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Report (544) g; k J gop c90 I— Goo( ( d� f 3 REDMOND & ASSOCIATES i Geotechnical Investigation Proposed Green Office Building Sites W 67 SW 67th Avenue & Atlanta Street and SW 68th Avenue & Baylor Street Tigard ( mah c , Oregon 1 for 1 Mentrum Architecture, Inc. Q AN o a o 1 ,� U (1 1 1 • , 1 Project No. 230.006.G July 19, 1999 , - T.°?�w31::3$d rvt� ...... ;•...- - .:;:.e: ......L..... .,.r ... r:-: c,....:...�- .......- .- ..-_-r _.... . 1 , ec. - * ,„ REDMOND & ASSOCIATES ,, fit, Project No. 230.006.G 1 Page No. 1 1 July 19, 1999 • ' Mr. Bayard Mentrum Mentrum Architecture, Inc. • 1 503 NW Irving, Suite 210A " Portland, Oregon 97209 -3706 _Dear Mr. Mentrum: Re: Geotechnical Investigation, Proposed Green Office Building Sites, SW 67th Avenue & Atlanta Street and SW 68th Avenue & Baylor. Street, Tigard (Washington County), . - Oregon • lee INTRODUCTION I In accordance with the request of Mr. Bayard Mentrum of Mentrum Architecture, Inc., we have completed our Geotechnical Investigation at the above subject proposed Green office building . site. The scope of our services for this project was detailed in our formal proposal to Mr. Bayard 1 Mentrum which was dated June 21, 1999. Written authorization of our services was provided by Mr. Mentrum on June 25, 1999. The proposed new office building sites consist of four (4) separate tax lots. Specifically, one (1) building site consists of Tax Lots 100 and 200 and is located to the southeast of the intersection of SW 67th Avenue and Atlanta Street while the second building site consists of Tax Lots 1300 and 1440 which is sited to the northwest of the intersection of SW 68th Avenue and Baylor Street. Each site is generally rectangular in shape and consists of approximately 0.28 or 0.79 acres and is sited in the city of Tigard (Washington County), Oregon. PROJECT DESCRIPTION We understand that present plans are to develop each site by constructing a new office building. ' The new buildings will reportedly be a three -story, steel - framed structure with brick veneer and a concrete slab -on -grade floor. Support for the new buildings is anticipated to include both conventional shallow strip (continuous) footings as well as individual column (spread) footings. Additionally, due to the existing site grades and sloping nature of the sites, we anticipate that a - portion of the new buildings will include a partial and /or below grade retaining wall. Structural 6 loading information, although presently not available, is expected to be fairly typical for this type of commercial construction. Other associated site improvements are expected to include concrete and /or asphaltic concrete pavements for automobile parking and drive areas as well as U. underground utility services and landscaping. P.O. Box 301545 •• Portland, OR 97294 • Phone: 760 -1060 • Fax: 760 -1372 1 • te r: ... .. ... .. - .1 . 1 ., I ,_ _,,, I .. . ____ • :� --' �' 1.1 ^�i�\ % �. ) ' 1 , /i I �_ � i —. �� - ., „ SchSch Irv \ :. ! 1 � .� ,r °' i •r : == sly. — �l ~`� —mo ji' - 1- a �� _ v = � • Sy r - - �;... e 'er ` • i . •x: • � .. /- _ ( ---7 ,--4". - • • v ..--- � a ; : = ., S ITE v _ ,i • fL .� s 1 , I ::..,.:41f,,,,',..,,,:: _ .�•.� , ..... ��:' \ \- e0 '' .• s t. P 533 ;`\ 'e =Le .. -A\ - : - - • _ ) .. " .. ;C L am- c . - — - 38 _. _. • - / .- Z ' - • 1:!:::.r.:1 ..•. � �r T � c r(0. --,..,.._.- ./ V t — J c h X 39 1 t.---- i . -0 :rs LAKE OSWEGO QUADRANGLE . OREGON 7.5 MINUTE SERIES (TOPOGRAPHIC) . NW,4 OREGON CITY 15' QUADRANGLE 1 SCALE 1:24000 1 7 0 1 MILE - 1 1 1000 0 1000 2000 3000 4000 5000 6000 7000 FEET ...1 _ F 1 .5 0 1 KILOMETER — •--- ..__ -'--- — ` 1 CONTOUR INTERVAL 10 FEE NATIONAL GEODETIC VERTICAL DATUM OF 1929 a t ,--„. ■..._. SITE VICINITY MAP 1 Project No. 230.006.G PROPOSED GREEN OFFICE BLDG SITES I Figure No. 1 • Project No 230.006.G Page No. 2 SCOPE OF WORK The purpose of our geotechnical studies at this time was to evaluate the existing site subsurface • soil and ground water characteristics as well as any associated impacts or concems with regard to the feasibility of the planned construction and commercial development of the site. - Specifically, the scope of services for our Geotechnical Investigation include the following scope I of work items: 1. A detailed site reconnaissance of the proposed commercial development property as well as a review of other available published and /or unpublished geotechnical reports and geologic maps of the proposed site and area. Additionally, three (3) exploratory test holes were drilled across the sites and near the area of the proposed new office building structures to depths ranging from about 15.0 to 16.5 feet beneath existing site grades. Detailed logs of the exploratory test holes, presenting conditions encountered at each location explored, are presented on the Boring Log, Figure No's. 5 through 7. Further, representative samples of the subsurface soils were collected at selected locations and retumed to our laboratory for further examination and testing. 2. A laboratory testing program to assess the pertinent physical and engineering characteristics of the subsurface soils. The laboratory program consisted of tests to evaluate the natural (field) moisture content, Atterberg Limits and gradational properties of I the on -site soils. Results of the laboratory moisture content tests are presented on the • Boring Logs, Figure No's. 5 through 7. Results of the Atterberg Limits and gradation tests , 1.10 are presented on Figure No's: 8 and 9. 3. Recommendations and our written report presenting the results of our geotechnical - investigation. Our report includes our opinion of the overall existing site stability and . suitability with regard to the planned commercial development as well as general recommendations for site preparation and grading, placement and compaction of any - required structural fill(s) and /or cut slope gradients, anticipated suitability of the on -site soils for use as structural fill as well as criteria for import fill materials, and I ; recommendations for preparation of pavement and foundation areas. 4. Recommendations for commercial foundation support and design including allowable contact bearing pressures for proportioning footings, minimum footing width and embedment depths, and estimates of foundation settlement as as lateral earth • pressures for below grade and /or retaining walls. Additionally; recommendations for , collection and disposal of ground water and /or subsurface water has also been provided. -: ; Further, we have provided pavement design criteria and structural sections for the project. SITE DESCRIPTION The proposed subject commercial office building development sites, located within Township 1 ,.. South, Range 1 West, and Section 36 of the Willamette Meridian, consists of two (2), separate I building sites: The first building site comprised of two (2) tax Tots, totals approximate 0.28 acres ' : which is sited just northwest of the intersection of SW 68th Avenue and SW Baylor Street. This site is presently unimproved and consists of a moderately to heavily vegetated property which is characterized as gently to moderately sloping terrain descending down to the west with overall ' topographic relief estimated at about 6 to 8 feet. The second building site is also comprised of n two (2) tax lots which totals approximately 0.79 acres and is sited to the southeast of the � • intersection of SW 67th Avenue and SW Atlanta Street. This site is presently improved and 1 contains an existing wood -frame residential structure. • • REDMOND & ASSOCIATES - .. -• '?a u .?"c b` ^fi' ,o'- '- '8e¢ -e. c•- . .. a �A.::.�•Y .- , <7x, - +t .. - ...... - _... :.i!:... .... - y, ;�"`T a':vt -.. - . i • lJ 1 =VA • • 1 - c , / , r I ,•• aTa 1p. 2300e •ta eo•226 o --.--4"' 11 c N. �� % WM - % 4:Q14-4. 1•"Ca•c•.0 %�� a•+ t� % N. 12r N. T ATLANTA / ....7. - z • . i r 12 x clt7 * no. . o d ro « 1 r ` r / 700 4 r \ • �... '• `: 900 el •0•unT 19.0 oL'` a ° ' ii • t _ _i 3 _ J422 >:I _ E II AG 22 .1 +111A., `: •4s, 3 % ■ . • 22 , ' I �� g 4 1 21 «� / 1- 4, 4 (C22Ze31► 10.1 4 . ■ , r• .� • 't -- 1 4 ; 3 ., f J B-2 ^ A e 20 C / H 5 20 , `4 B -2 I \44 6 19 a. 1 ! 6 3 1 I „ N 7 1400 800 i8 S C 301 .O6 AC 600 9 i W - s7w ••• 8 , /2A c 74 + 17 b ' 400 .Q64G 4C. * t tf ' • D ~ •214°5 4' T T « 1 1 1 T T 7 '� h � < i3071 ' N 44.0640 S 1 VI e♦ ° I — C .181 ► LU 2 a 11 12 4 I f . I : > 9 10 II 12 13 14 15 169 99 q 11 12 13 14 15 1621 A cr • 16 1 4' B -3 L_ re or 1a at or as• 1s' 2s 27' as. 24' 29• as. as 2e' . eorm � 1 AI �. I + = AYLOR (11 0 © 0 '° /m 's - STREET= I`l ' ? 20 4545 o I'. 1 . ' 21 24' 24 26 2e' 2s r as . • se 2s' ':.. • as 2D 23, 2s 2s 2s 2e' 24• 2s• 21 .11 t ) 2600 ed 3300 3301 J • • 3900 3900 ` 34 AC. 8.., 1 44• .1,910 ./4AG o 4. ./ !2/ AC. .8 V + $172. 4 !, 3 4 5 I I 66 _ •• 4 5 7 8 9 - S 2 3 4 5 6 7 6 - - }1'71 2 w ; . I 1 1 1 1 L _t u '1 0 36 S 8 3402 t • « • 4000 `.:Ii) 36 'S 1 _' • / •694C. . .2! AC 35 8 r, 35 �� « « „ r 1 r e + 171. •1 I 3290 I I 3700 8 11 3 it .06AC .14' AC. r 1« . M1 12 t�Ae. « 1 12 . s_ 33 rts > 9� 3200 « _ }} • L 1? K . Z-- 14 31 „e } : 41 _ i , 31 o;' 1 .