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/l Sri PK b y TIGARD TRIANGLE COMMONS ' STORMWA`TER CALCULATIONS 111 05q-5 Tigard, OR f Uti RE- P D ' OCT 2 .1 zoo CITY OF TIGARD BUILDING DIVISION 1 I September 22, 2004 ' September 13, 2005 PROJECT NUMBER: 3118 1 M 1 TM RIPPEY ' CONSULTING ENGINEERS 7650 SW Beveland Street, t Suite 100 Tigard, Oregon 97223 Phone: (503) 443 Fax: (503) 443 -3700 Email:kkoroch @tmrippey.com I TIGARD TRIANGLE COMMONS Tigard, OR ' Table of Contents 1 1.0 PROJECT OVERVIEW 2.0 STORMWATER QUANTITY (DETENTION ) ' 3.0 STORMWATER QUALITY (TREATMENT) ' 4.0 PRELIMINARY DOWNSTREAM ASSESEMENT 5.0 SITE MAPS 6.0 AREA CALCULATION WORKSHEETS 7.0 STORMWATER DETENTION CALCULATIONS 8.0 STORMWATER QUALITY CALCULATIONS 9.0 NRCS SOIL SURVEY DATA 1 1 1 TIGARD TRIANGLE COMMONS Tigard, OR ' 1.0 PROJECT OVERVIEW ' The Tigard Triangle Commons project is located adjacent to the SW Clinton St. right -of -way to the east of SW 68 Ave and adjacent to the SW 67 Ave right -of -way to about 350 feet north of SW Clinton St. The site is comprised of two parcels. One parcel is directly north of SW Clinton between SW 68 and SW 67 Avenues. The second parcel is east of SW 68 and east of SW 67 ' north of the Haines Street Interstate 5 Southbound Offramp. The parcels are mostly undeveloped with four small structures and driveways. The right -of -way ' areas for SW Clinton and SW 67 have paved surfaces varying from about 24 feet to 30 feet in width. The paved surface of SW Clinton and SW 67 extend onto the mostly vacant parcel to the east of SW 67 The undeveloped areas are mostly covered with mature trees with some undergrowth. Based on NRCS Soil Survey maps, the site is made up of two soil types, 7B (Cascade) and 13 (Cove). However a small area of the site to the south -east of the SW 68 and SW Clinton intersection is identified as a 37B (Quatama). The Soil Survey categorizes the Cascade type soil in Hydrologic Group C and defines the soils as being somewhat poorly drained with slow permeability. The Cove type soil is categorized in Hydrologic Group D and defined as being poorly drained soils with very slow permeability. The Quatama type soil is categorized in Hydrologic group C and is defined as moderately well drained with a moderately slow permeability. ' The site stormwater surface runoff for the two parcels and right -of -way area drains to the west. With two discharge points, the site is made up of two basins with a ridge line running ' approximately on the south right -of -way line for SW Clinton St. towards the Haines Street Offramp. The north basin sheet flows from the east end of the site toward SW 67 where it is collected in a ditch and through a series of culverts and ditches conveyed to a 12" concrete pipe ' crossing 68 north of the SW 68 and SW Clinton intersection. The south basin sheet flows toward an area drain in the south -west corner of the site where it is collected with low flows conveyed across SW 68 through an 18" concrete pipe and discharged to an open channel ' crossing an undeveloped parcel west of SW 68 and higher flows directed into a 24 -inch pipe and conveyed in pipes west along Dartmouth, ultimately discharging to a ditch south of Daituiouth at approximately 70 street. The separation of flows is accomplished with an approximate 0.10 -ft invert elevation difference within an existing manhole at the northwest corner of Haines Road/Dartmouth and 68` Some runoff from Interstate 5 is also combined at this manhole. ' The total site area including the right -of -way area is calculated to be approximately 209,405 sf (4.81 acres). The total area is made up of approximately 172,755 sf (3.97 acres) of site area, and approximately 36,650 sf (0.84 acres) of right -of -way area. The undeveloped north basin totals approximately 142,000 sf (3.26 acres) and the undeveloped south basin totals approximately 1 67,405 sf (1.55 acres). 