! 1 I SILT (ML), dark brown, dry to damp, soft to stiff, 1 I porous (TOPSOIL) _ 1 c m i I a 1 1 c za m Q I FLAT CLAY (CH), olive -gray, moist, very stiff, o highly plastic (FLOOD DEPOSITS) ,, a Boring completed at depth of 4 feet. o m , 4 en o 1 1 I 6 1 0 0 1 1 1 N I . p 1 I 6 8 1 i i U I 1 1 I LL I i 1 E • o u t i 1 I 1 1 10 1 a I w m I co il 12-- 1 6 j I o Jy I G c M I 1 14 - -- 1 I i The Knoll Apartments • Alder Geotechnical Services Project No. 137 -6 PAGE8 Xp9orati ®rl: ®7 Surface Elev.: 180' Drilling Date: 8/3/09 Logged By: JNC Drilling Method: hand auger 0 a W • SPT, blow /ft ce Q a w ? • MOISTURE % y o w 3 MATERIAL Q } a p CJ) 0 DESCRIPTION w 1— co 0 20 40 60 80 100 E 0 SILT (ML), dark brown, dry to damp, soft to stiff, ! 0 orous (TOPSOIL) of i A I I I FLAT CLAY (CH), olive -gray, moist, very stiff, highly plastic (FLOOD DEPOSITS) ! j Boring completed at depth of 4 feet. o M O 6 E � i = I � I i 6 ED 8 co 0 N ai I V1 I 12 > I U I I 14 -- The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE9 • Exploration: B -$ Surface Elev.: 177.5' Drilling Date: 8/3/09 Logged By: JNC Drilling Method: hand auger 0 a W • SPT, blow /ft fY I- Q a w ? O MOISTURE % y.. w F5 MATERIAL Q } a p o N 0 DESCRIPTION co i- co 0 20 40 60 80 100 2 1 SILT (ML), brown with some gray mottling, dry to 1 v damp, firm to stiff, moderately plastic (FLOOD 5. DEPOSITS) m `c c O 2 0 N W o 1 1 � � o i 4 1 o I i 1 to 1 4 Boring completed at depth of 5 feet. j b 1 i 6 j 1 1 1 ° i 1 rn 1 j m 0 6 8 II LL - E ` 1 1 r ! u , i I 1 , i 10 -- 1 I a 1 cn 1 11 1 1 I 1 • 12 i U O 1 ` 1 I O I 1 I 1 1 j 14--- 1 ! . The Knoll Apartments Alder Geotechnical Services Project No. 137 -6 PAGE 10 Alder Geotechnical Services Portland, Oregon (503) 282-7482 aldergeo @teleport.com Project: The Knoll CPT: 1.00 - Total depth: 29.86 (ft; Cone resistance qt Friction ratio Pore pressure u SBTn Index Soil Behaviour Type o- 1 - 1- 1 Clay& siltyday i 1 "� Clai &siltyclay 2 2- 2- 2 2 3- 3 3 3 31 Ga✓ 4- 4- 4- 4 4 5- 5- 5- 5 5- Gay & silty da y 6- 6- 6- 6 Gay& siltycaai 6- 7 - 7 - 7 7 &rd silt &da ' 7 Ga &siltyGay 8- 8- 8- 8 8- Ga &siltycla 9- 9- 9- 9 9- 10- 10- 10- 10 10- Gay& silrycla/ 11- 11- 11- 11 11- Cl a 12- 12- 12- 12 -MUM Clay &siltyclay 13- 13- 13- 13 13- Ga✓& siltvc6, e 14- e 14- e 14- e 14 e 14- Clay 8,siltyGav L 15- .c 15- L 15- -c 15 -C 15 o E. n cl o. co w 16- w 16- w 16- w 16 o 16 CD Ci 17- 17- 17- 17 17 Gay &sltyday CD 18- 18- 18- 18 18- Clay & sillyclav 19- 19- 19- 19 19- Gary &siltyday 20- 20 - 20- 20 20- Svrl &Ga 21 - 21- 21- 21 21- Clay & illycla; 2 2- 22- 22- 22 2 23- 23- 23- 23 23- 24- 24- 24- 24 24- 25- 25- 25- 25 25- &lily silt &cla 26- 2 6- 26- 26 26- 27- 27- 27- 27 27 28- 28- 28- 2 8 28- Gay &silty cla 29- 29- 29- 29 29- Gay & silty cla: 30- 20 40 60 80 100 0 2 4 6 8 10 0 50 100 150 1 2 3 4 0 4 8 12 16 20 24 Tip resistance (tsf) Rf ( %) Pressure (psi) Ic SBT (Robertson et al. 1986) SBT legend gg 1. Sensitive fine grained ❑ 4. Clay & silty clay ❑ 7. Silty sand & sandy silt ❑ 10. Sand 0 2. Organic material ❑ 5. Clay & silty clay ❑ 8. Sand & silty sand ❑ 11. Very dense /stiff soil II 3. Clay ❑ 6. Sandy silt & clayey silt ❑ 9. Sand ❑ 12. Very dense /stiff soil CPeT -IT v.1.6.0.84 - CPTU data presentation & interpretation software - Report created on: 8/10/2009, 1:38:52 PM Figure 11 Project file: C:\ Users \aldergeo \Documents \0100 \0137- 06\The Knoll CPT analysis.cpt • Alder Geotechnical Services Portland, Oregon (503) 282-7482 aldergeo @teleport.com Project: The Knoll CPT: 2.00 - Total depth: 30.51 (ft; Cone resistance qt Friction ratio Pore pressure u SBTn Index Soil Behaviour Type 1- 1- 14 1- 0 1 Saxy silt & dayeysilt 2- 2 - 2 2- 2 3- 3_ 3 J 3- 3 Cla 4- 4 - 4 4- 4 5- 5 - 5 _ 5- Clay& siltyday 5- 6- ( 6- 6- 6- 6 - C1ayR siltyday 7 -7) — 7_ 7_ 7- 8 8- 8- 8- 8- Clay &sltydry 9 _ 9 _ 9 - 9- 9- Clay& siItyday 10- 10- i 10- 10- 10- Clay&siltyclay 11- 11- 11- 11- 1 1- Sarxfysilt & cda silt 12- 12 - 12 - 12- 1 2 - Sltysaxi& s<:t 13- 13- 13- 13- 13- 14- 14 14- e 14- 1 Silty sand &:ardiysilt 15- L 1.5- 15- L 15- 15- - 16- n- 16- fl- 16 - o - 16- a 16- a) m ay a) a) 0 17- 0 17- 0 17- 0 17- 0 17- Saxy'slt &cl Clay& siltyday 18- 18- 18 18- 18- 19- 1 1 9- 19- 19- Sally silt &dae;silt 20- 20- 20- 20- 20- 21- 21- 21- 21- 21- 22- 22- 22- 22- 22- SIty sari & s<rrynit 23- 23- 23- 23- 23- 24- 2 4— 24- 24- 24- 25- 25- 25- 25- 25- &Tidy silt &cla silt 26- 26- 26- 26- 26- Clay &siltyday 27 - 27 - 2 7 - 27_ 27 S- riy sill & clayey s 28- 28- 28- 28_ 28 Sliysar3 &sarfysR 29- 29- 29- 29- 29- Srxlyslt &claeyslt 30- 30- 30- 30- 30- Veyckrtisiiffscil 1 ' 1 ' 1 , t ' I ' I ' ' I ' I ' 1 ' I ' t ' 1 . 1 . 1 II If f . . . . i . . II . , . I ' . . 1 . . . 1 r . . 1 . . . 1 . . . 1 20 40 60 80 100120 0 2 4 6 8 10 0 100 200 300 400 1 2 3 4 0 4 8 12 16 20 24 Tip resistance (tsf) Rf (%) Pressure (psi) Ic SBT (Robertson et al. 1986) SBT legend 1. Sensitive fine grained ❑ 4. Clay & silty clay ❑ 7. Silty sand & sandy silt ❑ 10. Sand El 2. Organic material ❑ 5. Clay & silty clay ❑ 8. Sand & silty sand ❑ 11. Very dense /stiff soil II 3. Clay ❑ 6. Sandy silt & clayey silt ❑ 9. Sand ❑ 12. Very dense /stiff soil CPeT - IT v.1.6.0.84 - CPTU data presentation & interpretation software - Report created on: 8/10/2009, 1:38:52 PM Figure 12 • Project tile: C \ Users \aldergeo \ Documents \0100\0137 -06 \The Knoll CPT analysis.cpt Alder Geotechnical Services Portland, Oregon (503) 282-7482 aldergeo @teleport.com Project: The Knoll CPT: 3.00 - Total depth: 21.33 (ft; Cone resistance qt Friction ratio Pore pressure u SBTn Index Soil Behaviour Type . 