+ i ti + 5 30 .L.. , 15 3600 • .9 « • A� 112-' 30 ti w 6 29L� • m 16 a 16 T . - i 29 1 % l 7 3403 17 r 28 C 3001 ./2 AC 1 ) .32AC 18 C 18 TT I -4-• od = } ✓T . T T T � T 1 Q I i1, 35 34;,0 ~ p� • ' , ?/ AC . 1J AG I s•o/;►77 2 •� A • � , 22 23 24 25 I ? � 21 22 23 24 25 26 . _4.0/44. R V !, - V' t."; w , ' 0 O } 22.tA'I21,21 1/. \. -t2• •» l 2e•t12 ' ,2e ' i241 Li. 1 Loll A i 1 1 1 M 4 1 „ T{} tj C TRFC.7.1- 4 ro 21621 VAC.' , w • LI- • ‘''' Legend 1 , B-3 Indicates approximate location of exploratory drilled test boring I I SITE EXPLORATION MAP ' J PROPOSED G R EEN OFFICE BLDG SITES I Project N o. 23 0.006.G Figure No. 2 , • II i Project No. 230.006.G Page No. 3 Topographically, this site is also characterized as gently to moderately sloping terrain descending down to the west. Overall topographic relief across this property is also estimated at about 6 to 8 feet. Vegetation across this site consists primarily of miscellaneous landscaping around the existing structure as well as grass, weeds, and some brush and trees. SITE CONDITIONS Geologic Setting The proposed commercial development site is located within the Boring Lavas of Pliocene to Pleistocene age. Characteristics of the Boring Lava deposits include phyric basalt and basaltic andesite flows erupted from a series of local events such as the Mt. Sylvania cone. The proposed commercial development site is not located within any known active or inactive landslides. Additionally, the potential for liquefaction at the site is considered to be very low. However, the site is located near to an inferred fault which has been`inferred from a single contact surface. Subsurface Conditions _ The subsurface soil and ground water conditions across the site were evaluated by means of three (3) exploratory test borings drilled with truck - mounted, solid -stem, hollow- flight, auger equipment on July 13, 1999. The test borings revealed that the site is underlain by native soil deposits. Specifically, the native soil deposits were comprised of an upper layer of stiff to medium dense, clayey, sandy silt to silty sand to a depth of about 8 feet beneath existing site _ grades. These sandy silt to silty sand soils are best characterized by relatively moderate strength - . and low to moderate compressibility. These upper silt to sandy soils were intum underlain by stiff, sandy, silty clay to clayey silt soils to a depth of about 13.0 to greater than 16.5 feet beneath existing site grades. These silty clay to clayey silt soils are best characterized by relatively moderate strength and low to moderate compressibility. All soils were found to be underlain in B- • 1 and B-2 by dense to very dense, moderately weathered Basalt bedrock materials to the maximum depth explored of about 16.0 feet beneath existing site grades. These moderately weathered basalt bedrock materials are best characterized by relatively high strength and low compressibility. Ground water was not encountered at the site in any of the three (3) borings at the time of drilling: However, topsoil materials are present at both sites and consist of about 12 • 'inches of soft, organic, sandy, clayey silt soils: All soils encountered at the site were classified in accordance with the Unified Soil Classification - System (USCS) which is outlined on Figure No 4. . CONCLUSIONS From a Geotechnical Engineering and constructability standpoint, we are of the opinion that the site is suitable for the planned commercial office buildings development provided that the recommendations contained within this report are properly incorporated into the planning, design and construction of the project. f REDMOND & ASSOCIATES • Project No 230.006.G Page No. 4 The following sections of this report present our recommendations for site preparation and grading as well as building foundation and retaining wall design and construction for the proposed commercial office buildings project. However, due to the presence of the existing site improvements at the site as well as the overall sensitivity of the subsurface soils across the site, we strongly recommend that our office be consulted as the planning for the project proceeds so that any changes and /or modifications to this report can be made as necessary. Additionally, on -site inspection and monitoring of the site grading and foundation preparation work for the project should also be performed by the Geotechnical Engineer. SITE PREPARATION In general, we recommend that all planned structural improvement areas for the new commercial office buildings and /or pavement areas be stripped of all existing vegetation, topsoil materials and any other deleterious materials as well as cleared of all e xisting structures and associated surface improvements present at the time of construction. In areas outside of any existing fill materials, we envision that about 12 inches of vegetation and /or topsoil stripping may be required. Holes resulting from the removal of any buried obstructions, such as foundation remnants, should be backfilled and compacted with structural fill materials. Areas resulting in deeper stripping and removals, such as any existing fill areas, should be evaluated at the time of construction by the Geotechnical Engineer. The stripped and cleared materials should be properly disposed of as they are generally not considered suitable for use /reuse as structural fill. Following the stripping and clearing operations, and prior to the placement of any required . structural improvements, the exposed subgrade soils within the planned commercial building and /or pavement areas should be inspected by the Geotechnical Engineer and possibly proof- rolled with ' a half - loaded dump truck. Areas found to be soft or otherwise unsuitable for support of structural Toads or improvements should be scarified and recompacted or overexcavated and replaced with structural fill. During wet or inclement weather conditions, proof - rolling as recommended above will not be appropriate. In general, we do not recommend that site grading and earthwork construction be performed during wet or inclement weather conditions due to the moisture sensitivity of the near surface fine- grained silt soils across the site. However, should wet weather grading and construction be planned or required, the use of a granular working surface of at least 12 inches as well as possibly a geotextile fabric such as Mirafi 600nx may be needed to protect the sensitive subgrade soils from disturbance due to repetitive wheel loading. All required structural fill materials placed within the commercial building and/or pavement (structural) areas should be moistened or dried as necessary to near (within 3 percent) optimum moisture conditions and compacted by mechanical means to a minimum of•92 percent of the maximum dry density as determined by the ASTM D -1557 (AASHTO T -180) test procedures. Fill materials should b a placed in lifts (layers) such that when compacted do not exceed about 8 • inches. FOUNDATION SUPPORT Based on the results of our investigation, it is our opinion that the proposed commercial office building structure(s) may be supported directly on the native subgrade soils and /or a properly compacted structural fill material with conventional continuous and individual spread footings. REDMOND & ASSOCIATES Project No. 230.006.G Page No. 5 - In this regard, were the new commercial building foundations are constructed on approved native subgrade soils or properly placed and compacted structural fill materials, an allowable contact bearing pressure of about 2,500 pounds per square foot (psf) is recommended for design. This allowable contact bearing pressure is intended for dead Toads and sustained live loads and may be increased by one -third for the total of all loads including short-term wind or seismic loads: In general, continuous (strip) footings should have a minimum width of at least 16 inches and be embedded at least 18 inches below the lowest adjacent finish grade (includes frost protection). Individual column footings (if required) should be embedded at least 16 inches below grade and have a minimum width of about 24 inches. Total and differential settlements of foundations constructed as recommended above and supported directly by approved native subgrade soils or structural fill materials are expected to be well within tolerable limits for this type of commercial structure and should generally be less than about 1 -inch and 1 /2- inch, respectively. Allowable lateral frictional resistance between the base of the footings and a silty or granular subgrade soil can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.30 and 0.45, respectively. In addition, lateral loads may be resisted by passive pressures on footings poured "neat" against in -situ native soils or properly compacted structural fill materials. For passive earth pressure resistance we recommend that an equivalent fluid density of 300 pounds per cubic foot (pcf) be used for design. FLOOR SLABS In order to provide