2 . I The undeveloped north basin consists of 25,630 sf (0.59 acres) of impervious surfaces with a balance of approximately 116,370 sf (2.67 acres) of undeveloped area. Based on the NRCS Soil Survey Maps, the north drainage basin is identified to be almost completely soil type 7B I (Cascade) and in Hydrologic Soil Group C. A CN value of 73 (Woods, Fair) was adopted for the undeveloped areas with a CN value of 98 for the impervious area. An undeveloped time of concentration for the north basin was calculated at 37 minutes. I The undeveloped south basin consists of 2,624 sf (0.06 acres) of impervious surfaces with a balance of about 64,781 sf (1.49 acres) of undeveloped area. Based on NRCS Soil Survey Maps, I the south drainage basin is identified to be mostly soil type 13 (Cove) with a small area of soil type 37B (Quatama). The type 13 (Cove) is in Hydrologic Group D and the 37B (Quatama) is in Hydrologic Group C. Since the basin is mostly soil type 13 (Cove) a Hydrologic Group of D was adopted for the basin. A CN value of 79 (Woods, Fair) was adopted for the undeveloped areas I with a CN value of 98 for the impervious areas. An undeveloped time of concentration for the south basin was calculated at 34.4 minutes. I The following is a summary of the undeveloped stormwater runoff peak flow rated for the north and south basins: I 2 -yr 10 -yr 25 -yr Peak Flow Peak Flow Peak Flow (cfs) (cfs) (cfs) I North Basin Total 0.27 0.63 0.82 South Basin Total 0.16 0.35 0.45 ' The water quality and detention facilities have been designed in compliance with the requirements set forth in Clean Water Services "Design and Construction Standards for Sanitary Sewer and Surface Water Management ", March, 2000. The detention requirement states that the developed peak runoff rates for the 2 -year, 10 -year, and 25 -year shall not exceed their respective I pre- developed peak runoff rates. For water quality, the system shall treat the total precipitation of 0.36 inches falling in 4 hours with a storm return period of 96 hours. I The proposed storm drainage system configuration for the site consists of a public storm system collecting flows from the right -of -way areas, and two private storm systems collecting flows from the private parcel areas. All runoff collected from both the public streets and the private sites will I be conveyed south to the manhole at the northeast corner of Haines/Dartmouth and 68 discussed above. I The existing 18 -inch pipe crossing 68 and discharging into the ditch on the parcel west of 68 and north of Daitmouth will be abandoned in place by plugging the ends. All runoff from the sites, Clinton, 67 and the tributary portion of Interstate 5 will be conveyed in the existing I system west within Dartmouth. Based on pipe capacity, determined utilizing Manning's equation and existing pipe diameter and slope, the runoff from Interstate 5 is approximately 51 cfs at the manhole at 68 and Dai tinouth. Detained runoff from 67 Street and from Clinton, as well as the I sites totals approximately 1 cfs, for a combined total of approximately 52 cfs. The existing downstream system within Dai tinouth has a minimum capacity of 65 cfs. Downstream capacity