1 2- 2- 2 2 2- Gar & slrrdar 3- ` 3- 3 3 NMI Gay 3- 4- 4- 4- 4 Gay & silty clay 4 - 5 5- 5- 5 5 Gay 6- 6- 6- 6 6 7- 7- 7- 7 G d ar &siltvai • 7 Gay & silty cloy 8- 8- 8- 8 8- 9 - 9- 9- 9 g_ E' 10- 10- 10- 10 _ 10- w SaTI /slt &Gac slt L 11 11 i 12- 12 v 12- 13- 13- 13- 13 13- Gay & silty clay Sarclrsrlt &dae isilt 14- ) 14- 14- 14 14- t (''' 15 t 15- 15- 15 15- Silty snd & srclrsilt 16- 16- 16- 16 16- 17- 17- 17- 17 17 rd sli &rlae;silt 18- 18- 18- 18 13- l\a . SlrysaTi &sac+ silt 19- 19- 19- 19 19- 20- Sa silt & dam silt '> 20- 20- 20- 20 Gay& silty clay 21- 21- 21- 21 21- Veryth E•elstifi sci1 20 40 60 80 100 0 2 4 6 8 10 0 200 400 1 2 3 4 0 4 8 12 16 20 24 Tip resistance (tsf) Rf ( %) Pressure (psi) Ic SBT (Robertson et al. 1986) SBT legend l 1. Sensitive fine grained ❑ 4. Clay & silty clay ❑ 7. Silty sand & sandy silt ❑ 10. Sand ❑ 2. Organic material ❑ 5. Clay & silty clay ❑ 8. Sand & silty sand ❑ 11. Very dense /stiff soil • 3. Clay ❑ 6. Sandy sit & clayey silt ❑ 9. Sand ❑ 12. Very dense /stiff soil CPeT - IT v.1.6.0.84 - CPTU data presentation & interpretation software - Report created on: 8/10/2009, 1:38:53 PM Project file: C: \users \aldergeo \Documents \0100 \0137- 061The Knoll CPT analysis.cpt Figure 13 . Project No. 137 -6 Alder Geotechnica! Services APPENDIX B LABORATORY TESTS The soil samples collected from the borings were visually classified and evaluated in the field. The collected soils were examined and selected samples were tested in our laboratory to evaluate moisture content and plasticity. Visual classification of soils was performed in general accordance with the Unified Classification System, ASTM Test Method D 2488. Moisture contents and dry density are useful in evaluating the strength of soils. Moisture contents were determined in general accordance with ASTM Test Method D2216. The dry unit weights were computed using measured moisture contents and the volume of the consolidation ring. Atterberg limits are used to classify fine- grained soils and aid in estimating shear strength. Liquid limit (LL) and plastic limit (PL) tests were performed in general accordance with ASTM Test Method D 4318. The plastic index (P1) is the difference between the liquid limit and plastic limit. Test results are shown where appropriate at sample locations on the boring log (Appendix A) and are included in this appendix. • LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed fine indicates the approxirnate upper limit boundary for natural soils 5 Q 50 !° 40 co w 0 z j" td a 20 j I i I I i I 10 __ ML or OL Mid or OH 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT SOIL DATA NATURAL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY LIQUIDITY ! USCS NO. CONTENT LIMIT LIMIT INDEX INDEX ( %) ( %) ( %) ( %) 0 Boring 1 1 I' to 1.5' 37.3 29 84 55 0.7 CH I I i I I I I I I Alder Geotechnical Services, LLC Client: CPHA Project: The Knoll Apartments Portland, OR ' jl Project No.: 137 - Figure B - Tested By: JNC RECEIVE , m * r hmuia Hydro !logy eport F EB 2 4 20\0 CITE GF 'TIGP p BuiLDING DIVISION for The T lard October 2, 2009 Applicant: Carleton Hart Architecture Attn: Ben White 322 NW 8 Avenue Portland, OR 97209 (503)206 -3174 Prepared By: MGH Associates 104 West 9 Street, Suite 207 Vancouver, Washington 98660 (360) 750 -0399 Job CHA016 ; '6 71 s y �r j y y i ,(//, Ot.,_iveiid EXPIRES 6-- 30 - -2010 t 4 � I Table of Contents Section A — Project Overview Vicinity Map Al Site Plan A2 Project Description A3 Existing Conditions A3 Developed Conditions A3 Section B — Water Quality Water Quality Summary and Calculations B1 Section C — Water Quantity Water Quantity Summary C1 Pre - developed Basin Map C2 Post-Developed Basin Map C3 Isopluvial Maps C4 -C6 Runoff Curve Numbers C7 -C8 Pre - Developed Calculations C9 -C18 Post - Developed Calculations C19 -C28 Section D — Upstream Analysis Upstream Summary Di Topographic Map D2 Tax Map D3 Zoning Map D4 Conveyance Calculations D5 Conveyance Map D6 Runoff Coefficients D7 Rainfall IDF curves D8 Section E — Downstream Analysis Downstream Summary El Section F — Soils Soil Summary F1 Soil Map F2 Hydrologic Group Number Classification F3 :i I � � 1 I _ I ,I I l ' v: _ C f 1 I �- i �' . -- I , 99 i 1t r ;werh°�tri7 I :f 1 •„.t-: l� .' 11 s .. 1 i Fr a: �i @� r� - ' ) I � .� + ,� I - �.� f O011 V: t ?_ 5 1 •{ Fay , I r ��, f : , ; d • ; , fir ... , .s t' , .- � f (�' i I , . ( Tit ;ard Pti :.a t " I _ I ` I �. i : -. 1 -- • J 1. • . — � t . � ` ' Ir l ‘, 011 iir�( • I —, i — 1 �f I 1 • I 7 1 I I ' 1 7 ' • • 99 . 1 :r , 1 • I °1 y r J I f 1 - 1. 1I !11`JLS! .J • Tigard park 1 F�nitn I I 3 1 � ! I, { I . , , 2 ; n,ia ,Ilan: Fi C`" � _._ iii/ t <. 1 ' I 1 —" -- I 1' - < I • • • -, :n:' Lt.;l :- ,.i' .,. _ i/iC[11,unlll : I I3:t liL' - - 1 I 1 °t VICINITY MAP C? Ai I ' /000,,.,,, | / . � � 1 L____ __ -�______ `�--_'___ _ _ -- ��/\/���1'�� ��~~-»" • / /���R�^J ' '-- '` ' ''�co--�� � ! � "' if | i , | r^' ' ! ' iti D I 1 '1,1q"' p r a ,.! co / , id /. i.. ,,,, , 7 (1) � | 10 J-: . r" .. ? I ' ' ': 1 1 17. ' / . | ! � �n ~~/ || ` Cl. '' \ � .� , ,y . A `�^��' / `' ^ ` ~~ . / \ `` Q . ~~~ -. ` / ^� / ' =^ / Section A — Project Overview Project Description The Tigard Knoll project site is located ■ the City of Tigard. It is a 0.88 acre parcel situated east of SW Hall Boulevard and north of SW Hunziker Road. There will be public street improvements to the three fronting streets, SW Knoll, SW Hall, and SW Hunziker, Existing Conditions The site slopes from east to west from an approximate elevation of 190 to an approximate elevation of 179. The site is currently developed with three single family residential dwellings and associated outbuildings. The site is surrounded by existing development on all sides. To the north and east are existing single family residential homes. To the south are industrial buildings and to the west are multi-family developments. All stormwater runoff from the site is currently picked up in a ditch on the east side of SW Hall Boulevard or an existing catch basin on the south side of SW Knoll Drive. There are three culverts in the existing ditch on SW Hall Blvd. that convey water underneath three private driveways. The last culvert is connected to a manhole which connects to the existing catch basin in SW Knoll Drive. The catch basin outfalls to a wetland area to the north of the residences across SW Knoll Drive. This wetland area flows east to Crystal Lake, adjacent to Hwy 217, which continues south to Fanno Creek. Developed Conditions The application proposes stormwater to be handled through a series of catch basins, pipes and manholes, which will convey storm runoff to a Contech® Stormillter Manhole for water quality treatment. The stormwater will then be piped through a detention pipe to achieve water quantity requirements. All stormwater runoff from the site will be connected to the existing drainage system which flows north under SW Knoll Drive and outfalls to the existing wetland area. Public street improvements include ODOT right of way and City of Tigard right of way. Work in the ODOT right of way, SW Hall Blvd., will not require mitigation for water quality or quantity. Work in the City of Tigard right of way, SW Knoll Drive and SW 1-11.111 Street, required mitigation for water quality and quantity. Water quality treatment in the public right of way for Knoll and Hunziker will not be provided because there is no