uniform subgrade reaction beneath concrete slab -on -grade floors, we recommend that floor slabs be underlain by a minimum of 6 inches of free - draining (less than 5 percent passing the No. 200 sieve), well - graded, crushed rock. The crushed rock should provide a suitable capillary break against moisture penetration through the slab and a modulus of subgrade reaction of about 100 psi /in. The base course materials should be compacted to at • least 95 percent of the maximum dry density determined in accordance with the ASTM D -1557 (AASHTO T -180) test procedures. BELOW GRADE/RETAINING WALLS Below grade and /or retaining walls should be designed to resist lateral earth pressures imposed by native soils or granular backfill materials. For walls which are restrained form rotation at the top and retaining silty or granular soils, we recommend that at -rest earth pressures be computed • • on the basis of an equivalent fluid density of 60 pcf and 55 pcf, respectively. For walls which are - . free to rotate at the top and retaining silty of granular soils, we recommend that active earth pressures be computed on the basis of an equivalent fluid density of 40 pcf and 30 pcf, respectively. The above recommended values assume that the walls will be adequately drained to prevent the buildup of hydrostatic pressures. A suitable below grade wall drainage system is provided on Figure No 3. Backfill materials behind walls should be compacted to 90 percent of the maximum dry density determined by the ASTM D -1557 (AASHTO T -180) test procedures. Special care should be taken to avoid over compaction near the walls which could result in higher lateral earth pressures than indicated above. In an area within about 3 feet behind the walls, we recommend the use of hand- operated compaction equipment. ) • REDMOND & ASSOCIATES • . 70r- • Asphalt or landscaping soil as required I (slope surface to drain) — see Note 3 • / ; ` // 6° seal of compacted native soil (landsca • -• areas only) L Underslab drain General Backfill 5' from wall line '.:':: 12' min .. • Chimney Drainage Zone _ 12° minimum cover over pipe f 4 6° minimum cover over footing F 0 r, v 0D op .. ,.--- 0 G a o, 00 t v r 00 .' �'0 ` 0 Filter Fabric Drain Gravel • i • • • , , • it . 0, :.6••• Preferred Perforated • Drain Pipe Location 0 ' 1 l- 2 SCHEMATIC - NOT TO SCALE - • NOTES: • 1. Filter Fabric to be non -woven geotexdile (Amoco 4545, Mirafi 140N, or equivalent) • 2. Lay perforated drain pipe on minimum 0.5% gradient, widening excavation as required. Maintain pipe above 2:1 slope, as shown. 3. All- granular backfill is recommended for support of slabs, pavements, etc. (see text 'j structural fill). 4. Drain gravel to be clean, washed %° to 1%* gravel . 5. General backfill to be on-slte gravels, or %7-0 or 1W-0 crushed rock compacted to 92% Modified Proctor (AASHTO T -180). • 6. Chimney drainage zone to be 12° wide (minimum) zone of clean washed, medium to coarse sand or drain gravel if protected with filter fabric. Alternatively, prefabricated drainage structures (Miradrain 6000 or similar) may be used. • BELOW GRADE/RETAINING WALL DETAIL Project No. 230.006.G PROPOSED GREEN OFFICE BLDG SITES 1 FigureNo. 3 I . l lit . t, .. *I I; •:?... _ .. _. ... _ . . .. . . _ . .. -_, _ . • Project No. 230.006.G Page No. 6 PAVEMENTS Pavement design for the project was determined on the basis of projected traffic volume and loading conditions relative to assumed subgrade soil strength characteristics.' Based on an assumed subgrade "R" -value of about 30 (CBR =3.5) and utilizing the Oregon State Highway Flexible Pavement Design Procedures, we recommend the following asphaltic concrete pavement sections for automobile parking and drive areas: Asphaltic Concrete Crushed Base Rock Thickness (inches) Thickness (inches) - Automobile Parking Areas • 2.5 8.0 • Automobile Drive Areas 3.0 10.0 ► ` :. • . : Truck Drive Areas 3.5 14.0 T h e above recommended pavement sections assume that the subgrade will be prepared as • recommended herein, that the_ exposed subgrade soils will be properly protected from rain and :construction traffic, and that the subgrade is firm and unyielding at the time of paving. Additionally, it is assumed that the subgrade is graded to prevent any ponding of water which may tend to collect in the base rock. Further, the above recommended pavement sections assumes a design life of about 20 years. Pavement base course materials should consist of a well - graded 1 1/2-inch and/or 3/4 -inch minus crushed rock having less than 5 percent fine materials passing the No 200 sieve. The base course and asphaltic concrete paving materials should conform to the requirements set forth in the latest edition of the Oregon Department of Transportation Standard Specifications for Highway Construction' The base course materials should be compacted to at least 95 percent of the maximum dry densitdetermined in accordance with the ASTM D -1557 (AASHTO T -180) test procedures. The asphaltic concrete paving materials should be compacted to at least 91 `percent of the theoretical maximum density determined in accordance with the ASTM D -2041 (Rice Gravity) test procedures. EXCAVATIONS /SLOPE • Temporary excavations for below grade foundations and /or basement walls within the native soils of up to four (4) feet in depth are expected to remain fairly stable at; near vertical inclinations: Excavations to depths of between four (4) feet to ten (10) feet should be properly ,braced and shored or backcut to inclinations of about 1 to 1 (horizontal to vertical). Where excavations are planned to exceed ten (10) feet, this office should be consulted. Additionally, at - ' ':; `:present levels, ground water is generally not anticipated at the site during construction where excavations do not exceed about ten (10) to fifteen (15) feet. Construction equipment should be kept at least six (6) feet back from the top of all slopes: ,. .However, some minor sloughing and,localized caving of construction slopes should still be - expected, especially during the wet winter months. During wet weather construction, the tops of all slopes should be graded so that runoff water is directed away from the slope. Additionally, all -: temporary construction slopes be made in accordance with OSHA safety requirements and are the responsibility of the excavation contractor. • REDMOND & ASSOCIATES 1 ' Project No. 230.006.G Page No. 7 1 USE OF REPORT This report is intended for the exclusive use of the addressee and their representatives to use to help complete the planning of the proposed new commercial office building structure(s) and design of the associated site and /or pavement improvements described herein and to prepare any future construction documents. The data, analyses, and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact our office. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. LEVEL OF CARE 1 The services performed by the Geotechnical Engineer for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in the area under similar budget and time restraints. No warranty, either expressed or implied, is made. ADDITIONAL SERVICES The recommendations contained in this report are based on information gathered during our site reconnaissance, field investigation, literature review, and on information provided to us by others. They represent our best assessment of the actual conditions at this time which would likely be encountered in the field during construction. However, we recommend that we be retained to observe actual soil conditions encountered during construction and to confirm that construction was performed in conformance with our initial and /or final recommendations for this • - project as they relate to site stripping and subgrade preparation, grading and possible structural fill placement, foundation excavation, and other operations of this project related to the - Geotechnical Engineering. We also recommend that we be provided the opportunity to review the final plans and specifications for the project as well as the proposed commercial structure(s) when they become available. This will allow us to evaluate whether any change in concept may have affected the validity of our recommendations and whether our recommendations have been I >' "' ': properly interpreted and incorporated into the design of the project. i , , , . We appreciate this opportunity to assist you with this phase of the project and trust that the above information is suitable to your present needs. However, should you have any questions regarding the information or recommendations contained in this report, please do not hesitate to - call us. :`. _Sincerely ��Ep PROFG I N E . C O, " �J Daniel M. Redmond, P.E. ' ,, it _, , „ . N.. %% ., 0 , 4. re.. i .. � �� - '. President/Principal Geotechnical Engineer r; ..' O OREGON 7 � ✓ `rr15.10 O ' A F L, M REO 1 REDMOND & ASSOCIATES 1 • PRIMARY DIVISIONS GROUP SYMBOL SECONDARY DIVISIONS GRAVELS CLEAN G Well graded gravels. gravel -sand mixtures. little or no Q GRAVELS fines. f: !) Q o MORE THAN HALF (LESS THAN Poorly graded