with the elimination of the existing 18 -inch pipe crossing Dartmouth is therefore adequate. I The private storm system in the proposed north basin shall consist of a piped stormwater system collecting runoff from trapped catchbasins in the parking areas and roof drain laterals. Stormwater flows will be detained in an underground detention pipe and released through a I control structure at a rate that will be less that the pre- developed flow rate. This flow will be treated by a Stormwater Managements stormwater filter system prior to discharge into the public system to be constructed in SW Clinton off site. The public system in the proposed north basin 3 will consist of a piped storm system collecting water from City of Tigard Standard Curb Inlets and a short section of existing storm pipe collecting runoff from the north most section of SW 67 Ave. Stormwater flows from the right -of -way area associated with the development will be ' detained in an underground detention pipe and released through a control structure at a rate that will be less than the pre - developed flow rate. These flows will be treated by a Stormwater Managements stormwater filter system prior to discharge. The Public system will be sized to ' pass flows from the developed right -of -way area and the flows from the existing storm system collecting runoff from the north most section of SW 67 Ave to the north of the development. ' The private storm system in the proposed south basin will consist of a piped stormwater system collecting runoff from trapped catchbasins in the parking areas and roof drain laterals. Stormwater flows will be detained in a detention pond and released through a control structure at ' a rate that will be less that the pre- developed flow rate. The stormwater will be treated by a water quality swale designed in accordance with Clean Water Services Standards located in the bottom of the detention pond. ' Flows released from the proposed detention facilities will be restricted with control structures so that the sum of the discharge rates from the three flow control structures will not exceed the pre - developed peak flow rates from the entire site for the 2 yr, 10 yr, and 25 yr events. The water quality facilities will be sized based on treating the peak flow rate from a 0.36 inch 4 hour storm for all impervious areas associated with the proposed development. The water quality ' swale will be designed to maintain a minimum residence time of 9 minutes and a maximum flow depth of 0.5 feet (per Clean Water Services Standards). ' Calculations for sizing the swale and detention pond were done using HydroCAD's stormwater modeling software utilizing the Santa Barbara Urban Hydrograph method. The following is a summary of the pre- developed and post - developed basin sizes. ' Pre -Dev Post -Dev Total Total ' (acres) (acres) North Basin 3.26 2.37 South Basin 1.55 2.44 ' Although the north and south basins will be combined and discharged to the northeast corner of Haines/Daitinouth and 68 as described above sufficient downstream capacity exists. The ' following is a summary of the post - developed basin previous and impervious area break down: Pervious Impervious Total ' (acres) (acres) (acres) North Basin Public 0.005 0.785 0.79 North Basin Private 0.41 1.17 1.58 South Basin Private 0.77 1.67 2.44 ' 4 - I 2.0 STORMWATER QUANTITY (DETENTION) To maintain pre - development discharge rates for the 2, 10, and 25 year 24 -hour recurrence I intervals, detention systems and control structures have been sized