space available. However, the Contech® Stormfilter® Manhole on site will be sized to treat the net new impervious area for Knoll and Hunziker. Water quantity for Knoll and Hunziker will be achieved by over detaining the runoff from the site improvements. The allowable runoff from the site will be reduced by the post developed peak flow for the net new impervious area at Knoll and Hunziker. Section B Water Quality Water Qualify Summary Site runoff will be treated for water quality with a Contech® Stormfilter manhole prior to water quantity mitigation. WQ storm = 036 in x Area (ac) x 43560 SF /ac 12 in /ft x 4 hr x 3600 sec /hr 0.091 (cfs /ac) x Area (ac) I Basin Impervious Water Quality Area Q (acres) - (cfs) Site 0.66 0.0601 i r ROW 0.04 —. -_ — 0.0036 i Total 0.70 0.0637 Contech® Stormfilter Sizing Cartridges = Q (water quality) cfs x 449 gpm /cfs 10 gpm /cartridge = 2.86cartridges = 3 cartridges Section C — Water Quantity Water Quantity Summary Detention will be provided with an underground detention pipe and flow control manole. The storm runoff is based on the Santa Barbara Unit Hydrograph Method. Precipitation 2 year = 2.55" in 24 hours 10 year = 3.35" in 24 hours 25 year = 3,80" in 24 hours Curve Number Hydrologic Soil Group = C 98 for impervious (pre and post developed) 74 for pervious areas (Pasture Good Condition) (pre developed) 74 for pervious areas (Open Space Good Condition) (post developed) Pre-Developed Area Site 38,334sf (0.88 ac) Total 18,117 sf (0.42 ac) Impervious Time of Concentration = 16.1 minutes ROW (Knoll & Hunziker) 1,846sf (0.04ac) Pervious Time of Concentration = 5.0 minutes Post-Developed Areas Site 38,334sf (0.88 ac) Total 28,662sf (0.66ac) Impervious Time of Concentration = 5.0 minutes ROW (Knoll & Hunziker) 1,846sf (0,04ac) Impervious Time of Concentration = 5.0 minutes Site Runoff Summary (A) 1 (B) (A-B) Post Q 1 Post Q Pre Q Post Q Allowable from site from site Site and Bypass for outflow prior to after Storm ROW ROW from site detention detention Event (cfs) (cfs) (cfs) (cfs) (cfs) 2 year 0.215 0.032 0.1.83 0.390 0.182 10 year 0.360 0.043 0.31.7 0.566 0.317 25 year 0.466 0.051 0A1.5 0.688 0.389 / / / --„, - -I / / i l / / --,, _: , , J 1 , „ „,..... s . i i _ _ _ _ N • ,_ _ ... 1 f / I _ --..,.., i ' . \ -,.... / . , V) , A; - ' \ , > / 1 , / ,,.. j i / \ .. ,/ , Y1S1 \ An S j C (t • (6S AZ) - _ • i CAlz.V. , / .„, /7: I S i I t 7 (D. q 2,r ,•-) ( tni,„(zvionks _...... \ . 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L 1 I 1 124 113 122 121 120 119 http:; hw> �r, r. »rcc. -5 y24. i i 9/10/2009 "'able C_2 RUNOFF NUMBERS Runoff curve numbers for urban areas' Cover description I Curve numbers for hydrologic soil group Average par 1 Cover type and hydrologic condition —� —� impervious area A Is (:: r) Open space. (lawns, parks, gulf courses, cemeteries, etc.): Poor condition (grass cover <50 %4) 68 79 86 89 Fair condition t.grrss cover 50% to 75 49 69 79 84 Good condition (grass cover > 75 %) 39 61 74 80 Impervious areas: , Paved parking lots, roofs, driveways, etc. (excluding right- 98 98 1 98 98 of -way) t Streets and roads: � I Paved; curbs and storm sewers (excluding right -uf -wary) 98 98 98 98 Paved; open ditches (including right-of-way) I 83 89 92 93 Gravel (including right -of -way) 76 85 89 91 Dirt (including right-of-way) 72 ' 82 87 89 Urban districts: Commercial and business 1 85 89 92 94 95 Indust' ial 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 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre I 20 51 68 79 84 %acres 12 46 65 77 82 RU IIOI1 curve numbers for other nLricultural lands* Cover description I C:u rvc numbers for hydrologic soil group_ Hydrologic Cover type condition A 13 C I) Pasture, grassland, 01 range- continuous forage for grazing <50ic, ground cover orlteavily grazed with no mulch Pour 68 79 86 89 • 50 to 75% ground cover and not heavily grazed Fair 49 64 84 >75% ground cover and lightly or only occasionally grazed Good 39 61 74 80 1 1 'vleodow- continuous grass, protected from grazing and generally mowed for hay 30 58 7 1 78 13 rush - -weed -grass Mixture with brush as the major elenleri.t <50% grou cover Poor 48 67 77 83 50 to 75% ground cover Fair 35 56 70 77 >75% ground cover Good 30 48 65 73 l ' Woods-grass Ci +ruhin :ui��n (o;t :h:�nl rr u'ec 1:;rntj 1 . Fait 43 65 76 82 r_rood 32 58 72 79 Appendix C.1: SBUH Method FonVand Siormwater Managernent Manua! — August 1, 2005 C.1 -4 Runufi curve numbers for other agrieuliural }rinriS' Cover description -- — Curve numbers {_ur hydrologic soil group ilvdrologic. (:sever type - - - -- - -- - -- - condition A 13 C.: 1) _ 1 „creels — I - .icst litre :, small trees, and brush are destroyed by heavy Poor 4.`+ 46 77 83 grazing or regular burning. • Woods are grazed but not burned, and some fnwest litter covers the soil, Ft it 36 60 73 7g Woods arc protected from grazing. and litter toad brush Good 30 55 70 77 adequately covet the sail. Runoff curve numbers for Simplified Approaches`:' Cover description — Curve numbers for hvdrolugic soil gruJt Hydrologic Simplified Approaches condition r1 13 C 1) loco -roof Good n/a 61 ula n/a Roof Garden (.food n/a 48 r> n/a Contained Planter Box Good n/a 48 n/a- n/a infiltration cC Flow- "Through Planter Ianx Good n!a l nia n!n Pervious Pavement - 7( 85 89 n/a Trees 1 Ncw andior Existing Evergreen - 36 60 73 79 New and /or Existing Deciduous 1 - 36 60 73 79 n!a - Does not apply its design criteria for the relevant mitigation measures du nut include the use of this soil type. "Soil Conservation Service, Urban Hydrology for Watersheds, 'fechnical Release 55, pp. 2.5 -2.8, June 1986. ° "'CNs of various cover types were assigned to the Proposed Simplified Approaches with similar cover types as follows: 1icu- roof - assumed grass in good condition with soil type 11• Roof (Darden - assumed brush - wed -grass mixture. with >75% ground cover and soil type B. Contained Pl.