gravels or gravel -sand mixtures. little or C O Q ° OF COARSE 5% FINES) G P no fines. N 2 p FRACTION IS GRAVEL GM Silty gravels, gravel- sand -silt mixtures. non - plastic fines. Z `L Z LARGER THAN WITH 0 Z ~ FINES Z LL e N NO. 4 SIEVE GC Clayey gravets. gravel- sand -clay mixtures. plastic fines. Q r w CLEAN 1 Z w SANDS SANDS SW Well graded sands. gravelly sands. little or no fines. cc E MORE THAN HALF ( LESS THAN Q • C COARSE 5% FINES) S P Poorly graded sands or gravelly sands, little or no fines. OF COARSE U I cc N FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines. 2 SMALLER THAN WITH NO. 4 SIEVE I FINES SC Clayey sands. sand -clay mixtures, plastic fines. w Inorganic sifts and very fine sands. rock flour, silty or I U) LL w N SILTS AND CLAYS ML clayey fine sands or clayey silts with slight plasticity- 0 O w Q w _, "' LIQUID LIMIT IS C L Inorganic clays of low to medium plasticity, gravelly V) clays. sandy clays, silty clays. lean clays. Q 2 LESS THAN 50% CI 1 Z Z to o g Q -J r" SILTS AND CLAYS MH Inorganic silts. micaceous or diatomaceous fine sandy or silty soils. elastic silts. Z cc ` r z LI LIMIT IS CH Inorganic clays of high plasticity. fa: clays. I C LL GREATER THAN 50% OH Organic clays of medium to high plasticity. organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils DEFINITION OF TERMS PI . U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4 3" 12" SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE 1 MEDIUM COARSE FINE l COARSE GRAIN SIZES I . • SANDS,GRAVELS AND CLAYS AND f NON- PLASTIC SILTS BLOWS 'FOOT PLASTIC SILTS STRENGTH BLOWS /FOOT VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0 - 2 LOOSE 4 - 10 SOFT 1/4 - 1/2 2 - 4 FIRM - V2 - 1 4 - 8 MEDIUM DENSE 10 - 30 STIFF 1 - 2 8 - 16 • • DENSE 30 - 50 VERY STIFF 2 - 4 15 -'32 ; ' VERY DENSE ta/ER 50 I HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY ( Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. 0-3/8 inch I.D.) split spoon CASTM D- 1586). 4 Lfnconfined compressive strength in tons /sq. ft. as determined by laboratory testing or approximated by the standard penetration test CASTM D- 1586). pocket penetrometer, torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS ...... Unified Soil Classification System CASTM D -2487) 1 REDMOND & ASSOCIATES - PROPOSED GREEN OFFICE BUILDING SITES P.O. Box 301545 • PORTLAND, OR 97294 Tigard, Oregon PROJECT NO. DATE 430.002.G July 19, 1999 Figure 4 .I . DRILLINGCOMPANY: Crisman Drilling, Inc. RIG: CME 55 DATE: 7/13/99 1 - . BORING DIAMETER: 3.5" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: 4iff — J H } Vl F' W W 2e _. I - LL Q° Z` , oc, SOIL DESCRIPTION z y w3 On L IE Jy BORING NO. 1 tr. o 2 O >. f 0 2 O m p m O 0 — ._. ML Dark brown, very moist, soft, organic, sandy, - clayey SILT (Topsoil) - I _ ML/ Medium brown to orangish- brown, moist to very - x 21 SM moist, stiff to medium dense, clayey, sandy SILT _ 28.8 to silty SAND _ 5 _ 1 = x 18 30.2 _ 1 _ _ CL/ Medium brown to dark reddish - brown, very moist to _ ML wet, stiff, sandy, silty CLAY to clayey SILT with 10 — small weathered rock fragments I . - x 11 33.4 _ so _ _ . _ 1 15-- x - 50/2 " RK Gray- brown, dense to very dense, moderately .. - ' weathered BASALT bedrock • _ _ Total Depth = 16.0 feet (meet drilling refusal) _ _ _ No ground water encountered at time of drilling _ 1 • . 20— - - 1 25 -- - .. __ - _- _ 30 1 BORING LOGI PROJECT NO. 230.006.G JPRoP0sED GREEN OFFICE BUILDING SITES 1FIGURENO. 5 1 REDMOND & ASSOCIATES DRILLING COMPANY: Crisman Drilling, InC. RIG: C E 55 DATE: 7/13/99 1 ,--s-, BORING DIAMETER: 3 . 5 " DRIVE WEIGHT: 140# DROP: 30' ELEVATION: cu w J e ~ w 7 tg... 1 LL 2 a° z— 1 Z -I y SOIL DESCRIPTION _ c w 3 O n y . v' BORING NO. 2 a 0 >p >. OZ O � w < O m 0 0 H 0 , m — — 0 ML Dark brown, very moist, soft, organic, sandy, - Nclayey SILT (Topsoil) - ML/ Medium brown to orangish- brown, moist to very — x 18 SM moist, stiff to medium dense, clayey, sandy SILT to silty SAND - 5 — 1 _ x _16 — 1 _ _ CL/ Medium brown to dark reddish - brown, very moist to _ ML wet, stiff, sandy, silty CLAY to clayey SILT with 10 — small weathered rock fragments - 1 - x 13 0 . RK Gray - brown, dense to very dense, moderately weathered BASALT bedrock - 1 15 • — Total Depth = 15.0 feet _ No ground water encountered at time of drilling 1 -- _ 1 20 — — .. 1 25 — 1 — _ — 30 — 1 BORING LOO ,PROJECT NO. 230.006.G [PROPOSED GREEN OFFICE BUILDING SITES I FIGUAENO. 6 I REDMOND & ASSOCIATES I DRILLING COMPANY: Crisman Drilling, Inc. RIG: CME 55 DATE: 7/13/99 I BORING DIAMETER: 3.5" DRIVE WEIGHT: 140# DROP: 30 ELEVATION: ir u" w C. 0 I-- w aE y _ I w J LL 2 y° W = F Z SOIL DESCRIPTION = 0 w ; o n H J � • BORING NO. 3 F > 0 O Z 0 ui D m pm O 0 yV _0 - ML Dark brown, very moist, soft, organic, sandy, - ' clayey SILT (Topsoil) - ML/ Medium brown to orangish - brown, moist to very x 15 25.7 SM moist, stiff to medium dense, clayey, sandy SILT - I - to silty SAND 5 --r — x 14 26.6 1 _ - CL/ Medium brown to dark reddish- brown, very moist to _ ML wet, stiff, sandy, silty CLAY to clayey SILT with 10 — small weathered rock fragments - 1 - x 15 31.8 _ OS - - - 1 15 Becomes light gray at 15 feet _ - x 15 34.2 1 _ _ Total Depth = 16.5 feet No ground water encountered at time of drilling 1 20 .. 1 25 — •• - - 1 - - .._, 30 - BORING LOO PROJECT NO. 230.006.G LPROPOSED GREEN OFFICE BUILDING SITES FIGURE NO. 7 I REDMOND & A SSOCIATES 60 I 50 CH • ,... 40 x w CL 0 Z 30 ‘ — MH C..) ' P 1 u) 20 Or < -J OH a io EE-L er A/J/4% Ct. OL 1 4 ML I I 0 0 10 20 30 40 50 60 70 80 90 13Q . f LIQUID LIMIT (%) P I UNI::.ED • KE BORING SAMPLE NATURAL LIQUID PLASTICITY PASSING LIQUIDIT• WATER SYMBOL NO DEPTH LIMIT INDEX NO 200 INDEX I ZIASSPC.:7iON CONTENT SIEVE . SYMBD.. (feet) % % % c i 1 0 B-1 3.5 •28.8 36.8 I 7.4 56.3 ML/SM .. . , 11 B-1 11.0 33.4 42.0 20.2 88.8 CL/ML b _ F PLASTICITY CHART AND DATA REDMOND & ASSOCIATES PROPOSED GREEN OFFICE BUILDING SITES P.O. Box 301545 • POIMAND, OR 97294 Tigard, Oregon PROJECT NO DATE Figure 8 230.006.G July 19, 1999 • UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422-72, U. S. STANDARD SIEVE SIZES 0 rS: 7 6 3 2 1 ]// 1 .4 1/1 1 . 16 20 30 40 SO 60 k 100 200 325 s.,..:Y 100 - 64•a1•■aowinaa s ■�� �∎la•.∎ _ .. :- aws-aow■as- 0 ' .ate-- s..1— a- 64■I- 01=11■1aaaara�� �t■Imasan 90 15mll■0oim■rommm11111■1- 1■60/14104=9�� ■066 10 _- -saa moes∎∎sa-- asa— �-a�. . . 1MaMEMINI I1a11m/11=11■I- IIIMMIMMOaa_A'a -a AIM .a�� o w a-- �� a�>•s��� �v.as 10 a �asw�s11∎11∎ -� -aas-�-a�o���/1. A ��� -�■ -saw v ∎a ∎ a_. • .EII_.MIIIIMIIMBIBB 10111MillIBINIIMMIMME■IIMOMMIIMMIM.II■111-� I • .masoasisao■I- MBss■OsusVI s,_. =EMMINEMMsI■IIIINB1■•■∎aa -a aIIIMBaar. s�aa�-�s���1-�1����a 30 a�. 1 70 - aME/NNaas o u_ •- ilsaaoaa- Is_srasaM1111 , Z - -siso�■a�����a�aSM� a•■B-migra•INI■mmosa■-ue _•_ -ass N 60 • �a���s�s-� -��� II∎MII — LL /t/��a� -O /. aIMIIIMIONIEOa- acv - -•■1-1■IMILINIBINN111 4. 11111a•ai -1■1-1■=MINIMIM0 11■11MIMEMIIMIR _ z 50 -m�■_ - -- ■ -o ausaa■s. �� W - an��sa��w��as -ryas ata-a��ast.- 50 S U ate_-- a—a_ -� -jai _ x 111r�- -- -- -- -- Z a�s�-- r��e sali� t 40 LL oo a ∎■•sasv- v- s1■-o -- a,-.MPINl- • a��oas2aaaaa�aaaasaM -- 1- -�I 1 • 30 -- mm■® -- -aas-11•1111•11=WO s -aIIMMIIMIIMIW a.m. .— aaa.�saassaaasa ■�aaamos�saasas�aa �-� • • a. Ms asl 1�� -s__l �..._��s1 ■lma mow- -- 1/M=0111■ssaa1=1.s1■-mss aMIB-aOIB IISBE ■iaMIMlraIMIM•11111aaa01.a1■aMIN■11■1 10 -a> �� 90 •■- a�a�a��oaosaaaara as-ss∎�� 1 =m■milia_mems■alaal .�a∎a•aasaf�las�l��lw�� - -a�pl �-.P _ .. 7 0 1011.1- 1a1 --11s -all -lI I ul.Y� 111--�1- 1MIONI I•BOOM ate.∎ - - - - 100 100 50 10.0 5.0 1.0 03 0.1 .05 .01 .005 .001 PARTICLE SIZE IN MILLIMETERS GRAVEL S.1•:: • COBBLES ■ SIL7 ANC CLAY I y COARSE I FINE COARSE MEDIUM I r INE • UNIFIED KEY BORING SAMPLE ELEV. SOIL SYMBOL NC. DEPTH fleet) CLASSIFICATION SAMPLE DESCRIPTION • (feet) SYMBOL $ B -1 3.5 ML /SM- Medium brown to orangish- brown, clayey, sandy SILT to silty SAND $ B -1 11.0 CL /ML Medium brown to dark reddish- browr. sandy, silty CLAY to clayey SILT GRADATION TEST DATA REDMOND & ASSOCIATES PROPOSED GREEN OFFICE BUILDING SITES P.O. Box 301545 • Porrn riD, OR 97294 Tigard, Oregon PROJECT NO. DATE FIGURE 9 • . 