accordingly. The north basin public detention system has been preliminarily sized to be 150 feet of 6 foot diameter pipe with a total storage capacity of about 4,200 cubic feet. The north basin private detention system has I been preliminarily sized to be 250 feet of 6 foot diameter pipe with a total storage capacity of about 7,000 cubic feet. The detention pond for the south basin has been preliminarily graded with a total storage volume of about 17,000 cubic feet. I The following is a summary of the detention facility control structures: 2 -yr 10 -yr 25 -yr I Orifice Orifice Overflow Size (inch) - Elev. Size (inch) - Elev. Size (inch) - Elev. North Basin Public 1.6 -300.5 3.0 -303.0 12.0 -306.0 I North Basin Private 1.7 - 304.0 3.0 - 307.0 12.0 - 309.5 South Basin Private 1.5 - 296.0 3.0 - 299.5 12.0 - 300.5 I The following is a summary of the post - developed flows discharged from the control structures: 2 -yr 10 -yr 25 -yr I Peak Flow Peak Flow Peak Flow (cfs) (cfs) (cfs) North Basin Public 0.11 0.26 0.32 I North Basin Private 0.13 0.30 0.37 South Basin Private 0.11 0.26 0.30 The following are total north and south post - development flows discharged from the control I structures: 2 -yr 10 -yr 25 -yr I Peak Flow Peak Flow Peak Flow (cfs) (cfs) (cfs) North Basin Total 0.23 0.56 0.69 I South Basin Total 0.11 0.26 0.30 Based on the preliminary sizing of the storm system detention and control structures, the post- I developed discharge rates from the north and south basins of the development can be maintained at or below the pre- developed discharge rates from the site. I 3.0 STORMWATER QUALITY (TREATMENT) For storm water quality the total post - developed impervious areas were calculated. The following is a summary of the impervious areas and calculated stormwater quality treatment flow rates for I the three systems. Impervious Treatment I Area Flow Rate (square feet) (cfs) North Basin Public 50,834 0.07 , I North Basin Private 33,998 0.11 South Basin 72,856 0.15 I 5 For the north basin public treatment facility, a three cartridge Stormwater Management Manhole unit in conjunction with a Stormgate high flow bypass manhole is proposed. The total treatment flow capacity of the proposed three cartridge unit will be 0.10 cfs exceeding the required 0.07 cfs ' peak treatment flow. For the north basin private treatment facility, a Stormwater Management precast storm filter vault with four filter cartridges is proposed in conjunction with a Stormgate high flow bypass manhole. The total treatment flow capacity of the proposed four cartridges will be 0.13 cfs exceeding the required 0.11 cfs peak treatment flow. The proposed water quality swale in the bottom of the detention pond for the south basin is preliminarily sized at 120 feet of length with a 2.5 foot bottom and side slopes in the treatment area at 4H:1 V, and a longitudinal ' slope of 0.5 %. With a manning roughness value of 0.24, the velocity of flow in the swale for the required treatment flow rate of 0.15 cfs will be about 0.15 feet per second. The flow depth in the swale will be about 0.3 feet and the total contact time will be just over 13 minutes exceeding the required 9 minute minimum contact time as outlined in the Clean Water Services design ' requirements for Bio- Swales. 