• Box - assumed brush- weed -grass rnii:turc with >75% ground cover and soil typo 13. infiltration & Flow - Through Planter Box - assumed brush- weed -grass mixture with >75% ground cover and soil type 13. Pervious Pavement - assumed gravel. Trees - assumed woods with fair hydrologic conditions. Note: - 1'n determine hydrologic soil type.. consult local USDA Soil Conservation Service Soil Survey. Appendix C.1: SBUH Method Poilland Storrnwater Management Manual - August 1, 2008 C.1 -5 Pre Developed Calculations 4 S Pre - Developme t ROW Pre -D velopment I Predeveloped -Site & ROW Subca1, Reach /Pond\ IL_ 1 ink Drainag Diagram for Tigard Knoll _ -- I Prepared by iVI GHa Associates 9130!2009 H ydioCADfii 8.00 sfi 001902 C 2000 HydroCAD Software Solutions 11C Tigard Knoll Type ,'A 24 -hr 2YR Rainfall =2.55' Prepared by MGH Associates Page 2 HvdreC/=.D® 8.00 sin 001902 O 2006 HydroCAD Software Solutions LLC 9/3'0/2009 PM Subcatchment 1S: Pre - Development Runoff = 0,209 cfs @ 8.00 hrs, Volume= 3,859 cf, Depth> 1.21" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2YR Rainfall= 2.55" Area (st) CN Description 20,217 74 >75% Grass cover, Good. HSG C 18,117 98 Paved parking & roofs 38,334 85 Weighted Average 20,217 Pervious Area 18,117 Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, • Range n= 0.130 P2= 2.55" 9.8 100 0.0200 0.17 Sheet Flow, Range n= 0.130 P2= 2.55" 16.1 200 Total Subcatchment 15: Pre - Development Hydrograph 0.23- 0.22- • 0.200 ctsiG 8.00 hr { — Runoff 0.21- TYpe.IA 24 =hr 2YR 0 - Rainfall =2:55" .: 0J5 Runoff Area =38,334: -sf .._ .. U . ;3 . -. - - Runoff Volume= 2,859 cf - , - Runoff Depth >1:2:1 0.00 _, . Flow - Length =200':_ 0.08= - Tc =16.1 min . 0 -06 0.05 CN 0.04. . . • 0.03- 0.02- • 001 ... 0 .. 0 , 2 3 4 5 6 7 8 9 10 11 12 13 1'4 15 16 1 7 18 19 20 21 22 23 24 Time (hours) • Tigard Knoll Type IA 24 -hr 2YR Rainfall= 2.55" Prepared by MGH Associates Page 3 HydroCAD® 8.00 sin 001902 © 2006 HydroCAD Software Solutions. LLC 9/30/2009 2:53:34 PM Subcatchment 4S: Pre - Development ROW Runoff = 0.005 cfs © 8.00 hrs, Volume= 127 cf, Depth> 0.63" Runoff by SBUH method Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2YR Rainfall= 2.55" Area (sf) CN! Description 2,401 74 >75% Grass cover, Good, HSG C 2,401 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Pre - Development ROW Hydrograph 0.005- - - • • • 1 0.005 cis a 8.00 hrs j • — Runoff 0.005 , . Type IA 24 =h r 2YR Q.QQ4- Rainfall =255 004 Runoff Area =2 sf • Runoff Volume =127 cf Runoff Depfih >0.637 O.002 . TC =S.d mitt O.O02 0.001 . 0.001: o.000 G 1 0 i 2 3 4 5 6 7 e 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Tigard Knoll Type SA 24-hr 2YR Rainfall Prepared by MGH Associates Page 4 Hyor3CAD ®® 8.00 sin 001902 2005 HvdreCAD Software Solutions LLC 9/30/2009 2:53;34 PM Link 3L: Predeveloped -Site & ROW Inflow Area = 40,735 sf, Inflow Depth > 1.17" for 2YR event Inflow - 0.215 cfs @ 8,00 hrs, Volume= 3,986 cf Primary = 0.215 cfs © 8.00 hrs, Volume= 3,986 cf, Atten= 0%, Lag= 0 0 min Primary outflow = Inflow, Time Span= 0.00 -24.00 hrs, dt= 0.01 nrs Link 3L: Predeveloped -Site & ROW Hydrograph 0.24 . - 0.232, 215 cfs 1 0 - Inr iow . ��, 8.00 hts l 0.22 — — - Pnma 0.21. 0.2 Inflow Area = 40,735 sf 0.1P' 0.15 0.17 • 0.16 0.15 0 14 - 0 13. I 0.1 O 0.11, LL 01= 0.09. 0.05: 0.07 00E- 0.05- 0.04 0 03' • 002 . 001' a ' , C 1 2 3 4 5 6 7 6 c 10 11 12 13 14 '5 16 17 1e 19 20 21 22 23 24 Time (hours) Tigard Knoll Type IA 24 -hr 10YR Rainfall= 3.35" Prepared by MGH Associates Page 5 HvdroCADO 8.00 sin 001902 2006 HydroCAD Software Solutions LLC 9/30/2009 2:53:34 PM Subcatchment 1S: Pre - Development Runoff = 0.347 cfs © 8,00 hrs, Volume= 5,978 cf, Depth> 1.87" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10YR Rainfall= 3.35" Area (sf) CN Description 20,217 74 >75% Grass cover, Good, HSG C 18,117 98 Paved parking & roofs 38,334 85 Weighted Average 20,217 Pervious Area 18,117 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, Range n= 0.130 P2= 2,55" 9.8 100 0.0200 0.17 Sheet Flow, Range n= 0.130 P2= 2.55" 16.1 200 Total Subcatchment 1S: Pre - Development Hydrograph 0.35 . 1 0.347 cis ± 8.00 . .. Runoff 0.34 = — ._... 0.32' • Type IA 24- hr :10,YR • Rainfall =3.35" 0.28: 0.2f R unoff Area = 38;334 sf - 0,24- • u 0.22 Runoff :Volume =5 c:f ,- 0 0 . : o,e; .: Runoff Depth >1.87: 11 li 0.1G _ • .. 00 • Flow Lenagth 2 0.14 = - c . 0.12: • - . Tc =16:-.1 rain 0 ; .. CN =85. 0.04 0.02 ... ... . • 0 1 2 3 4 5 6 7 8 0 10 11 12 13 14 15 16 17 18 19 20 21 22 22 24 Time (hcurs) Tigard Knoll Type IA 24 -hr 10YR Rarnfat1 =3.35' Prepared by MGH Associates Page 6 HvdroCAD® 8.00 sin 001902 © 2006 HydroCAD Software Soluucns LLC 9/30/2009 2:53:34 PM Subcatchment 4S: Pre - Development ROW Runoff = 0.012 cfs @ 8.00 hrs, Volume= 227 cf, Depth> 1.13" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10YR Rainfall= 3.35' Area (sf) CN Description 2,401 74 >75% Grass cover, Good, MSG C 2,401 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Pre - Development ROW Hydrograph 0.014; — — " ("0.012 — Runoff 0.013 cis n, 8.00 hrs 0 012' o.o1,r Type IA 24- hr1OYR o.a, _ Rainfall= 3.35" 0.009 0.009: Runoff Area =2;401 sf 0.008 0.008 - .;...... -Runoff Volume- =227 cf... • 0.0074- • 0006 Runoff Depth >1.13' • 0.00 "0`... 0.005 _; -...: _. — Min.._ 0.005 ; :.. T . 9 C.- —5 " 0 . 0.904 0.004, • CN-74- 0.0034 . • U.OU3 ... 0.002; 0002'. . • 0.001' 0.00,; . • 0.000= 0= . 0 1 2 3 4 5 5 7 8. 9 10 H 12 13 14 15 10 17 18 19 20 21 22 23 24 Time (hours) Tigard Knoll Type IA 24 -hr 1OYR Rair; all= 3.35" Prepared by lviGH Associates Page 7 HydroCADs® 8.00 s/n 001902 O 2006 HvdreCAD Software Solutions LLC — 9/30/2009 2:53:34 PM Link 3L: Predeveloped - Site & ROW Inflow Area = 40,735 sf, Inflow Depth > 1.83" for 10YR event Inflow = 0.360 cfs © 8.00 hrs, Volume= 6,205 cf Primary = 0.360 cfs @ 8.00 hrs, Volume= 6,205 cf, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Link 3L: Predeveloped -Site & ROW ....., Hydrograph 0 38--,, . • , . ... j j � Inflow �0.360cis @6.OL'hrsJ � - f . — Primary 0.34 I ; -- . inflow .Area = 40;735 . sf 0.32 = .. -- . . p...... 0.3 . 0 .25- .. -._.- .... . _ ... u 0.22- 0.z: • - _ ....... . t 0.16 • 0.14_ •.. • .. . .. 0.12 0.1- i. • 0.08. -.. 0.08. 