230.006.G July 1 9, 1999 — . �I E N G I N E E R I N G ,.: . _. _.._. _. ,, Drainage Report f ®r Green Office Park X �-c. Tigard, Oregon v�- sO PROpF. Prepared for: t., 1?1� ■ c� EcJIj Green Investment Co. Portland, OR 97207 -0759 EXP;t -S. 2 -' /-© l Prepared By: DL Engineering 222 NW Davis St. Ste. 403 Portland, OR 97209 January 9, 2001 222 NW Davis St. Suite 403 • Portland, Oregon 97209 ■ 503.225.1679 •Fax 503.525.9266 • • PROJECT OVERVIEW The project is a proposed office park between SW 66` and SW 67` and north of Baylor in Tigard, Oregon. The site currently contains one structure. The site is 34,707 SF and the existing structure contains 3,000 SF of impervious surface. The proposed impervious surfaces will be 29,000 SF. Therefore, the next increase in impervious surfaces will be 26,000 SF. The site will be served by a combination detention pond located in the northwest corner of the site near SW 67` Ave. The bottom of the pond will be 1.5' deep for the water quality portion with 2' retaining walls and will have a capacity of 1,368 CF for the detention portion. The actual required volume is 828 CF. Water quality will be achieved at the bottom of the pond. ANALYSIS METHODOLOGY Site Drainage, Water Quality and Detention The Works 4 program was used to calculate runoff for this site. The program is similar to The King County Hyd 4.21B program and will allow the user several optional hydrographs including the SCS, Type 1 A hydrograph used for this project. WATER QUALITY FACILITY DESIGN "Design and Construction Standards for Sanitary Sewer and Surface Water Management ", February 2000, USA, was used for the design of the water quality facility design. Design the Water Quality Volume: creaes • • Area = 0.60 ('0 WQV = .30.6060)/178cF Determine the Water Quality Flow: WQF = 784 (volume) /(4 hrs)x 60 x 60 = 0.054 CFS Design the Orifice sized based upon a 48 hour return storm. Q = WQV /(48x60x60) = 0.0045 CFS D = 24 x (0.0045/C(2gh) ^.5) /pi) ^.5 h = 2.0 C = 0.62 - D = 24 x ( 0.0045/0.62(64.4 *2) ^.5)Ipi)^0.5 = .34 inches • The bottom elevation of the pond will be at 345.60 Feet. The water quality portion will be 1.50' deep with 3:1. slopes. The detention elevation will begin at elevation 347.50. Due to space limitations, the d ntion portion will consist of 2.0' -3.0' of retaining wall for a total available capacity o 1,368 CF. The detention portion of the pond will be designed to detain the difference between the pre and postdeveloped storms for the following three storm events: 2, 10, and 25 year storms. The outlet structure will consist of two ditch inlets. One will contain an orifice which will control the water quality flow. The next inlet will be located above the first inlet and will contain a structure which will contain a 2.00" and a 3.70" orifice to control the 3 storm events. The pond will be planted per USA standards with a mix of wet plants spaced appropriately over the entire bottom of the pond. A mix of shrubs such as Oregon grape, salal, and ferns will be spaced appropriately just above the wet portion of the pond. • CONVEYANCE CALCULATIONS STORM NODE MAP IDF CURVE TIME OF CONCENTRATION FOR 7 ACRES OF OFF -SITE RUNOFF CONVEYANCE CALCULATIONS . DETENTION CALCULATIONS BASIN MAPS TIMES OF CONCENTRATION DETERMINATIONS BASIN HYDROGRAPHS STAGE STORAGE RELATIONSHIP l 11/ A pp/` ..I-` m ................,......,,,, • fl — e -- / 7 1 • �1 . , VI: --_______. . ____________ I i I lil / . 3 1 II 0 1 Ni .35 ..... 35° sit k...c --"-HC:)----------------- _______ __------------------- 1 0 . 1 — v i , '-- "`----`` J -- -�•l�rsY J' e _- _ . %, /t, yam ... ..�.t:: — ! t../1--. _r —' _` Of _."_---.r_... I �'�...,... u . - - 1� '�+- i . - W _ b �" "�cc • ZI, :r ..� 3 ° - -�—Ji I • y tip' i. — bilk %R - la .: ...... S sc i illin a �, �./1y /I . 7 -'''' 1 ;,:,_ ; - ----- ---f.i,::::.." a._..-:--'.( , . , : 7b ,-.,-,.. ....._ .. i --....,„r 1 -ixriaMill.„.. . _______. .............. ____. _ ..... ,..1 . ..... s .,,... .......:......... _ .. . . _ .. . . I f A '' ! w ■Ir• EDGE EA .. yt Mme" .. • 3!1 N3A V HlL9 'M 'S �_ Win+ 61/ • �. , .. Eoa NC . EDGE 4 4 S ...... r ------ :" .-----------------, '. ' . -: .:. : -.1 ''''. ,„_, i . ' __A-rit__I'll __ __ ., a ';.: - . r _____________ ? _...,----c. . .. _____ . ., , --------.------,,,\„---------:„\ . ,,,,, i4.......„7----- _ . ..,... - 1' 7 7 ' /Ec° __. .. G ATLANTA I 1 1. 1. —__,__:,........-_.A_. . :•. - .1 .. A. ,.______________ _______ 65.0 LF DRAINAGE 1RANCH O w r SD MATCH GRADE S•0.012 SEE DETAL 1HL5 SHT IL em A \ .," m'immaEwalinIM / \ 1 Irmosiirjor ' FF 354.65 I FF 354.65 _� Y ' , ti . ON 4• ROOF DRAIN COON ' . , .� 352.00 w LF I IE 352 46 w 7.5 LF cur • , I I I 4 50.010 (16N) 4' .45 W/1 .YIN) es •1 l• �s L•aT.'1' ✓ i-.b�.�.'- � . L -,.:4,5.: S- K '{."S'1` ,l7 fls:.. .am I Q��jj 1 . .r. • SDCO 2 �� ` © ' I � / Y . I , STORY i � 1 1 b�b - - - , �,� IE 362.2 1 ' S.O LF 611 ! SD 347.64 _ 1 I —` ' AD 005 ■ �1 � 1� '» -- , , , CO/MI 355.57 OJT 353.00 1 I 1 rn eater fir �;� - ,� 510_121_1_- 0.� 01114)) ' �� I 1 M 347.50 CB WM 71 0 % i I •at—a K p. ■ w 2-o LF 1Y OUT Q g ior I I i ' ; 020 (MN) , 58 3 SD F`� iii — _ — — - . ) _ I L J I e 8' SD CO 4/IE 348.00 d arw Lwr ° I! . w/ 60.0 LF Woo 6• CO 55/E 51. I 5 w 5 LF 51. 56 B SD CO 3/iE 347.84 1 50.036 w/ 6.o LF 10"S� 1 S-O 23 ® 1 M U E 1 A RIM 351.00/E N 347.44 -� IE OUT 347.12 W/7.0 LF 1 71GARD WATER DISTRICT ' 2 s=o mo 1 I O I 1 WAT f0 > =R RESERVOURS I 1 MULTIPLE MET STRUCTURE 3104[L f .,1G' S I OUT 346 56 w/z1 LF 1b i 12 50 5= 5.56 1 SO r co 1 D OF PFBVA1E SD/ I r BE001 PUBLIC 65 1 1E 346.52 1 /10 /01 3:17:38 am Shareware Release page 6 DETAIL BASIN SUMMARY BASIN ID: MNT2 -2X NAME: 2 YEAR EXIST SCS METHODOLOGY TOTAL AREA • 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPElA PERV IMP PRECIPITATION 2.50 inches AREA..: 0.73 Acres 0.07 Acres TIME INTERVAL • 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.23 cfs VOL: 0.09 Ac -ft TIME: 500 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0088 610 0.0725 910 0.0488 1210 0.0383 1510 • 20 320 0.0095 620 0.0715 920 0.0483 1220 0.0384 1520 30 330 0.0096 630 0.0714 930 0.0483 1230 0.0384 1530 40 340 0.0146 640 0.0661 940 0.0486 1240 0.0385 1540 50 350 0.0156 650 0.0650 950 0.0487 1250 0.0385 1550 60 360 0.0157 660 0.0649 960 0.0487 1260 0.0385 1560 70 0.0001 370 0.0213 670 0.0614 970 0.0464 . 1270 0.0386 1570 80 0.0001 380 0.0225 680 0.0607 980 0.0460 1280 0.0387 1580 90 0.0001 390 0.0226 690 0.0606 990 0.0460 1290 0.0387 1590 100 0.0010 400 0.0309 700 0.0591 1000 0.0462 1300 0.0388 1600 110 0.0012 410 0.0326 710 0.0588 1010 0.0463 1310 0.0388 1610 120 0.0012 420 0.0327 720 0.0588 1020 0.0463 1320 0.0388 1620 130 0.0020 430 0.0449 730 0.0572 1030 0.0465 1330 0.0389 1630 140 0.0022 440 0.0475 740 0.0568 1040 0.0466 1340 0.0390 1640 150 0.0022 450 0.0476 750 0.0568 1050 0.0465 1350 0.0389 1650 160 0.0029 460 0.0638 760 0.0551 1060 0.0442 1360 0.0364 1660 170 0.0031 470 0.0672 770 0.0547 1070 0.0437 1370 0.0358 1670 180 0.0031 480 0.0685 780 0.0547 1080 0.0437 1380 0.0358 1680 190 0.0035 490 0.2013 790 0.0528 1090 0.0439 1390 0.0359 1690 200 0.0036 500 0.2293 800 0.0524 1100 0.0440 1400 0.0359 1700 210 0.0036 510 0.2285 810 0.0524 1110 0.0439 1410 0.0359 1710 220 0.0039 520 0.1456 820 0.0528 1120 0.0415 1420 0.0360 1720 230 0.0040 530 0.1281 830 0.0529 1130 0.0410 1430 0.0360 1730 240 0.0040 540 0.1279 840 0.0529 1140 0.0410 1440 0.0358 1740 250 0.0044 550 0.1041 850 0.0509 1150 0.0412 1450 0.0062 1750 260 0.0045 560 0.0991 860 0.0505 1160 0.0412 1460 1760 270 0.0045 570 0.0990 870 0.0505 1170 0.0412 1470 1770 280 0.0053 580 0.0810 880 0.0509 1180 0.0387 1480 1780 290 0.0054 590 0.0773 890 0.0509 1190 0.0382 1490 1790 300 0.0055 600 0.0772 900 0.0509 1200 0.0382 1500 1800 1/10/01 6:32:25 am Shareware Release page 3 DETAIL BASIN SUMMARY BASIN ID: MN2 -2D NAME: 2 YEAR DEV SCS METHODOLOGY TOTAL AREA 0.79 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION • 2.50 inches AREA..: 0.12 Acres 0.67 Acres TIME INTERVAL • 10.00 min CN 86.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.14 Ac -ft TIME 490 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) • 10 310 0.0598 610 0.0983 910 0.0596 1210 0.0452 1510 20 320 0.0598 620 0.0983 920 0.0596 1220 0.0452 1520 30 330 0.0598 630 0.0982 930 0.0596 1230 0.0452 1530 40 340 0.0683 640 0.0877 940 0.0597 1240 0.0452 1540 50 350 0.0683 650 0.0877 950 0.0597 1250 0.0452 1550 60 360 0.0684 660 0.0877 960 0.0597 1260 0.0452 1560 70 0.0012 370 0.0770 670 0.0807 970 0.0560 1270 0.0452 1570 80 0.0012 380 0.0770 680 0.0807 980 0.0560 1280 0.0452 1580 90 0.0013 390 0.0771 690 0.0807 990 0.0560 1290 0.0452 1590 100 0.0115 400 0.0921 700 0.0772 1000 0.0561 1300 0.0453 1600 110 0.0115 410 0.0921 710 0.0772 1010 0.0561 1310 0.0453 1610 120 0.0115 420 0.0923 720 0.0772 1020 0.0561 1320 0.0453 1620 130 0.0216 430 0.1143 730 0.0737 1030 0.0562 1330 0.0453 1630 140 0.0216 440 0.1143 740 0.0737 1040 0.0562 1340 0.0453 1640 150 0.0217 450 0.1145 750 0.0737 1050 0.0561 1350 0.0453 1650 160 0.0301 460 0.1407 760 0.0702 1060 0.0525 1360 0.0415 1660 170 0.0301 410 0.1407 770 0.0702 1070 0.0525 1370 0.0415 1670 180 0.0301 480 0.1428 780 0.0702 1080 0.0525 1380 0.0415 1680 190 0.0351 490 0.3992 790 0.0666 1090 0.0525 1390 0.0416 1690 200 0.0351 500 0.3992 800 0.0666 1100 0.0525 1400 0.0416 1700 210 0.0351 510 0.3976 810 0.0666 1110 0.0525 1410 0.0416 1110 220 0.0386 520 0.1960 820 0.0668 1120 0.0488 1420 0.0416 1720 230 0.0386 530 0.1960 830 0.0668 1130 0.0488 1430 0.0416 1730 240 0.0386 540 0.1956 840 0.0667 1140 0.0488 1440 0.0413 1740 250 0.0438 550 0.1440 850 0.0632 1150 0.0489 1450 1750 260 0.0438 560 0.1440 860 0.0632 1160 0.0489 1460 1760 270 0.0438 510 0.1438 870 0.0632 1170 0.0488 1470 1770 280 0.0515 580 0.1087 880 0.0633 1180 0.0451 1480 1780 290 0.0515 590 0.1087 890 0.0633 1190 0.0451 1490 1790 300 0.0516 600 0.1087 900 0.0632 1200 0.0451 1500 1800 1 /10 /01 3:17:37 am Shareware Release page 2 DETAIL BASIN SUMMARY BASIN ID: MN2 -10X NAME: 10 YEAR EXIST SCS METHODOLOGY TOTAL AREA 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 3.50 inches AREA..: 0.73 Acres 0.07 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.14 Ac -ft TIME: 500 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0279 610 0.1175 910 0.0757 1210 0.0583 1510 20 320 0.0295 620 0.1157 920 0.0749 1220 0.0584 1520 30 330 0.0296 630 0.1156 930 0.0749 1230 0.0584 1530 40 340 0.0382 640 0.1063 940 0.0753 1240 0.0585 1540 50 350 0.0401 650 0.1044 950 0.0753 1250 0.0585 1550 60 360 0.0401 660 0.1043 960 0.0753 1260 0.0585 1560 70 0.0006 370 0.0496 670 0.0982 970 0.0717 1270 0.0586 1570 80 0.0007 380 0.0515 680 0.0969 980 0.0709 1280 0.0587 1580 90 0.0008 390 0.0517 690 0.0969 990 0.0709 1290 0.0587 1590 100 0.0023 400 0.0659 700 0.0941 1000 0.0712 1300 0.0588 1600 110 0.0027 410 0.0689 710 0.0935 1010 0.0113 1310 0.0588 1610 120 0.0027 420 0.0691 720 0.0935 1020 0.0713 1320 0.0588 1620 130 0.0039 430 0.0899 730 0.0905 1030 0.0715 1330 0.0589 1630 140 0.0042 440 0.0943 740 0.0899 1040 0.0715 1340 0.0589 1640 150 0.0042 450 0.0945 750 0.0899 1050 0.0715 1350 0.0589 1650 160 0.0051 460 0.1211 760 0.0868. 