4.0 PRELIMINARY DOWNSTREAM ASSESSMENT ' The site in the pre - developed configuration discharges to two locations on the site. The north basin sheet flows from the east end of the site toward SW 67 where it is collected in a ditch and ' through a series of culverts and ditches conveyed to a 12" concrete pipe crossing SW 68 north of the SW 68"' and SW Clinton intersection. The south basin sheet flows toward an area drain in the south -west corner of the site where it is collected and conveyed across SW 68 through an ' 18" concrete pipe. Since the post - developed discharge rates for the site are below the pre - developed discharge rates, once the outflows from the development and new public street runoff are combined, the existing 11) down stream storm conveyance system in 68 will continue to have excess capacity. A preliminary assessment of the down stream conveyance systems finds that no obstructions, ' constrictions or conveyance inadequacies exist for at least 'V4 mile down stream of the connection point at Haines/Dallniouth and 68"'. 1 1 6 1 ' TIGARD TRIANGLE COMMONS Tigard, OR ' 5.0 SITE MAPS 1 1 1 1 1 7 1 I LEGEND GENERAL NOTES MILDREN DESIGN GROUP, P.C. ARCHITECTURE • SPACE MANNING 1 . ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT 7650 SW. Beveland, Suite 120 NEW EXISTING EDITION OF THE UNIFORM PLUMBING CODE, UNIFORM BUILDING CODE, AND THE SANITARY SEWER UNE SS UNIFORM OF IAND WORK PR� 70 THE STANDARDS OF Tigar SPECIFICATIONS. -0� -8692 STORM SEWER UNE 2. I I FIRE WATER UNE RV 2 THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS DOMESTIC WATER UNE INTERS rA rE 5 MENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TELEPHONE UNE T TIMES. ELECTRIC UNE E • 3. THE CONTRACTOF; SHALL NOTIFY THE OREGON UTILITY NOTIFICATION CENTER. •}� NATURAL GAS UNE G 3 BUSINESS DAYS PRIOR TO ANY EXCAVATION, BY CALLING 1 -800- 332 -2344. 1� /1 - - I \ I Il _ _ 4. THE CONTRACTOR, IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTIUTIES i SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT CATCH BASIN ELEVATIONS CB LOCATIONS WITH ENGINEER. T.M. RIPPEY /R11.4.100.00 I CONSULTING ENGINEERS IE -97.00 5. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION ROGRESS TO FACIUTATE SITE OBSERVATIONS AT REQUIRED 763OSWBevalad.&gm 100 MANHOLE ELEVATORS �4H - - - - /RIM- 100.00 INTERVALS. 24-HOUR NOTICE IS REQUIRED. 17gny, Ortgw 97223 1E...97.00 I PEme: (303)443.3900 6. THIS PLAN IS GENERALLY DIAGRAMMATIC. R DOES NOT SHOW EVERY JOINT, En: (503)443-3700 COSTING (E) BEND, FRYING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. DOWNSPOUT 0 D '' 7. CLEAN OUTS Stall BE INSTALLED IN CONFORMANCE WITH UPC CHAPTER ClFiWOUT • CO SEVEN. SECTION 707 AND SECTION 719. NOT ALL REQUIRED CLEAN OUTS ARE MANHOLE O \ SHOWN. I FIRE HYDRANT *IN \ CATCH BASIN • B. EXISTING CONDRONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY Q(p PROF(' I W - SURVEY PREPARED BY WRG DESIGN DATED AUGUST 26, 2002. 1 � WATER M�CTOR CHECK VALVE WA ( I � I N6 �� O y 9. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY r BACK FLOW PREVENTOR re BF ENGINEER OF VARIATIONS IN CONDTRONS SHOWN ON THE PLANS. POINTS OF WATER VALVE ® CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTIUTIES WILL CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLING PRIOR TO oRSc6N R ONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS I t /. h ENCOUNSTER D TU�CH�un POTHOUNG EXISTS TO PREPARE T MODIFIED �DESIGNS AND � O. I - - - HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING EXPIRES: 6/30/05 33asa (1 THE PROJECT SCHEDULE. 