0.04 0.02 -- i... , o= 0 1 2 3 4 5 6 7 8 0 10 11 12 12 14 15 16 17 18 10 20 21 22 23 24 Time (hours) • - Type iA 24 -h' 25YR Rainfall =3.90" Tigard Knoll � Prepared by MGH Associates Rage 8 HydroCAD v 6.00 sin 001502 L 2006 HydroCAD Software Solutions LLC - _ 9/3012009 2.53:34 PM Subcatchment 1S: Pre - Development Runoff = 0.448 cfs @ 8 00 hrs, Volume = 7,510 cf, Depth> 2 35' Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25YR Rainfall= 3.90" Area (sf) CN Description 20.217 74 >75% Grass cover, Good, HSG C 18.117 98 Paved parking & roofs 38,334 85 Weighted Average 20,217 Pervious Area 18,117 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, Range n= 0.130 P2= 2.55" 9.8 100 0.0200 0.17 Sheet Flow, Range n= 0.130 P2= 2.55" 16.1 200 Total Subcatchment 1S: Pre - Development Hydrograph 0.48: 0 45; 0.448 cts ., 8.00 hrs { � � Runoff o42 Type IA 24 -hr 25YR 0.4 038. Rainfall= 3.90" 0.36= 0.34: Runoff Area = 38,334 sf 0.32_ z Runoff Volume =7,510 cf 0 0:2 Runoff Depth >2.35" S 0.22 0.2_ Flow Length =200' 018_ 076 Tc =16.1 min • 0 14 ; 012; CN =85 CC6 i CC2-= 0 1 2 3 4 5 E e ?0 1' 12 13 14 lb 3fi li 19 to 20 21 22 23 24 Time (hours) Tigard Knoll Type lA 24 -hr 25YR Rainfall=3,90" Prepared by MGH Associates Page 9 HydroCAD t 8.00 sin 001902 ©© 2006 HydroCAD Software Solutions LLC 9/30/2009 2:53:34 PM Subcatchment 4S: Pre - Development ROW Runoff = 0.01E cfs @ 8.00 hrs, Volume= 304 cf, Depth> 1.52" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25YR Rainfall = 3.90" Area (sf) CN Description 2,401 74 >75% Grass cover, Good, HSG C 2,401 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft /sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Pre - Development ROW Hydrograph 0.019; •: 0.01& cfs 8.00 hrs I ( — Runoff O.OtB- 0.017_ • 0.016: Type IA24 =h r 25YR 0.016: • Rainfall= 3:90" 0.014 0.013 . Runoff - Area =2401 sf 0.012 • 0011 Runoff Volume =304 cf- . 003_ • Runoff- Depth >1.52" LL n.nne_ Tc =5:0 min 0.007 0.006 --- CN_74 0.005= - ..- • .. ,- • 0.002 : - ..:. 0.001 . :_ 0 1 2 2 4 5 ' 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Theo (hours) • Tigard Knoll Type ilk 24 -hr 25YR Rainfall= 3.90" Prepared by MGH Associates Page 10 HydroCAD® 8.00 s/n 001902 © 2006 HydroCAD Software Solutions LLC 9/30/2009 2:53:35 PM Link 3L: Predeveloped -Site & ROW Inflow Area = 40.735 sf, Inflow Depth > 2.30" for 25YR event Inflow = 0.466 cfs @ 8.00 hrs, Volume= 7,813 of Primary = 0.466 cfs @ 8.00 hrs, Volume= 7,813 cf, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Link 3L: Predeveloped -Site & ROW d" .... d rograph 0.527' -- . . 0.48 ( 0.46E c`s (3% 8 00 hrs 1 .. , - (® Primary [— Inflow Inflow 0.45 :' wry 0.44-:.... :. ..... -. , 0.4z • Inflow Area =4073 0.4 0.38_ -. 0.35 = .... : ... .. ... • 0.34 0.32_ ,. ', 0.28_ b . • 0.24 -� • 0.22• 0.14 0.12:.. ... 0.1- 0.06 0.04 0.02 0 1 2 3 4 ' 5 6 7 & 9 10 11 12 13 14 15 16 17 1E 19 20 21 22 22 24 Time (hours) Rest Developed Calculations Tigard Knoll Type IA 24 -hr 2YR Rainfall =2.5 5" Prepared by MGH Associates Page 1 HydroCAD® 8.00 sin 001902 CI 2006 HydroCAD Software Solutions L LC 9/30/2009 2:56:20 PM Subcatchment 5S: Post - Development ROW Runoff = 0.032 cfs @ 7.88 hrs, Volume= 463 cf, Depth> 2.32" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2YR Rainfall= 2.55" Area (sf) CN Description _ 2,401 98 Paved parking & roofs 2,401 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft /sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post - Development ROW Hydrograph 0.036- — - • 0.034•-• . ... : f 0.032 Cfs @ 7.88 hrs — sunott 0.032- .... . ; .. _..�..... �:.. T.ype..lA 24 -hr 2YR 0.028 0.026: Ra =2. • 0.024 Runoff Area =2401 s:f 0.022 9.02= Runoff.Volume =463 cf 3 U.OtB= 0.016 Runoff Depth >2:32" 0.014 Tc =5:0 min 0.012 CPS =98 OG08; _...... O am-, 0002 _ .... 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 22 24 Time (hours) - s Tigard Knoll Type IA 24 -hr 1OYR Rainfall= 3.35" Prepared by MGH Associates Page 2 HydroCADG' 8.00 s/n 001902 © 2006 HydroCAD Software Solutions LLC 9/30/2009 2:56:20 PM Subcatchment SS: Post - Development ROW Runoff = 0.043 cfs @ 7.88 hrs, Volume= 623 cf, Depth> 3.11" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10YR Rainfall= 3.35" Area (sf) CN Description 2,401 98 Paved parking & roofs 2,401 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft /sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post - Development ROW Hydrograph 0.046 - -- . 0.045 i H Runoff Lo.043 c1s , 7. &8 hrs L, 0.044 0.042-. - - ; 0.04 _ ' Type IA 24 -hr 1 oVR.. . 0.038_ ... • 0.036. - . ..- •• : - ' Rainfall =3.35„ 0.034: 0.032 . Runoff Area= 2 0.03 • 0.02& 0.02& Runoff Volume., -.6,23 cf... 3 0.02x- .. _ .._ _ . Runoff Depth >3�1:1 ". • 0.022 . a 0.02- _- .. �1.G1 &: Tc =5.0 min . 0.012; .._ 0.014: C N =98 0.012 • 0.01 .... • O.OGfii 0.006; ;.. ,.- 0.002 i 0 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) Tigard Knoll Type IA 24 -hr 25YR Ra infal/ =3.90" Prepared by MGH Associates Pace 3 HvdroCADV 8.00 sin 001902 © 2006 HydroCAD Software Solutions LLC 9/30 /2009 2:56:20 PM Subcatchment 5S: Post - Development ROW Runoff = 0,051 cfs @ 7.88 hrs, Volume= 732 cf, Depth> 3.66" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25YR Rainfall =3.90" Area (sf) CN Description 2,401 98 Paved parking & roofs 2,401 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft /sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post - Development ROW Hydrograph 0.055 - - -- *- - 0.051 cfs ' 7.88 hrs — Runoff 0.05- Type IA'24 -hr 25YR 0,045- Rainfall= 3.90" 0.04- Runoff A•ea =2,401 sf Run V : W plume =7.32 cf e'. O.G3_ ... ..; Runoff Depth >3.66 " LL 0.025 002 Tc =5 min 0 :15 CN =98 G.U1 . 0 1 2 3 4 5 E @. 9 G 11 12 13 14 15 15 1? 18 10 20 21 22 2: 24 Time (hours) Post -De elopment • 2P:' (new Pond) • KSubct Reach on \ 1 Link Drainage Diagram for Tigard Knoll \ _ HydioCADTV 6.00 Prepared 0 0 1 9 02 C) 2006 HydroCAD Software Solutions LLC Tigard Knoll • Type IA 24 -hr 2YR Ra/nfai1= 2.55" . Prepared by MGH Associates Page 2 HydroCADE 8.00 sin 001902 © 2006 HydroCAD Software Solutions LLC 9/30/2009 2:57:12 PM Subcatchment 3S: Post - Development Runoff = 0.390 cfs @ 7.92 hrs, Volume= 5,545 cf, Depth> 1.74" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2YR Rainfall= 2.55" Area (sf) CN Description 28,662 98 Paved parking & roofs 9,672 74 >75% Grass cover, Good, HSG C 38,334 92 Weighted Average 9,672 Pervious Area 28,662 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post - Development Hydrograph U42- 0.4: - 0.350 cfs 0)7.92 hrs I Runoff 1 . 0.38; 0.36 • Type IA 24: -hr 2YR 0.34: 4 Rainfall = 2.55" 0.3' 0 Runoff.Area -= 38,334 sf .. :-' 9.24: -- - Runoff V..o :ume.- =5,545 cf : - Q22; . 02 R:un Off • Depth >1.74 "' LL C.,E Tc =5:O min 0.16 . o.t4 _ . CN=92 . 0.12-F ...:.....: 0.1 0.08 ; - 0.02 -. 0 1 2 .. 