1060 0.0678 1360 0.0550 1660 170 0.0053 470 0.1267 770 0.0862 1070 0.0670 1370 0.0541 1670 180 0.0053 480 0.1289 780 0.0861 1080 0.0670 1380 0.0541 1680 190 0.0058 490 0.3564 190 0.0829 1090 0.0672 1390 0.0542 1690 200 0.0059 500 0.4043 800 0.0822 1100 0.0673 1400 0.0543 1700 210 0.0059 510 0.4028 810 0.0822 1110 0.0672 1410 0.0543 1710 220 0.0065 520 0.2482 820 0.0827 1120 0.0635 1420 0.0543 1720 230 0.0067 530 0.2156 830 0.0828 1130 0.0627 1430 0.0544 1730 240 0.0067 540 0.2152 840 0.0828 1140 0.0627 1440 0.0539 1740 250 0.0111 550 0.1727 850 0.0794 1150 0.0628 1450 0.0094 1750 260 0.0121 560 0.1637 860 0.0787 1160 0.0629 1460 1760 270 0.0121 570 0.1634 870 0.0787 1170 0.0628 1470 1770 280 0.0188 580 0.1326 880 0.0791 1180 0.0590 1480 1780 290 0.0202 590 0.1261 890 0.0792 1190 0.0582 1490 1790 300 0.0202 600 0.1260 900 0.0792 1200 0.0582 1500 1800 1 /10 /01 6:32:25 am Shareware Release page 1 DETAIL BASIN SUMMARY BASIN ID: MN2 -10D NAME: 10 YEAR DEV SCS METHODOLOGY TOTAL AREA • 0.79 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION 3.50 inches AREA..: 0.12 Acres 0.67 Acres TIME INTERVAL 10.00 min CN • 86.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.58 cfs VOL: 0.20 Ac -ft TIME: 490 min TIME DESIGN TIME DESIGN TIME DESIGN TIME" DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0919 610 0.1412 910 0.0850 1210 0.0642 1510 20 320 0.0919 620 0.1412 920 0.0850 1220 0.0642 1520 30 330 0.0920 630 0.1411 930 0.0850 1230 0.0642 1530 40 340 0.1038 640 0.1258 940 0.0851 1240 0.0642 1540 50 350 0.1038 650 0.1258 950 0.0851 1250 0.0642 1550 60 360 0.1039 660 0.1257 960 0.0850 1260 0.0642 1560 70 0.0072 370 0.1158 670 0.1156 970 0.0798 1270 0.0642 1570 80 0.0072 380 0.1158 680 0.1156 980 0.0798 1280 0.0642 1580 90 0.0074 390 0.1159 690 0.1156 990 0.0798 1290 0.0642 1590 100 0.0261 400 0.1373 700 0.1106 1000 0.0799 1300 0.0643 1600 110 0.0261 410 0.1373 710 0.1106 1010 0.0799 1310 0.0643 1610 120 0.0262 420 0.1376 120 0.1105 1020 0.0799 1320 0.0643 1620 130 0.0403 430 0.1691 730 0.1055 1030 0.0799 1330 0.0643 1630 140 0.0403 440 0.1691 740 0.1055 1040 0.0799 1340 0.0643 1640 150 0.0404 450 0.1694 150 0.1054 1050 0.0199 1350 0.0643 1650 160 0.0515 460 0.2068 760 0.1004 1060 0.0747 1360 0.0590 1660 170 0.0515 470 0.2068 770 0.1004 1070 0.0747 1370 0.0590 1610 180 0.0516 480 0.2098 780 0.1003 1080 0.0747 1380 0.0590 1680 190 0.0572 490 0.5810 790 0.0952 1090 0.0747 1390 0.0590 1690 200 0.0572 500 0.5810 800 0.0952 1100 0.0741 1400 0.0590 1700 210 0.0572 510 0.5786 810 0.0952 1110 0.0747 1410 0.0590 1710 220 0.0610 520 0.2831 820 0.0953 1120 0.0694 1420 0.0590 1720 230 0.0610 530 0.2831 830 0.0953 1130 0.0694 1430 0.0590 1730 240 0.0611 540 0.2825 840 0.0953 1140 0.0694 1440 0.0585 1740 250 0.0685 550 0.2075 850 0.0901 1150 0.0695 1450 1750 260 0.0685 560 0.2075 860 0.0901 1160 0.0695 1460 1760 270 0.0686 570 0.2071 810 0.0901 1170 0.0694 1470 1770 280 0.0801 580 0.1563 880 0.0902 1180 0.0641 1480 1780 290 0.0801 590 0.1563 890 0.0902 1190 0.0641 1490 1790 300 0.0802 600 0.1562 900 0.0902 1200 0.0641 1500 1800 1 /10 /01 3:17:37 am Shareware Release page 3 DETAIL BASIN SUMMARY BASIN ID: MN2 -25 NAME: 25 YEAR EXIST SCS METHODOLOGY TOTAL AREA • 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE IA PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.73 Acres 0.07 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.50 cfs VOL: 0.17 Ac -ft TIME: 500 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0394 610 0.1403 910 0.0891 1210 0.0683 1510 20 320 0.0414 620 0.1381 920 0.0883 1220 0.0683 1520 30 330 0.0415 630 0.1380 930 0.0883 1230 0.0683 1530 40 340. 0.0520 640 0.1267 940 0.0886 1240 0.0684 1540 50 350 0.0542 650 0.1244 950 0.0886 1250 0.0685 1550 60 360 0.0543 660 0.1243 960 0.0886 1260 0.0685 1560 70 0.0010 310 0.0656 670 0.1168 970 0.0843 1270 0.0686 1570 80 0.0012 380 0.0680 680 0.1152 980 0.0834 1280 0.0686 1580 90 0.0012 390 0.0681 690 0.1152 990 0.0834 1290 0.0686 1590 100 0.0031 400 0.0854 700 0.1117 1000 0.0837 1300 0.0687 1600 110 0.0035 410 0.0891 710 0.1110 1010 0.0837 1310 0.0687 1610 120 0.0035 420 0.0893 720 0.1110 1020 0.0837 1320 0.0687 1620. 130 0.0049 430 0.1145 730 0.1073 1030 0.0840 1330 0.0689 1630 140 0.0052 440 0.1199 740 0.1066 1040 0.0840 1340 0.0689 1640 150 0.0052 450 0.1202 750 0.1065 1050 0.0840 1350 0.0688 1650 160 0.0062 460 0.1520 760 0.1028 1060 0.0796 1360 0.0642 1660 170 0.0064 470 0.1587 770 0.1020 1070 0.0787 1370 0.0633 1670 180 0.0065 480 0.1614 780 0.1020 1080 0.0787 1380 0.0633 1680 190 0.0070 490 0.4378 790 0.0981 1090 0.0789 1390 0.0633 1690 200 0.0071 500 0.4961 800 0.0972 1100 0.0789 1400 0.0634 1700 210 0.0071 510 0.4942 810 0.0973 1110 0.0789 1410 0.0634 1710 220 0.0108 520 0.3013 820 0.0977 1120 0.0744 1420 0.0635 1720 230 0.0116 530 0.2607 830 0.0978 1130 0.0735 1430 0.0635 1730 240 0.0117 540 0.2602 840 0.0978 1140 0.0735 1440 0.0630 1740 250 0.0183 550 0.2078 850 0.0937 1150 0.0736 1450 0.0110 1750 260 0.0197 560 0.1968 860 0.0929 1160 0.0731 1460 1760 270 0.0197 570 0.1964 870 0.0929 1170 0.0736 1470 1770 280 0.0281 580 0.1589 880 0.0933 1180 0.0691 1480 1780 290 0.0298 590 0.1510 890 0.0934 1190 0.0682 1490 1790 300 0.0299 600 0.1509 900 0.0933 1200 0.0682 1500 1800 1 /10 /01 6:32:25 am Shareware Release page 2 DETAIL BASIN SUMMARY BASIN ID: MN2 -25D NAME: 25 YEAR DEV SCS METHODOLOGY TOTAL AREA 0.79 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.12 Acres 0.67 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.67 cfs VOL: 0.23 Ac -ft TIME: 500 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.1081 610 0.1626 910 0.0977 1210 0.0737 1510 20 320 0.1081 620 0.1626 920 0.0977 1220 0.0737 1520 30 330 0.1083 630 0.1625 930 0.0977 1230 0.0737 1530 40 340 0.1217 640 0.1449 940 0.0977 1240 0.0737 1540 50 350 0.1217 650 0.1449 950 0.0977 1250 0.0737 1550 60 360 0.1218 660_ 0.1448 960 0.0977 1260 0.0737 1560 70 0.0118 370 0.1353 670 0.1330 970 0.0917 1270 0.0737 1570 80 0.0118 380 0.1353 680 0.1330 980 0.0917 1280 0.0737 1580 90 0.0119 390 0.1355 690 0.1330 990 0.0917 1290 0.0737 1590 100 0.0342 400 0.1601 700 0.1272 1000 0.0918 1300 0.0738 1600 110 0.0342 410 0.1601 710 0.1272 1010 0.0918 1310 0.0738 1610 120 0.0344 420 0.1604 720 0.1272 1020 0.0918 1320 0.0738 1620 130 0.0502 430 0.1967 730 0.1213 1030 0.0918 1330 0.0738 1630 140 0.0502 440 0.1967 740 0.1213 1040 0.0918 1340 0.0738 1640 150 0.0503 450 0.1971 750 0.1213 1050 0.0918 1350 0.0737 1650 160 0.0626 460 0.2400 760 0.1154 1060 0.0857 1360 0.0677 1660 170 0.0626 470 0.2400 770 0.1154 1070 0.0857 1370 0.0677 1670 180 0.0626 480 0.2434 780 0.1154 1080 0.0857 1380 0.0677 1680 190 0.0684 490 0.6721 790 0.1095 1090 0.0858 1390 0.0677 1690 200 0.0684 500 0.6721 800 0.1095 1100 0.0858 1400 0.0677 1700 210 0.0684 510 0.6694 810 0.1095 1110 0.0857 1410 0.0677 1710 220 0.0729 520 0.3268 820 0.1096 1120 0.0797 1420 0.0677 1720 230 0.0729 530 0.3268 830 0.1096 1130 0.0797 1430 0.0677 1730 240 0.0729 540 0.3261 840 0.1095 1140 0.0797 1440 0.0672 1740 250 0.0814 550 0.2392 850 0.1036 1150 0.0797 1450 1750 260 0.0814 560 0.2392 860 0.1036 1160 0.0797 1460 1760 270 0.0815 570 0.2388 870 0.1036 1170 0.0797 1470 1770 280 0.0947 580 0.1801 880 0.1037 1180 0.0736 1480 1780 290 0.0947 590 0.1801 890 0.1037 1190 0.0736 1490 1790 300 0.0948 600 0.1800 900 0.1036 1200 0.0736 1500 1800 1 /10 /01 6:45:52 am Shareware Release page 1 LEVEL POOL. TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > (cfs) (cfs) - -id- --id- <- STAGB> id (cfs) VOL (cf) MENT25 0.50 0.67 MNTVLT MNT2 348.71 1 0.46 827.99 cf MBNT10 0.40 0.58 MNTVLT MNT2 348.52 2 0.39 694.53 cf MENT2 0.23 0.40 MNTVLT MNT2 348.17 3 0.17 460.70 cf 1 /10 /01 6:44:10 am Shareware Release page 1 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. MNT2 Description: MNT2 Outlet Elev: 345.60 Elev: 345.60 ft Orifice Diameter: 2.0000 in. Elev: 348.20 ft Orifice 2 Diameter: 3.7000 in. STAGE < -- DISCHARGE - - -> STAGE < -- DISCHARGE - - -> STAGE <-- DISCHARGE - - -> STAGE <-- DISCHARGE- - -> (ft) - - -cfs (ft) - - -cfs (ft) - - -cfs (ft) - - -cfs 345.60 0.0000 346.80 0.1189 348.00 0.1682 349.20 0.5775 345.70 0.0343 346.90 0.1238 348.10 0.1716 349.30 0.5984 345.80 0.0485 347.00 0.1284 348.20 0.1750 349.40 0.6186 345.90 0.0595 347.10 0.1329 348.30 0.2958 349.50 0.6379 346.00 0.0687 347.20 0.1373 348.40 0.3478 349.60 0.6567 346.10 0.0768 347.30 0.1415 348.50 0.3883 349.70 0.6748 346.20 0.0841 347.40 0.1456 348.60 0.4230 349.80 0.6924 346.30 0.0908 347.50 0.1496 348.70 0.4538 349.90 0.7095 346.40 0.0971 347.60 0.1535 348.80 0.4819 350.00 0.7261 346.50 0.1030 347.70 0.1573 348.90 0.5080 346.60 0.1085 347.80 0.1610 349.00 0.5324 346.70 0.1138 347.90 0.1646 349.10 0.5555 • 1 /10 /01 6:42:49 am Shareware Release page 1 DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. COMBO Description: MNT2COM Structure: MNT2 Structure: Structure: MNT2WEIR Structure: Structure: MULTIPLE ORIFICE ID No. MNT2 Description: MNT2 Outlet Elev: 345.60 Elev: 345.60 ft Orifice Diameter: 2.0000 in. Elev: 348.20 ft Orifice 2 Diameter: 3.7000 in. OVERFLOW WEIR ID No. MNT2WEIR Description: OVERFLOW Ratio (h:lv): 3.2100 Weir length: 1.5700 ft. El: 347.60 ft. Weir Increm: 0.10 1/9/01 11:6:55 pm Shareware Release page 2 STAGE STORAGE TABLE RECTANGULAR VAULT ID No. MNTVLT Description: MNTVLT Length: 38.00 ft. Width: 18.00 ft. voids: 1.000 STAGE < - - -- STORAGE - -- -> STAGE <---- STORAGE - - --> STAGE <---- STORAGE - - - -> STAGE <---- STORAGE - - - -> (ft) -- -cf - -- -- Ac -Ft- (ft) -- -cf - -- -- Ac -Ft- (ft) - --cf - -- -- Ac -Ft- (ft) -- -cf - -- -- Ac -Ft- 347.50 0.0000 0.0000 348.20 478.80 0.0110 348.90 957.60 .0.0220 349.60 1436 0.0330 347.60 68.400 0.0016 348.30 547.20 0.0126 349.00 1026 0.0236 349.70 1505 0.0345 347.70 136.80 0.0031 348.40 615.60 0.0141 349.10 1094 0.0251 349.80 1573 0.0361 347.80 205.20 0.0047 348.50 684.00 0.0157 349.20 1163 0.0267 349.90 1642 0.0377 347.90 273.60 0.0063 348.60 752.40 0.0173 349.30 1231 0.0283 350.00 1710 0.0393 348.00 342.00 0.0079 348.70 820.80 0.0188 349.40 1300 0.0298 348.10 410.40 0.0094 348.80 889.20 0.0204 349.50 1368 0.0314 • SITE CONVEYANCE CALCULATIONS MAP BASIN HYDROGRAPHS CONVEYANCE CALCULATIONS G: \MNT002 \area . dwg Fri Jan 12 13:06: 24 2001 • • \ 1i , 1 4— - 9 i • �fldl 31556 . • '. . . 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"` w X x x x --X- 1/13/01 1:52:50 am Shareware Release page 2 BASIN SUMMARY BASIN ID: BASIN5 NAME:_ AREA 5 SCS METHODOLOGY TOTAL AREA • 0.16 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.00 Acres 0.16 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC • 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.14 cfs VOL: 0.05 Ac -ft TIME: 500 min BASIN ID: BASING NAME: AREA 6 SCS METHODOLOGY TOTAL AREA • 0.14 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.00 Acres 0.14 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.13 cfs VOL: 0.04 Ac -ft TIME: 500 min BASIN ID: BASIN? NAME: AREA 7 SCS METHODOLOGY TOTAL AREA • 0.06 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.00 Acres 0.06 Acres TIME INTERVAL • 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.05 cfs. VOL: 0.02 Ac -ft TIME: 500 min BASIN ID: EXIST]. NAME: AREA 1 SCS METHODOLOGY TOTAL AREA 0.11 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.11 Acres 0.00 Acres TIME INTERVAL 10.00 min CN • 86.00 0.00 TC • 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.02 Ac -ft TIME: 490 min • 1/13/01 1:52:50 am Shareware Release page 3 BASIN SUMMARY BASIN ID: EXIST2 NAME: AREA 2 SCS METHODOLOGY TOTAL AREA 0.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.10 Acres 0.00 Acres TIME INTERVAL 10.00 min CN 86.00 0.00 TC • 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.06 cfs VOL 0.02 Ac -ft TIME: 490 min BASIN ID: EXISTS NAME: AREA 3 SCS METHODOLOGY TOTAL AREA • 0.11 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.11 Acres 0.00 Acres TIME INTERVAL 10.00 min CN 86.00 0.00 TC • 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.02 Ac -ft TIME: 490 min BASIN ID: EXIST4 NAME: AREA 4 SCS METHODOLOGY TOTAL AREA • 0.14 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.14 Acres 0.00 Acres TIME INTERVAL 10.00 min CN • 86.00 0.00 TC 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.08 cfs VOL: 0.03 Ac -ft TIME: 490 min BASIN ID: EXIST5 NAME: AREA 5 SCS METHODOLOGY TOTAL AREA 0.16 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 4.00 inches AREA..: 0.16 Acres 0.00 Acres TIME INTERVAL 10.00 min CN 86.00 0.00 TC • 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.10 cfs VOL: 0.03 Ac -ft TIME: 490 min • 5 1/13/01 1:52:50 am Shareware Release page 4 BASIN SUMMARY BASIN ID: EXIST6 NAME: AREA 6 SCS METHODOLOGY TOTAL AREA 0.14 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • • TYPE1A PERV IMP PRECIPITATION 4:00 inches AREA..: 0.14 Acres 0.00 Acres TIME INTERVAL 10.00 min CN • 86.00 0.00 TC 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE:. 0.08 cfs VOL: 0.03 Ac -ft TIME: 490 min BASIN ID: EXIST? NAME: AREA 7 SCS METHODOLOGY TOTAL AREA 0.06 Acres • BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.06 Acres 0.00 Acres TIME INTERVAL 10.00 min CN • 86.00 0.00 TC....: 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.04 cfs VOL: 0.01 Ac -ft TIME: 490 min • ' . • .. _ , . . . . • 1/13/01 1:52:50 am Shareware Release page 1 BASIN SUMMARY BASIN ID: BASIN1 NAME: AREA 2 SCS METHODOLOGY TOTAL AREA • 0.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.03 Acres 0.07 Acres TIME INTERVAL • 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.08 cfs VOL: 0.03 Ac -ft TIME: 500 min BASIN ID: BASIN2 NAME: AREA 2 SCS METHODOLOGY TOTAL AREA 0.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.03 Acres 0.07 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC • 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.08 cfs VOL: 0.03 Ac -ft TIME: 500 min BASIN ID: BASIN3 NAME: AREA 3 SCS METHODOLOGY TOTAL AREA • 0.11 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.03 Acres 0.08 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.09 cfs VOL: 0.03 Ac -ft TIME: 500 min BASIN ID: BASIN4 NAME: AREA 4 SCS METHODOLOGY TOTAL AREA 0.14 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.00 Acres 0.14 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.13 cfs VOL: 0.04 Ac -ft TIME: 500 min GREEN OFFICE PARK TIGARD, OREGON STORM DRAINAGE CALCULATIONS PREPARED BY: DL ENGINEERING Increm. Total Increm. Total Full % Design Area Incr. Area Runoff Runoff Slope Dia. Capacity Velocity Full Section (acres) (acres) (cfs) (cfs) % (in) (cfs) (fps) North Run Al 0.11 0.11 0.07 0.07 0.50 8 0.93 2.66 8% A2 0.10 0.21 0.06 0.13 0.50 8 0.93 2.66 14% A4 0.14 0.35 0.08 0.21 0.50 8 0.93 2.66 23% A3 0.11 0.11 0.07 0.07 0.50 8 0.93 2.66 8% A5 0.16 0.16 0.10 0.10 0.50 8 0.93 2.66 11% A6 0.14 0.14 0.08 0.08 0.50 8 0.93 2.66 9% A7 0.06 0.20 0.04 0.12 0.50 8 0.93 2.66 13% Total (Exit 1 0.82 1 0.82 1 0.50 1 0.50 1 0.50 1 8 1 0.93 1 2.66 1 54% 1 SOILS INFORMATION MAP SOILS DESCRIPTIONS 81 ATTV•varmillig.411111- • d t - ii.. Y .'• dt i'�:• F.Y ■ • k' »:R •t+! , +r'4z''f:` 1 ;>fr�':r • ,, - St A .• ' yy ; : i;r. ':p. „ :Ti: ;.•: i1 ;: '.t /' 4 V..; .j , 3. A4 21(.1„ 4 • v+. : 44i0.3•4.` ` i ! . �. .. 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L 7 C:, � • 1,' - \ •Ht. 1 C:e. .K °:'1•:;'y: .>-jt '�` ' e + . 4 bnt`.`R:'t "<'� Y.fi ,�„ '� i'3t . 'R)" \` , .., , ' t r 4 ' 4 r ,S ''il: ' t"".'.'. -' ! L` .✓M •�• )' I F. l P. C },•.. - • , , •1,S t ,. T. ° 2 S . 'T: 1'S: „,:.,,,,,;./.4.., : � : ! ' ./ { l.., 1- L .f _ r y ,, .,;:. t X., 5 p / - r r . ” . * • i i � ,I. I A - 655000 FEET . .. ' • -- • r (oJiru 'nee rll ) i:k- • ' ' • ' -' l t ! t E � r r 1 d 4 :pp ,� 1 � .�.... Y r u' C.! j ! . °4 5 , � ? � j . .. . ` ' • • in V • f ,' � j i i1 . , ' ,•,' • •r 1 1 t • 1.7 � it:" \ \ • - �� -44'7 ' 17:7.4--':-'‘,..'4,.. . !' t t r, . , • I: ',t � .. . , 1 t l l .. ' it � . ' 1 . • - • el . �,, r( -f. w l .. 1' tt !1^��� I t •t ip: / �� Fi� . . c .., ; , , , ^ , y �•q` ;�',7,. 1 .,-,, t A i . , kt c � � :. •; • 0 l •; 1 { ..'l ` ,� ' Y. L I ,/ - < � .f1 • } . _..���, e '7 „�a �, , ` r '. t. ..'i•'. � a �� r ?"t'�Stl • .,' '� ` ;� f � � + r'i,);r 'Y h'• r�' ' ..: 7 _ • z w g.• , , . . i n K> 'r - - jt • - - _1,-:. l . . ,, NC Y . p t 't. , Ka •• i -∎ ;,, t r T t r .., 'I • y � !t 1, � 1� � 1r���,._ , •!� �,,a ` !r� ix ; F ; : � � 1. �J;1 :t�! �,. �l8i''� ~�. �.• � to � '� . � ,.j l rJ 1i- ( j: r '� , !' :�. � W 1 i� o z . . a m F o= "h. •J / /�tiz : .�. = .,,� '� ( F� t `� � i ' �� r .,� � 4 N.., y t �r w. 7,7-77.--7:77.7 •: a� ✓..� �' F A))R ► -� .tN.W r 1 S L VY • r t ' . t�.a1 �1C A ===-----=':::-..;-' + S t ;i•,,,..:. L T•^ �y. 4 :w _� f ^ .w -a.w� Y�( � -�` r ye t t'' a y � t + f r S�•.t ' j / „ `• • // l` • i• t • 5:fi` 1 vl•� n ! 1 Y' { ♦ t • � i -• t : 3 : • 1 . f r i { �• (1,�, :. It" • t,` /, �, » u, y . "_.. \ \ ,� , ` } G .• '+ `� " y 'i 1 ,�s• }. 7 ,. t :� `a ` �� • .�' 1t . t ,' ". #.1 • � • ••• V Cg! 4 t • • • 9N.--,...„ ''J' t , .,• /, 1 k�1 ;t1_'y 1ti } ` , '1' ' . . r , F, / ' i„ : i. t S ^i. A . ' . !� # • y .� A � :'/ �' ' 'ii �i`C � rrli • • 11 c ,� , 1 y ' et .. � � t 1.� ): • `T J S ! 11 �. , , ;.1i .