1D. STORM DRAN FITTINGS ARE TO BE ECCENTRIC. \ Owners .. - 11. PROVIDE DRAINAGE FROM DDCV, WATER METER, AND CHECK VALVE VAULTS I • \ AS REQUIRED BY THE JURISDICTION. PROVIDE 1 /2HP PUMP WITH DISCHARGE TO Pacific N.W. I / HEALTH DEPARTMENT !APPROVED LOCATION. PROVIDE CONDUIT, WIRE, ANS - ' ,• J - - E ■3xiro CONTROLS TO BUILDING EQUIPMENT ROOM. - N 1 3 1 i 12. DOMESTIC WATER UNES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY A ,E-321.50 LICENSED PLUMBING CONTRACTOR. Properties rsoi I 1 / ► I; s,, „N. 13. URL7RE5 WITHIN FNE FEET OF A BUILDING SHALL BE CONSTRUCTED OF I o I EA TERI OF Q 4 FOR INTERIOR USE AS DESCRIBED IN THE CURRENT w -3fam 510 = 1 . CHANGES IN DIRECTION OF DRAINAGE PIPING SHALL BE MADE BY THE Beaverton, Or on 97005 I E - 3uao Ro 32010 E- 3t7'°° v *, �' , APPROPR ATE USE OF APPROVED FITTINGS AND SHALL BE OF THE ANGLES sTA 14.42.. • INAT W - ]OL N (tY E W T - ma. (u I j O j PRESENTED BY ONE - SIXTEENTH BEND, ONE- EIGHTH BEND, ONE -SIXTH BEND OR 6600 S.W. 105th Avenue - - ay �: [ _ _ � �T vu, - u OTHER APPROVED FITTINGS OF EQUIVALENT SWEEP. I .1. - s _ A „ I 15. INLETS AND OUTLETS TO ON -SITE MANHOLES SHALL HAVE FLEXIBLE Project CONNECTION NO CLOSER THAN 12 AND NO FARTHER THAN 36" FROM THE . ∎. • ∎ .. • , `y : „ , \ MANHOLE. Tigard I , - - -�- -- - -- - •'p._. _ __ _.; - __ ._ , 4 ' L - -_ 16. MANHOLES SHAM HAVE SMOOTH, UNIFORM WATERWAY WITH CHANGES OF I - SW 67TH AVEN _ - - ' 1 ¢ - 31soo DIRECTION MADE WRH THE APPROPRIATE SWEEP OFFSET PER THE OREGON Triangle , � - - -� - - -f- + - - - - - PLU G SPECIALTY CODE. OO�LI _ ooKI.- - - . _ • - - - - - - - - - - -- 17 -AL¢C NSTR D -OR MODIFIED M.N Commons __; i r _ - - O � UC7E HOLE CO VERS IN THE CONSTRUCTION . 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R.Iw. wMI 4222, SEC ' I TIGARD TRIANGLE COMMONS I Tigard, OR I 6.0 AREA CALCULATION WORKSHEETS I I I I I I I I I I I I I I ' 8 '. . )GA 6uA f,1 2—\( ' To--A,1 Lor fzbA- = � 80� t �� �1¢�� 5 I q x-53 sF S4 13-2 }5 Zo 403 51 Z°9) 405 - l acL O 2i J �,u, �_ ) 11 AI = 4. B( ��► . • Tort S t /2-kik( 3- 40 sF 1.55 A • / aiOGL 2_5 s� = > 0.59 4u I k._\)c X40 /QA PU20 (4-S � f � �� > 1f 1 PRoPos 'U`"(tnc ' ' "`k '��° ����5 z) III 2(6 5r- 2. 55 Prz ,, 30,kr t ot,ki4-GL IMP (6(4 4( (Z3 sr Ac+ .5 Pe_, eo c„i) DR- 14A-Gc_ _) 303 3'3+ — s o �-� Aozecs 1 PiziJ fostz &acg PEA() 2-0 Z si= 0.45 mks 1u0 ..T - 84s f erg NA) IZ - Cr d •(_ ( -o 5 PLo,N 300 21 bY_ 5.o' 1) iTC4 FLAY% 1�c� a s 0- Cr � '( = 1,5' P,P ' 1Y d y_ (•s' D frcr- Ic( b _ - 1.5' P,PlL. G FLow c.ougs = 450 300 cr •5 si r Ftow ' 1wZ ( d , ( = S S.+ACLo• &Ncri.,r Fco TM 1 PE BY DATE -L1 X L 1 CONSULTING ENGINEERS CHK BY DATE__ I 7650 S.W. Beveiand St, Suite 100 _ JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET OF II Pc. 134_1 - n.n 4 C ( G s I - S I L -S Ici. cis 2. `' Fa-c M S - S 1 .1 S Cf I 5 �7 l2." FR-E. T - J HA+N a , 5 Co GF s - Mc" r1. 0 1 St - Po51 PC1r=d011 o ti) ZS Y2. I IJc (L -1 0 .3z c_rt —t p. 3 cp v t3(_.1 G) 0 MbT L I CPS U N OCTA+N/c ". i S cR I DOw STtiatrwl gY 6M F 12-0 ran ■ Ai 1J G -L t r.).A€J Cogy -r-t I 1 LOT' ).)0f2 - "M OF ClAC2 --T Mc, ti-1 37 G,S T'c7 DAtZiM CStXit -I ( ") CoS C.-F S 2-` G .= rre.c .5M IJ - St..) 30 c . 2= W (! '5T AI.-C)N) 4 3ov T+-f oAlzr . ' 7S c....> I I I I I I UM M K 1 RIPPEY 11 �d ,L1�• 1 17- 1 t_s , BY DATE CONSULTING ENGINEERS _ CHK BY DATE ' 7650 S.W. Beveland St, Suite 100 - JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET of I II LEGEND - SAL NOTES ht ......, Mn DREN DESIGN GROUP, P.c. ARCHITrc:v.e • SPACE NANNING NOV COSTING 1, AU. WORN SW" CONFORM � ERE. U BUROINE C O THE 7650 SW, Beveian4 Suite- l2] UNIFORM FIRE CODE. WORK SLIM ALSO CONFORM TO THE STANDARDS OF T:gani Oregon 97223.3692 SANITARY SEWER LINE SS EDRION OF THE 'UNIFORM I STORM SEVIER UNE rw FIRE WATER UNE THE CM OF TK PROJECT ARO AND 70 PROJECT SPECIFICATIONS. D011ESTIC RAM LINE TELEPHONE LINE INTERS 5 2. THE CONTRACTOR SHAH HAVE A FULL SET OF THE CURRENT APPROVED T CONSTRUCTION DOCJMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL - TIMES (503) 244-02 ELECTRIC LINE E NATURAL GAS UNE G 3. THE CONTRACTOR SHALL NOTIFY THE OREGON U IUTY NOTIFICATION CF_NTTR, I _ __ _ _ _ - - .. 