4 6 7 @ 1 11 12 13 14 15 15 17 1P 19 29 21 22 22 2 Time (hears) • Tigard Knoll Type !A 24-17r 2YR Rainfall= 2.55" Prepared by MGH Associates Page HydroCAD® 6.00 s/n 001902 © 2006 HydroCAD Soft ‘. Solutions LLC 9130/2009 2:57:12 PM Pond 2P: (new Pond) Inflow Area = 38,334 sf, Inflovr Depth > 1:74" for 2YR event Inflow = 0.390 cis @ 7.92 hrs, Volume = 5,545 of Outflow = 0.162 cfs @ 8.38 hrs, Volume= 5,536 cf, Atten= 53 %. Lag= 27.2 min Primary = 0.182 cfs @ 8.38 hrs, Volume = 5,536 cf Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs • Peak Elev= 101.44' @ 8.38 hrs Surf.Area= 495 sf Storage= 553 of Plug -Flow detention time= 19.4 min calculated for 5,536 cf (100% of inflow) Center -of -Mass det. time= 18.4 min ( 762.6 - 744.2 ) Volume Invert Avail. Storage Storage Description #1 100.00' 1,166 cf 36.0 "D x 165.00'_ Horizontal Cylinder Device Routing Invert Outlet Devices #1 Primary 100.00' 2.4" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #2 Primary 101.43' 2.3" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.182 cfs @ 8.38 hrs HW= 101.44' (Free Discharge) -1= Orifice /Grate (Orifice Controls 0.181 cfs @ 5.78 fps) -2= Orifice /Grate (Orifice Controls 0.000 cfs @ 0.32 fps) Pond 2P: (new Pond) Hydrograph 0.42-. - . . : _ . : i 0 390 Cfe n 7.92 hrs j 0.4 rnf1OW - .. - . _ . _ _ ; ..- Primary 0.36.:. _. - • . - • 0.36_ Inflow - Area =38,334.s:f 1 0.34_ 0.32- Peak EIev= 10.1:44' ' 0.3 0 .28= Sforage 7553 cf , 0.26.. . v 0.24= . . .. . . . , 0 0 2 G.1ez Cr S n 6 o � .36 hrs i : - . r;. 0.16: 0.16: _.. _.. .. . 0.14:_ .. . 0.12. ... . 0.1 ..... ... 0.09 - ,- , �` °' „. 4. 0.04: .. - _ ""� . -1 0.02 . 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 '6 17 10 19 20 21 22 23 24 Timo (hours) Tigard Knoll 7yde /A 24 -hi 1QYR Rainfail= 3.35' Prepared by MGH Associates Page 4 HydreCADZ: 8.0C s/n 001902 c 2006 Hy;;roCAD Software ScLitiors LLC 9/30/2009 2:57:12 PM Subcatchment 3S: Post - Development Runoff = 0 566 cfs @ 7 91 hrs, Volume= 7.949 cf, Depth> 2.49' Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.0 1 hrs Type IA 24 -hr 10YR Rainfall= 3.35" Area (sf) CN Descript on 28,662 98 Paved parking & roofs 9,672 74 >75% Grass cover. Good. HSG C 38,334 92 Weighted Average 9,672 Pervious Area 28,662 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post - Development Hydrograph 0 6 - - [ 0.56E cfs u 7.911 l- Runoff Type IA 24 -hr 10YR 05 Rainfall= 3.35" 0.4E 04- Runoff Area =38,334 sf Runoff Volume =7,949 cf 0.3 - Runoff Depth >2.49" LL Tc =5.0 min CN =92 0.1= 005- 'dm, (hours) Tigard Knoll Type 1A 24 -hr 10YR Rainfa'1 =3.35" Prepared by MGH Associates Page 5 HydreCAD®> 3.00 sin 001902 G 2006 HvdroCAD Software Solutions LLC 9/30/2009 2:57:12 PM Pond 2P: (new Pond) Inflow Area = 38,334 sf, Inflow Depth > 2.49" for 10YR event Inflow = 0.566 cfs @ 7.91 hrs, Volume= 7,949 cf Outflow = 0.317 cfs @ 8.24 hrs, Volume= 7,931 cf, Atten= 44 %, Lag= 19.8 min Primary = 0.317 cfs @ 8.24 hrs, Volume= 7,931 cf Routing by Stor -ind method, Time Span= 0.00 -24.00 firs, dt= 0.01 hrs Peak Elev= 102.05' @ 8.24 hrs Surf.Area= 461 sf Storage= 849 cf Plug - Flow detention time= 26.0 min calculated for 7,931 cf (100% of inflow) Center -of -Mass det. time 24.4 min ( 750.0 - 725.6 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,166 cf 36.0"D x 165.00'L Horizontal Cylinder Device Routing Invert Outlet Devices #1 Primary 100.00' 2.4" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #2 Primary 101.43' 2.3" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.317 cfs @ 8.24 hrs HW= 102.05' (Free Discharge) 1 =Orifice /Grate (Orifice Controls 0.217 cfs C 6.89 fps) 2= Orifice /Grate (Orifice Controls 0.101 cfs @ 3.48 fps) Pond 2P: (new Pond) Hydrograph 0.6 _ _ 1 0.566 cfs di 7 .9 1 nrs - 1 rn Inflow Area= Primary . 38,334 sf 0.45: Peak Elev= 1.02.05' 0.4- Storage -849 cf o 0 . 35. . u 0.317 cfs 8.24 hrs i . 0.3 0.25 0.2- ..._ - 0.15 _ .. • 0 1 2 3 4 5 F, 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 Tigard Knoll Type IA 24 -hr 25YR Rainfall= 3.90" Prepared by MGH Associates Page 6 H 8.00 sin 00 1902 C 2006 HydroCAD Software Solutions LLC 9/30/2009 2:57:13 PM 1 I Subcatchment 3S: Post- Development i Runoff = 0.688 cfs @ 7.90 hrs, Volume= 9,632 cf, Depth> 3.02" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs 1 Type IA 24 -hr 25YR Rainfall= 3.90" j Area (sf) CN Description 28,662 98 Paved parking & roofs 9,672 74 >75% Grass cover, Good, HSG 0 • 38,334 92 Weighted Average 9,672 Pervious Area 28,662 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post - Development Hydrograph 0.75 0.686 Os 7.90 hrs I , — RunoYl 065- : - - --_ -- Type IA -hr :25YR Rainfall =3. 90" . 0.55- _ 0.5_ .. Ru Area= 38,334 sf 0.45_.. Runoff Volume =9,632 cf 3 Runoff Depth >3.02" ° 0.35 . LL : ' Tc =5.0 -min 0.25- : CN =92 r..........„,....„......rr 0.15_ 0.05= 1 7 ' E 7 5 9 10 7 i 1 13 14 15 15 1; 1P, 19 20 21 ?2 23 24 I 11lrnQ 1hO:IIE) I 1 1 I 1 I 1 Tigard Knoll Type 1.4 24 -hr 25YR ,Rarnfa11= 3.90" Prepared by MGH Associates Page 7 HydroCADe 8.00 sin 001902 G 2006 HydioCAD Software Solutions LLC 9/30/2009 2:57:13 PM Pond 2P: (new Pond) Inflow Area = 38,334 sf, inflow Depth > 3.02" for 25YR event Inflow = 0.688 cfs @ 7.90 hrs, Volume= 9,632 cf Outflow = 0.389 cfs @ 8.23 hrs Volume= 9,602 cf, Atten= 43 %, Lag= 19.6 min Primary = 0.389 cfs @ 8.23 hrs, Volume= 9,602 cf Routing by Stor -Ind method, Time Span = 0.00 -24.00 hrs, dt= 0.01 hrs Peak Elev= 102.61' @ 8.23 hrs Surf.Area= 333 sf Storage= 1,078 cf Plug -Flow detention time= 30.1 min calculated for 9,602 cf (100% of inflow) Center -of -Mass det. time= 27.9 min ( 744.2 - 716.3 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,166 cf 36.0 "D x 165.00'L Horizontal Cylinder Device Routing Invert Outlet Devices #1 Primary 100.00' 2.4" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #2 Primary 101.43' 2.3" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.389 cfs @ 8.23 hrs HW= 102.61' (Free Discharge) T-1=Orifice/Grate (Orifice Controls 0.244 cfs @ 7.78 fps) 2= OrificelGrate (Orifice Controls 0.145 cfs @ 5.02 fps) Pond 2P: (new Pond) Hydrograph 0.75- : / 0.688 cis a. 7.90 hrs 1 — Pr 0.65- Inflow ;Area - 38,334 sf 0.6 Peak Elev =1- 0:2.61' 0.55- : :Storage = 1,0:78- cf- .- L [ 0_389 cfs at 6.23 hrs i . 3 " � .. ° 0.35 ..... -.. . 0.3- _.- . 0.257 ' • . . . _ , 0. N...., 0.05 - 0 0 i 2 3 4 5 fi 7 6 f 10 11 1 2 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) Section D Upstream Analysis Upstream Summary The upstream drainage basin was analyzed with NAD27 topographical maps and field inspections. The topographical maps were used to determine the potential future impact on the existing storm system in SW Knoll Drive. The existing storm system includes a manhole at the intersection of SW Hall Blvd. and SW Knoll Dr. that connects to the existing catch basin on the south side of SV'J Knoll Dr. which outfalls to the wetland area to the north. The 18" storm pipe that outfalls to the wetland was assumed to have a 3% slope from the catch basin to the wetland based on topographical maps. The upstream drainage basin, including the project site, is approximately 421,000 square feet (9.66 acres). The zoning for the basin includes CBD (Central Business District), MUR -1 (Mixed Use Residential 1), and R -4.5 (Residential 7,500.sf min, lot size). We calculated a weighted runoff coefficient and used the rational method to determine the conveyance requirements. 