� � 1r , L . � F t �' ' i 1� c 4 �' � "� t �J� � - .l ?• ' .. F_l 1 ut. . `?ll "Lt� lY '1.�' ',i.t''. , 41 ..L t L• r ��� • 660000 FEET ' • �. % *. t . •i S RBu'• :' }.-4.. f• t P. ].ti:. i ' rt p + : , f 07, lr ' 1' a i. t •n • ': *: . p e , 5�, ".. 1 , d t∎- ; >, j - �t,, p '� ' ! ..o- ? �.J -., Yf > .rw 3v .R c , "a '�1 • 4- y ( Y' • � •' .w 4' J .7 .. �` M :Y• r1 ' �:: Y �,1, . t � � '' �... ' 1r1.. 'ti.v rzlr!'. •� .. .9: :,��, _�. {'.'a ❑ -;�" ces ' r eo Kit qq + ?. -, ,r? •tf.: :..� •t. . ?t °,h,�. y..a . • :,• fi r �. I 1. , 4 4 `. t. . , E l *il'+!J • y v .. k.;1•i .t .,. l , t.. ', •Tx� 1,. h ,; Y - . ♦ aL .rht • u t . - ' R f�,, .' ., . fi r. ', r'' 4 „f.. ! t' ' •� vl rL. ":' i t' �`: r t.� t � <: *• :w .st � t� .� �..� �... °.Y. ".�: _ -r .47u14'4...:',''.44 .: Y, .. y ,{ �- ,:`'�4';,`'4' %II9r'. "r • =I.FI �•{`.n•. ' �� °,l - `i { ..;,r. a-: �.: . ;� , " v :u . t ,. of r _ ' .b..w, v;�''�.v ) r •. .•� �T';� t . . :' _ • ! r 4, i :+) >'t 1 .t- , t «$. r 'a'♦ . )>[�- .Y •, ti 0.• , < f. ... ' t . •r .'t'.:1+r : Y • 1 �' rs •, ^, ...?'.. '�, .:. q ) , ..r, r�, i., L��, � >, .. :C A"�..�• .�,• � .: • � . .:t , '•? v, 1 1 , . �;l'•, :�.: 1'Tt. }},, '•:t. ,�k:, r •{,� •., . 7 1 Y v :� % i t 1� _•`.C.,. .' � \ i'�: J ?.;+ v � ` r'{ � : 4'$:• � ,�"dam Y„ .. 1 1T,.♦ , 7, ✓ >• r fi: p : 5^�` . - Y .� _ . r. 9 f. 1. '• 9 S�.,, h, s. r , • l•.. ' ' IA .. �� ,N � ..�,i .. ,, . . 1.i> '''''.4...' '• .. R •' ) %f . _, . .. ,. �'!A t' 4 - - . ; ! t 1� t4r t : ." n • 4 t 'nf ,a ' :aF,` 1, ,. • ..'. r f,: x''n , .. 6�i +.! • - t s. [;'$ - - �. :1ti, •'� 1^ � 1 S: • '+ . r .,r, , ` . . l V• -.i {''. ' •1) :' , Rt,: a . i l , +,,,;/ . . .� �� „ti• . l j . ~ .►:�� ., .-'. ♦(r l • i t.. ' ' r � • r • ; _ ` 1. !: "� ! �.� 4. • • • • = i - • • • • Y Y V.] • • ......;,.......i.,' ^ . •i • - � I • :fl" v .. , ""'"'.. *: `": ••• ''.'i ' .1 k ... •I H i1 kL I. • • c f lfi , y la.�r. ' V.� .. 1,. I .,. 'Y . . .•t. � 'i ' 120 SOIL SURVEY TABLE 13. —Soil and [Absence of an entry indicates the feature is not a concern. See Glossary for descriptions of such Hydra Flooding ' Soil name and logic map symbol group Frequency Duration Months 'Aloha: 1 C None Amity: 2 ' C None Astoria: B 3E, 3F None Briedwell: 4B, 5B, 5C, 5D B None Carlton: 6B, 6C B None Cascade: 7B, 7C, 7D, 7E, 7F C None Chehalem: 8C C None Chehalis: 9, 10 B Common Brief Nov -Mar Cornelius: 'IIB,'11C,'IID, Cornelius part C None Kinton part C None C - • eliu Variant: - 12A, ' B, I2C C None C . 13, X 14 D Common Brief Dec -Apr Dayton: 15 D None Delena: I6C D None Goble: ... I7B, I7C, I7D, 17E, 18E, 18F C None Helvetia: 19B, I9C, I9D, I9E C None Hembre: 20E, 20F, 20G B None Hillsboro: 21 A, 21B, 21C, 21D B None Huberly: 44 D None Jory: 23B, 23C, 23D, 23E, 23F C None Kilchis: '24G: Kilchis part C None Klickitat part B None I • • • . • • • - , • - - • •• • C r F .t* t : 1 t ` s 7 � `rC } ' • f '- ' _. V. Y , ; • ._., , ,,., - - • ' : r ; SOIL SURVEY Y :•• ;:}3,,,`,, . ., ., n jslightly hard, friable friable, s sticky and Included with this Helvetiain mapping were areas o slightly plastic common black manga- Aloha, Cornelius, Helvetia, and more steeply slopin '' nese ' stains on peds; common, fine Cornelius Variant soils, which make up as much as 1 iA • d•`•2 n unit. ;� c'-4i N 3 dish -brown (5YR 4/er fine, tubular pe Runoff is slow, and the hazard of erosion is sligh ''',4--% P { ' a (7,,e; > i ;,ver y . . fine roots ; many, :v' ''' , � y� poorer•; medium acid (pH 6.0) ; clear, Capability unit IIIw -1; wildlife group 2. •- 111- . ;--_ - --`- -5 . ' . sII boundary. 6 to 13 inches thick. 12B Cornelius Variant silt loam, 3 to 7 percer , :, -�- ` : 23 3 2. i nc hes, brown (10YR 4/3) silty slopes. This gently sloping soil is on smooth terraces. �}loain, pale brown (10YR 6/3) dry; Included with this soil in mapping were areas c .• . �f K = ' � ,. many; thick, grayish -brown (10YR 5/2) Aloha, Cornelius, Helvetia, and other Cornelia T K r t e i t: ri n g s' on peds; weak, medium, suban- Variant soils, which make up as much as 10 percer �� .� ; gulag :; structure; hard, firm, of this mapping unit. , �., ' ; slightly brittle, sticky and plastic; many, Runoff is n slo Capability unit I w, and the hazard of erosion is sligh {' " ° • - - - r IIw -1; wildlife group 2. V T-flne and medium, distinct, dark reddish- ° ` 3' '' 'blowii (5YR 3/4) and dark - brown 12C Cornelius Variant silt loam, 7 to 12 percei Y L 75YIt 4/4) mottles; few fine roots; slopes. This moderately sloping soil is on smooth te: fi ma n y ; very fine, tubular pores; common races. • 1' Clay, films on pores and few on peds; Included with this soil in mapping were areas c f; '. §::.;,, " ---1:';' - Aloha, Cornelius, Helvetia, and less steeply slopin ;. , tx �::, " ',<r_ common black manganese stains in peds; -1 ;� r , t ,. , ` r slightly; - acid (pH . 6.2) ; clear, smooth Cornelius Variant soils, which make up as much f • x;: , _ :' { ` boundary. 8 to 15 inches thick. 10 percent of this mapping unit. y 4 ; B22 t : ' 2 ° , 0.439 inches, brown (1OYR 4/3) light Runoff is medium and the hazard of erosion is moc •''';t „. _ ti sn. h .= � silty, clay loam, pale brown (10YR 6/3) erate. Capability unit IIIe -4; wildlife group 2. , •` dry; many, thick, grayish -brown (10YR s ` e ` • ` &/2 . "coatings on peds • many, fine and . � ' 'V r, 'medium distinct, light brownish -gray Cove series ,. � , 10YR • 6/2) and dark-brown (7.5YR The Cove series consists of poorly drained soils tilt ` ” 3 r "`� . • 4/4)' mottles; weak, coarse, subangular rit- formed in recent clayey alluvium on flood plains (fi: T • blocky structure; hard, very firm, brit- `, 5) . Slope is 0 to 2 percent. Elevation is 150 to 300 fee y; , ..,,: . ", ', - `- ` ° tle`"sticky and plastic; common, moder- "a :-1 ; . _'''' : ,' 4 Where these soils are not cultivated, the vegetation • -, : _; --, : - - . r , ately .:th ick clay films in pores and on •. mainly ash and willow, with some sedges, cattail Y�rt-� }JE x r r peds; very few fine roots; many, very and grasses. Average annual precipitation is 40 to E fi .-c r , �., -r` (pH 6.4) clearb smooth boundary 5cto inches, average annual air temperature i 5 2° to 54° sod y. ' .: and the frost -free period is 165 to 210 days. - _ �# f; - , . , ':, 10 i thick. In a representative profile the surface layer is vei u R an C1 - 39; t 50 chloam gown (lOYR 4/3) light dark ray, mottled silty clay loam about 8 inches thic . sty clay grayish-brown fin -brown dark a A7 �� } ' -` la " F"� 6 5/2) coatings; many, fine and medium, gray, gleyed and mottled cis The subsoil is very da gr ' 'tom• ' "- =�ekfV: : light brownish -gray (10YR about 32 inches thick. The substratum is very dal ,;'; ; < =` : `6%2) and dark -brown (7.5YR 4/4) mot - gray clay that extends to a depth of 60 inches or mor .' 3 - tle"s, massive; very firm, brittle, slightly The soil reaction is medium acid in the surface lay( - , • ;s ;: ; •n . to slightly acid in the subsoil. :_�;:f ,. . sticky and plastic; very few fine roots; ",,��, , • •1. mmany, very fine, tubular pores; many, Permeability is very slow. Available water capaci� -.L lith thick, continuous clay films in pores and is 4 to 4.5 inches. Water- supplying capacity is 20 to 1 c,LY; :fr' ,:e' "F-on' fractures; slightly acid (pH 6.4) ; inches. Effective rooting depth is less than 20 inch( :�g 1 1T- a :' clear, smooth boundary. 10 to 20 inches because of the seasonally high water table. :;'...4•I '2.4,.r. • 4:' These soils are used for pasture and wildlife habits .' : , Cx : = ': thick. Representative profile of Cove silty clay loam, 0 1 y ? C2x' 0`to 60 inches, brown (10Y 4/3) light lopes, located 200 feet north of road, NE? 2 percent ercent s • .'r Y • lai 01,i _ silty clay loam; grayish-brown (10YR 2 5/2) coatings; many, fine and medium, 4SW1 section located T. 1 S., R. 2 S to 8 inches, very dark -gray (10YR 3/] ;I. ::(� > :distinct, light brownish -gray (10YR r3' • =• r zi&- x :_6/2) and dark -brown (7.5YR 4/4) mot- silty clay loam, dark gray (10YR 4/] .gi T` -. gales; massive; very firm, brittle, slightly dry; few, fine, yellowish -brown and r( =; ; • ° "sticky and plastic; many, very fine, ir- mottles; moderate, fine, subangul: ;`r ° r pores; common medium clay �;,; ; ^ -; -; • � regular blocky structure; hard, firm, sticky ai lr films in pores and on fractures; slightly " plastic; many fine roots; common, fin • ..,4 w: ; acid (pH 6.4). tubular pores; medium acid (pH 6.0 4 -T solum ranges from 30 to 50 inches in thickness. abrupt, smooth boundary. 7 to 16 inch - Depth to bedrock is more than 60 inches. The A hori- thick. zon is a silt loam with 0 to 5 percent fine hard con- B21g -8 to 18 inches, very dark gray (N 3/ creti ' r- . The B horizon is a silty clay loam or silt clay, dark gray (N 4/ ) dry; man 1.„ • . i • ptli to a weak fragipan is 30 to 40 inches. fine, dark yellowish -brown and da: = -12A rnelins Variant silt loam 0 to 3 percent reddish - brown mottles; moderai slopes: his nearly level soil is on s terr It coarse, prismatic structure; very her has the • rofile described as representative of the series. very firm, very sticky and very plasti