3 BUSINESS DAYS PRIOR TO ANY EXCAVATION. BY CALLING 1- 900 -332 -2344, +']( /Il \ K CATCH USN ELEVATIONS S9 4. THE CONTRACTOR IS RESPONSIBLE FOR COOROIHATION OF PRNATE UTRITIES _ RIY�f 00.00 SUCH AS GAS. TEk7HONE. POWER, CABLE TELEVISION. ETC. CONFIRM VAULT IE ■97.00 1DCAT10N5 WITH ENGINEER. TM. RIPPEY ■ ENOI 11Aa101E ELEVATIONS WI — — — 5. THE CONTRACTOR SHALL KEEP THE ENGINEER µ0 JURISDICTION INFORMED CONSULTING 1t�A5 /R W- 100.00 -- - OF cONSTRUGIION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED TWO SW B.rwY119ub ItY1 IE,.97.00 - INTERVALS. ,24 -HOUR NOTICE IS REQUIRED. -_ _ COSTING 6. THIS PLAN IS .DDIERALLY DIAGRAMMATIC. R DOES NOT SHOW EVERY JOINT, 1 (SEMN17700 DOWNSPOUT 005 BEND, FITTING. OR ACCESSORY REQUIRED FOR CONSTRUCTION, CLFJJEOIIT •00 7. CLEMI OUTS SHALL BE INSTALLED N CONFORMANCE WITH UPC CHAPTER Pam (361)4117900 MANHOLE * SEVEN. SECTION 707 AND SECTOR 719. NOT ALL REQUIRED CLEAN OURS ARE FIRE HTORANT *EH SHOWN. I CATCH BASIN • OaueLE DETECTOR CHECX VALVE �O1X.v & EXISTING CON01D0N5 BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY p PROS WATER VEER 9J NULL SURVEY PREPARED BY WRG DESIGN DATED AUGUST 28. 2002 � 5�� tK Ff � BACK RDW WATER VALVE PREVEHTOR • 9. DIE CONTRACTOR SHALL VERIFY µ0 CONFIRM COSTING CONDITIONS. NOTIFY ••-" LS$01 t� ENGINEER OF VARMTIONS IN CONODIONS SHOWN ON THE PLANS. POINTS OF CONNECTION EXISTING ET tJfl S H WL I VE RIR BY NEW U WHERE TO WILL C NNS O TION I Ml1IRO U L F1 RE VERIFIED BY WHERE POTHOUNG PRIOR TO oim•LN (-- CONSTRUCTION OR I ORDERWG MATERIALS. IT n IS THE CONTRACTORS `he • RESPONSIBILRY TO � 5�1EDU1E POTHOUNG SUCH THAT IF CONFLICTS ARE •f Kp � 0 0� ' ' ENCOUNTERED. SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND o- HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING • ---� A,am LT1wS THE PROJECT SCHEDULE [EXPIRES 6/30/05 I 10. STORM OVEN i ARE TO BE ECCENTRIC. I - I1. PRONOE O U OTE µO AU Owner �. I AS REQUIRED HT RARA THE JUR OCV, PROVIDE WATER u(R• 1 /2H PUMCHECK VALVE P WTi/1 DISCHARGE V LTS TO Pacific N.W. roperties v - - HEALTH DEPARTMENT APPROVED LOCATION. PRO OE CONDUIT, WIRE. µ0 CONTRO I LS L . _ _ LS TO BUILDING EQUIPMENT ROOM. J / LEA 12. DOMESTIC WATER ONES AND ACCESSORIES BETWEEN THE WATER METER µ0 P ( .,.,. ' i l % 7 THE BURRING SHALL BE RETRIED BY A UOENSm PLUMBER EMPLOYED BY A I LICENSED PLUUBING CONTRACTOR. I I t I - I _I • 13. UTO-M6 WDTM1 FIVE FEET OF A BUILDING SHALL BE CONSTRUCTED OF • NA7T7RAt5 .APPROVED FOR INTERIOR USE AS DESCRIBED IN THE CURRENT DESCRIBED • norl ED(fIOWOF THE UPI:. nA , • o-mm� d . � � �� . .. 'u... 1 i. CHANGES W 05tEL710N OF DRAINAGE PIPING SHALL BE LADE BY THE • APPROPRIATE USE O 6600 SW. 105th ?.venue � � F' APPROVED FITTINGS µp SHALL BE OF THE ANGLES Beaverton. Oregon 97005 I — IL — — App tAm OTHER APPROVED FT RINGS ' 4!1 PRESENTED BY ONE-SIXTEENTH KENO, ONE- EIGFITH BEND, ONE -SIXTH BEND OR J \ PRESENT — — fTIHGS OF EOUNALENT SWEEP. ' -- U _ . —_ ___— - I U -• - - - I \ MANHOLE. Tigard I - - - - J \ O i . _____ . 16. MANHOLES SFW1 HAVE SMOOTH. UNIFORM WATERWAY WITH CHANGES OF SW 67TH A VENUE . 4. _ _ _ 0 000 TE SWEEP OFFSET PER THE OREGON Triangle .. PW SPF1aAL TH APPROPRIA ' I _ ® .. � ...