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Do St, . 2 . ' .. fo , • ... ..,....:'''"•• ‘....,:, 2 LOT DATE JIme 26, 20:17 ."OR ASSESSMENT PURPOSES ONL - DO A'OT R,/. . Q. POP 0 'THEP :ISE • CY 0 • %, .: . ;tn.- • ,f1/4" ,.... ••• '••, '...:" . C " / . . . TIGARD 2S 1 01BC 2S 1 01BC 1 111` 01 1 i lIC, 4_.)Fe2tiri P:'a 'e 1 0 1 -. �.,II :V of 'l'igard, Oregon n e ARD . O °� 0 . .1.t 1, J1It, ' •. . .1. ,,r? v. _, GAA 1 MAIrrAS ," $:.:)..i . .'t"` i i 1� �:: t .' 1( i' . r l l : 1 l (l i 11 ,' Intersection of KNOLL I, HALL Planning: Summary C .. e�O.k�o- ' t;;r �' i ± �'d ...t . ,4` fi 1 � b a fsb� ' r w r y °" 1 3 c • 2:7 a t ? - a es ai a a a aw° -- r� sr // . - -. f ) E MP S t melt Palk ' j $` ' r" , o s n e - o * , .. r. ..j „- . ,....y, ■ , ^ c Y S o- t t� . f ”` s s .�, - , mo t " .. -r `- '.-4, r ,y.. cr 's "" J�.f ' h o C 7r ..r. 4 . :, ,o �U • Xi` _ J 8 .�� rc "' ."�.. 3' dy, �Ry g © � naS S" t r � , 4' ^s -_ � '�I "' ?' ° � GAUD P U+ a ,, Q • i 0". �� , ° n c s w . u� r k, r " ° t11 f ,a ... z , v s ° . t -' 'b x, st R , t ,�°,. °¢ r "c B 'i e 'tab x`3 . ;Li , : e �-• 41,4 3. 9 �t'x•�Z. t' � sC . F i�w a s, �'<; `�°3, '*;4:-,. � � � f. X 04, ��`� o \% � � � � � '•° � 3._.3 �� � •,.,+ � �_ Zoning 3 a- R � . a I I 30 000 Sq Ft Min Lot Size a C�O 7 • 1 20,000 Sq Ft Min Lot Size s � ` -.. s e r ;' / 1 l 10,000 Sq Ft Min Lot Size } ' ,Cd r �'3 ,., ,�. I� 7,590 Sq Ft Min Lot Size Orr „ ctms, - Fr- x o 4 / c� ro /� t ° / 5,000 Sc Ft Min Lot Size ' ' % v� 5+ ' IA -1 R-4.5 if ��� (�I Q, �� -' / i j -__- { 3 ,0 50 Sq Ft Min Lot Size d g „ ° x ` c��` 1 t ' , 4 J r 1-- . le 1 i 1,480 Sq Ft Min Lot Size + ti j� 49 Units Per Acre °e ° _ ',,,k4 4 t h t /' - j -� i Mixed Used Residential 1 a, a 1 s xr. s r� ,a As/ r ' : Mi xed Use Residential 2 ° � � .-4,..f.:4,, ` h lE.hfi i � � :rk .. ,�' H G � � I t t ” • p e,.'i o i . 1 p F , , - Central Business District z ! 5 a is �� at e r Vil ... N ` "° ,x 1..L. • 1 j 1 1 Communitg Commercial n 4 r - 1 General Commercial ( 1 Neighborhood I Commercial 1 � Professional Commercial D Mixed Use Commercial r Mixed Use Commercial 1 1 1 Mixed Use Empolovment Eij Mixed Use Employment 1 le Mixed Use Employment 2 I -- 1 Light industrial IQI Industrial Park Heavy Industrial kt Tigard Zoning Zoning Description Type Overlay C-G General Commercial CON C -P 'rofessional Commercial C.01.1 C6D Central Business District CGM I -L Light industrial IND 1 -P industrial Park LND MUR -1 Mixed Use Residential 1 RUB i iup:/ www.tigardmaps.com /mox52_mult ip / Fuser action =-plann 9/10 /2009 • , . Conveyance Calculations Rational Method PL:.NNI:4(7, AND ENGINEERINC CUm. INC. ARS?. T=ME Q o.1: SLOPE Of 2/05 Dep:h Depth./ V LEN,7:T14 iNc. 2.0EA TOTAL (MIN! 1 (026 Di. ( i 7 D.i.. (fos) Tr.mE LINE (22) .t,C) (I/R) (IN) (ETIFT) (CFS( 15) (PT1 (mINI Mannina's "n" 0.013 C = 0.75 (Weiahted Runoff Coefficient based on Zoning) P..ine_....11 0.285 0.1850 5.00 2.45 0.34 12 0.0200 5.05 0.01 2.11 0.18 2.85 32.0 0.15 liLin_P.2 3.50 4 .0350 8.15 2.44 7.3F, 18 0.3052 7.45 0.99 11.50 0.81 4.79 330.0 1.15 PAP!: tap, 3.2 7.3120 6.29 2.26 12.39 15 0.0200 11.89 0.83 12.36 0.10 9.42 221.0 0.73 P.. 2.000 7.3122 6.35 2.25 12.34 13 0.0200 11.99 0.82 12.32 0.70 5.10 70.0 0.12 Zi-Pe_1 0.380 0.880G 5.00 2.43 1.62 12 0.0050 2.53 0.84 6.99 0.55 3_ 25.0 3.12 6.10) 0.8200 5.1:212.41 1.59 12 0.0050 2.53 0.63 5.92 0.58 3.35 52.0 0.26 P...i...p.e.iL6 1.328 3.6400 6.47 2.25 14.58 16 0.0300 18.24 0.80 12.19 0.6 11.14 172.0 0.25 The F.noil ,,_! Tird 01-12016 10/2/2005 Pip. Conveyancr-_-! Ca 1culat.i.onf7. X;11 .L.sr.ocia.t::s. Inc. , . . ; , • • . ; . , . , . . . , . ; . . . . , . • , . : . z - UPSTV-rak-ivk : 13A-slrI : 7- r Y (4 : , . : . , t , , : .., . : . . . , . , 44 lx) vvv-nAkivD Alz-F-4 1 „ i i 1 i ........ 12.1 .... , —1 V1- it„r1 1 111 11 i • , I 1 1 1 ,I 111•1'; Y ._:-.1 _ H - fl..H F ' :,,,,,,, , ; , I; ,, I Iii :1;:d L ill ._ j 1, • ,,' ■ . ._. th' 1 1 - I li , p ,/,/ ....--„./,.. i i , ...„, , , ...,,,/ . 1 i H ..j.// ...-. ././ , I . .,........, , , , . , / , . , A' , ------"-.... . .. • - / ,, .1,, L .- . / / ..... -( .. ,..... , t 1 - -. ...... :•-,,/,...s.......,,,,,,,_ , / 1: 7 Kvi- 1\AANtivkiE- I 1 ,./v ---„, i - p-tv Kool-t- , ..„ ik„, ; A-T - ri tA-(2-r% • .....m , 1 '''.-. f• • • Co-NV . &a. M A-F Hyciri lr,L ' 7.1 i Ii I Runoff (:ncfficicnts for tlic Rational Method Fl..A ROLLING HILLY - Pavement & Roofs 0.90 0.90 0.90 1:artit Shoulders 0.50 0.50 0.50 i Rods! -- D r i ves & walks 0.75 0.80 0.85 Caravel Pavement 0.85 0.85 0.85 CAA) - City Business Areas 0.80 0.85 0.85 ('floc.. ' _- ,Apariment Dwelling Areas 0.50 0.60 0.70 I.ight Residential: 1 to 3 units /aere 0.35 0.40 0.45 (Z L ..1 Normal Residential: 3 to 6 units /acre 0.50 0.55 0.60 Dense Residential: 6 to 15 units /acre 0.70 0.75 0.80 Lawns 0.17 0.22 0.35 Grass Shoulders 0.25 0.25 0.25 Side Slopes, Earth 0.60 0.60 0.61) Side Slopes, '1'iirf 0.30 0.30 0.30 Median Areas. Turf 0.25 0.30 0.30 Cultivated Land, Clay & Loam 0.50 0.55 0.60 Cultivated Land. Sand & Gravel 0.25 0.30 0.35 ( Industrial Areas, Light 0.50 0.70 0.80 Industrial Areas, Heavy 0.60 0.80 0.90 Parks & Cemeteries 0.10 0.15 0.25 Playgrounds 0.20 0.25 0.30 Woodland & Forests 0.10 0.15 0.20 Meadows & Pasture Land 0.25 0.30 0.35 Unimproved Areas 0.10 0.20 0.30 O Inz errious surfaces in bold e Rolling- 1;roun /'slope between 21.)ef'ce'nt to 1(..0percent • hilly ground slope greener 1170,1 10 percent 121/Nuec C 11 IC-1(r (C--) a° IA t... 1“ - 0 . {art ' 6 k C MVP--1 t2. ( 0.08 cc c-- Rov'f 6.g (-7q ac p__ IJ.c a.` C l . 32 fr.c___ (if3 D • 0. 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Section E Downstream Analysis Downstream Summary The downstream system includes an 18" corrugated aluminum pipe that conveys runoff to the wetland area to the north. This pipe has been analyzed as part of the upstream analysis and was found to have adequate capacity to handle future developments. The wetland area, Crystal Lake, and Fanno Creek have no known capacity issues. • Section E -- Soils Evaluation Soil Summary According to the USDA soil survey for Washington County, the soil on the site consists of Woodburn silt loam (Hydrologic Soil Group C). Refer to the Geotechnical Investigation for additional soils information, , V \Veh Soil Survey Page. 1 of 1 "'I'm r °',. - .. *. #;.` . f1I 11!. `,i - ° R lf�r-!:6V -7 Cnntntl Ue I 11a,, ea.t 1 :,te ' t, •rh ved Sol Su '_ rvr,. . . Surr ey Striae (,,.osear-: Pooln encc: I 1.,, p, �ut r:et ,! A A we; of:nte;e5t jl.01) Sot Malt Sail Unix P• ?p:CIP' • Sttof fart ;� -_ - _µ _ _ -- - -- - - - -- - - Printable 'Peewee] Add :o Snoa sIngCanl 9 71 Search i Soil Map - ... , - - - _ — . -- . .. . - - -. _ \) J mr .SJ ll; 'Al Scale l(;'' l0 Scala J 1 1 Map Unit Legend i 11r ..�.. -- 'r . i i o f 1 r ,� .+. AR" J r " * i ::, 1 a i;.,3,.... - .; e i . ,,� . e I Washington County, Oregon (OR067) }, Ap... {ma 4 , p , r F • e yr • 1111 \' }y ?�:i�'R 14 . !} ` l h r t ._ ti, I,�� I Map Unit Map Unit Name Acres In percent or 'Zl+, 4,-4. A. ey" • ' S•rnuoi AGl A01 Ir �•t g Lli: : ' #' �., Z r -:� i r-`1 45P KoC�oum 51., 100 nw, . ' ,. s a s -" ,. � -c "-` load, 3 to ? c • sZc. , -,""t...<1 I PC:cent:Japes 1 S � } ' • �`i . i •,, `"r ". � • A , t ,; t � _ -f tt " y!u• 4 ' •y i Totals for Area of Interest 1.5 100.0 °� � A' _ w js :j7sy 7 ,-,:. –,-4.'''- w,Y a z s ,� ; = s •� .• x � y f i ` ' f / • --, ost Ot f , ; ` �,- ...,41,..!'- . - . • , • 4 3 ., .1 ,"" ar •:,. ,`y `vim -- . ' „ Ill , , - ....-.. :..-,- ,_-, --4 , i - - #,--: , -....r , ,,„,„ ,::::`. ;.3? ,.:, Kuk t � t Warning: Sell Map may not be valid et this scale. q have zoomed In b. e one e t et ch oh aver. ed o d. Mpig dare et articular scal the th s s o f t surveys t whi hat co m soli ptl e ou r A is were m a intend a 1 0 use TP,e dopes!gn n of of r unit, and the l 01 detott shown la the resulting soli rnaV y are dependent on that map seals. 7 , Enlargement of maps beyond the scale of ;napping can cause misunderstanding of the eetali of mapping ant accuracy of s0il line placement. The maps do not show the small areas of contrastluy soils that could have ht l shown at a more detailed scale. i COI:. 1 Accessibility Statement I Privacy Policy 1 Non -01scrlrninat•on Stater ant 1 Information Quaii1y 1 t'SA.liov 1 White Hou hit p;// websuil nres. us :ia. /appiWcbSoilSurvey.aispx 9/10/2OO9 r \Vei SOi1 Survcy Page 1 tr1, _ It I: 1 1 . .r 1 1- 1t k r to i - t 1,E r { E. It "11'r Et ► �s yft /p_� y 4 r . 's'� . :. ;,ku S=.,.. `.4 ,,_...i � li'yl t ):fFI 11 _ - •'�6_. IW it .)...V.4 .4II� ., . ., \bt 3l% 0.,.. --rl 500 t:nt, A,rhivod So 1 Survt,t , .c:I ourv.% Si +:t!'. ' W01.6, r,C'. ■. : ?t t (3nut H€,A ■ A 4 Area or Interest 1301) Sell Map Soil Data Explorer - Shcpillnp Ga0 ( f r, c1 _ _ i 1 V.., _ )i! I nin L,. t L . .st. - s .. - __.I ; Print able L'er aloe 1 nod to ShonWnc Cart � (� I lr;trc tA 10 5,iltandltiei, and limitaticirs fo: Use Soil Properties nod Qualities o Fr 1xll ;.1 1 t•ssc;sment 50, I e'vpris ' S e - ,rctr_ -- . - -. —. _ , Map -- Hydrologic Soil Group - - _ -_ -. - - I � i1 I l) IC{ i. I M( �' F1,` JDJ A f sc.-i c' ) . t i 1 Properties and Qualities Ratings - - 4iii r sw "' t , n .r aE`a, ' 1 mo t. , u ' ' e ' "+' I'D ,,�� r � ,,, – Opon Alt1 CI¢ao AIS1 ` f r , a 1 " } -:. r • J ` ,1 . ', . t la ' t t . :1, •R £ ", „i • S i •r ( i • U":" j -.%"4., : ' ' '. Wi ', � 5 t°•'- I' J ,,,_,..4 ?� -. V Soil C rem) 1 FrOpettles � Fl* 4 #4. a.ti s �xb? 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''''14. t . 1 , ti a i ii 1 • ty S� Y JS , x ` N . .:-", / . - r 'r .i • • 2 . - - eU fpi i s. }x -- -, r ►`; (?. -r• - Warning: Soil Ratings Map may not ha valid at this scale. 1 I ' have zocmcd In beyond the scale at which the soil map for this area. is intended to be used. Mapplha of •: j 1 Is done at a particular scale. the soil surreys that Compns0 your A01 were mapped at 1:20,000. The design map unit=- and the level of detail shown In the resulting sell map are dependent on that map scale. Enlargement Of reaps beyonc the scale of mapping can cause misunderstanding of the detail of mapping one accuracy of soil line p The maps do not show the small areas Of rontrastinC, sons that could have t.. i shown at a more detailed scale. t Tables - Hydrologic Soil Group - Summary 33y Map Unit Summary by Map Unit -- Washington County, Oregon 61) 1 i Map unit symbol Map unit name Rating Acres In AO: Percent of AO( 4532 Woodburn slit loam, 3 to ; C 1.5 100. ?b percent storms 1 Totals for Area of Interest 1.5 100.501, F 1 Descripticn- Hydrologi: Soil Group - _ - _ -__ - I i Hydrolo01c soil grottos are based on estimates of runoff potcntirl. Suits are assigned to one of tour p'o'ps 1 accoedh033 tc the late o` water inflit■atlol; when the lolls are not pr0tea.ed by vegetation, are ihoroughiy wet, and 1 I receive precipitation from tong - duration storms. 1 1he soils in rile Unite° States are assigned to four groups (A- ti, 0, and Dj and three dual classes (A /D, B'D, and 1 0101. The group", are defined 33 follows: I i f Group A. 5011E havirl5 a Bola infiltration rate ;10,5 runoff potential) when th1U'Otrghiy wet. These consist mainly of 1 deep, wcl' drained to excessively drained surds or oraoeliy sands These sobs have a high rate of water treosntissi0n I {. 1 ... ut F . .; e u m Ur F mflr 1.' U.0 tu,rhly 1.1.t 1 ,e d.n • ( 4 '1 , i u1 Jc ciel,, - lase, i �� 1 er deep, x:7 3,31 132 y 31321) d+ 21 0 ;) 0) 3ll nt )red co' r r that have uder t 1; 9re .5 uIe to r ode. 215) 2033' _. I te These stns ha vi if moderate rate cf 0 -alt. tr_:nsm s.ion I Group 0. Seals having a slow Infiltration r Rte when thc,oug)rly wet. 1 hese 30//3151 chiefly Di soils (Irvine a layer I that impedes the downward movement of water or '..nits of moderately fine; te• or fine (s old' 0 These soils have a !1St rate of water transmission. Group D. Soils having a very slc:., infilirat■n rate (Mgr runoff potenhai) ,vhl•n thoroughly wet. These c315■sl chiefly of clays that have a high shuin5 -swell po;e:alai, soils that have a high water table, soils that have a ciaypan or clay layer at or near the surface, and so)5h, that are shallow over nearly lmpi-wlous material. These sells have a eery slow rate o' water transmission. I , li It a sc!11s assigned to a dual hydrologic group (A /D, C (0, co CID), the first letter I: for drained areas and the r second IF (0r undral0Ed areas. Only the sobs that In their natural 1 3113);3 13' In or a')) 0 ars assigned to dual 1 i i 11 dosses 11t1p: /hvebsoilsurve nres.uscia.gov /app /t 'cbSoiISurvey.uspx 9/10/2009