- ' �- _ _ A,R O 1 HSTRUCTED•OR MODIFIED MANHOLE COVERS IN THE CONSTRUCTION Commons d BIN I • I i , I I ' _r \ AREA TO MATCH FINISHED GRADES. E - 'arA tP wafa •PeTrr� - .- . .. - _ . . - . .. I I' ; .. ADJUSTED . MI • I 68th and Dart th '. - A«sa asa Or nc pry • 4�na7o - ' - - w•.Rr.A ' ' - \ • q - .L— Tigard Oregon • 1 _ r S A. / . ....ua[1: sm.m rte I K • : /Y • . U J :Li -wi>e• Iti �.' ' I 111 l 7 Sh 7 cc[Ti[k �` an� w em I . �■ i I N V tll)t ■ ■ ■ ,I• ■ 0, ft r ■ ■..:■ • ■ `■,■ ■ •• rr' ■..J ,: J1 114 I I i � ¢ Plan - _ I r '1 •x' • rc scam 2. 11 C ) I m 1 _ I . ___- -Imissmai. „ 1-- _ If A - ..... • 1 • • • T �: a i G I :° . I _ _ L I�' - , I Revlswna • i _ wA..I _ �` • � I • :. ) .. . _ . • II. I aow m.a W ... v ) y7 b TS,a C i ifi. lit • 31115 r,muTC . .1•01 a APD WWI. PO. .���i. . . . . -- . . P. .L. • Pt - 4 • • ' — - [ art ■ MaT , L ■ . - 1 f— a_ — i _r wie .. _ -. ( ' 'N). .. .. ' l • .. _ - X12 W) ,_w � ' y r.�ma .0 L _._ i (8 A rw° Am.. " ._•k" - .: :. - — - - - - - l -- .l�.m — M, Du,LY P, rA — — I OPaI Js r�wm.'®r wY P ... �I RIP In pima 'WPM 1.vrTy�� { _ - 55 ]S ] J I ; 4_ 5 � ' '� t +T�T1 :7::5— .. 11 11.1117 w i ? s^ .�: :;' SW 68TH A l/leN1lE • ' ....... b1 ° N ° *? .. Date 27 5eptcmtzr l 04 • _ ; - :• - tFg 'fJr. ?t .:a:. . , .. _ x art=a mi 0 • Y• Y ,:3J - ; ' ` i'it il I - — — — Lt - Drawn b Checked b • • -• I i art.aia1 Or awT • Y -L 7 7`.'`T" - : , ;-7 - • - -••:... a "" ` ! V '• - � ` — — — — - — N I— "— Job Numtrr. 101100 ^ ?!,-,-7,,,i4`7--- •h'_ �r,`c;.l 1 _ -• T �w, �• .Tr ` .. R: yt as TM PR • .3::. OJ N � 3l 8 I I C3 1: = Des w - :.October - '2004 • a No - win - ■� - 38 — — — — — — - A EN jp o 0_6A �c� = Z () so SF �= ---X � ST, �1( a l 014 r(c eAto Zo ct i405 sr )ctT* A v(c1 = Ll 44 ( .00 SF 59\t I�-Z�000 , 54 , ( 6R - 05 - se ka TO S c,&ce. 4 i-k "4- i� MN NM I MN NM NM NM MO MN MN = N. EN N. Tar-k, Lw 31,111 f 5500'5- > 31, ` 9 • o • • 31 s • I 550 1.-Lka • -tur- MN EMI IM MI RN NNN r - � Ahn_ Io qVI( SF 125.00 121.53' 38.15' I g O Im ) _ _ uoQ uofi TD sca �� T e ou MQ-€1 (3Ti M6 MI M r M ■N ME - ME ME MN ME I= iMii n02 b I G 590 + 14,540 . + L oS1 -- t 15,591. _ _ _ -=> 25) (910 3F S ou 4 - 1) P -Alki 6c= I I le 5 ' + 15o5" 2(3 29-`sr C C I • r.° yt . ; '. :1 Y t J . 4 �'— to � i,ac, _ Y�,:� � x . r_.: k•, :I . A_ 1 — \ } - -- �:; a.),I Y : , :y` j:_Y: • L :{ J Alut =155 4 AQiA=1sos I. . NOT o 5cAct- • 44 No2r1i- • (irk s um__ oat Aim ow NE ow WM NM MI � D 2a�h�►,c:,� �! cam. ail NIN lim Nu p opoyGt ,__ NoRT+t 1� At- w . '�e lui= 54s, I`i4t hell- io 5l 11�$t35S tttta till-14- -r 934 -rl Into SW1 4 il k IR AQ-- Pauit.k._ 303 t- 52I1-- 96 t313t-3 0 11-5 11,521D f.,1- zo, 8Z- `134 sr _All r5Z.1; q 6 5F 15,444 SF I tgQS� ooF . 5 r ck-I55h 1\10SE 1 8,14 5 SF - -1 I I (q41c i ' ii S455F 6 SF - i 3555E lsor To 5(Ac.e_ -4 E am EN No gol am ow ' gm Mie EN EN mu EN NE N k F LT Sc Act_, • MI I N MN I r NE EN No NE EN = EN P��� � O��T � SAN ToTTL_ 4a *- 6 1 a48 L4s t 401 SF l,5 ; IL) 3 k ? O ) gZ > 33,542 - 5 1= Nopos Vow kttrif &stv I 150 i- 3o48 34 \R s►= LS = SC' 411)9gbs? J r Ls L ToThu- 68 Sob" 31,141 9 � (01 S1 sr_ (b 141D; LSD 2c�1 �Z Sr= N ,Uoarki' k T") ( we EN Ns EN = a MN MI NIN ow me r am ow ow so l'Lgxtt bf + 4A ' TA-c Cob goy t- 11 150 = 9(1 ll 2rIM ov6 _ %%Tku = C►,`1, - +-SS(30 r 42 -;oVO— ) o9, 44b UkNs<DScOIL = 4-82 k IZ 3 1 S1 - 2 hao, LaN6s(A 1 2, Y 3.),141 1,(14 Cnigb Are: 7 -0, `T�e.— s,- • b�� 8 0�� 4 Sf= LA-MoscAp,t,- = SUOSG NoT r sc. ALE_ ` u6 2T 1 1 \ I 3 oL - ,PD _ AL k - Toie.€A ; l b(,,40� - Z 44 Accts (..AN. 3 54- Auz s I M Pd-u 0(A. 2, 5 )5 ) I . Ass I 12_0 TOTAL A 3 � 1 cl,8 sr- 0 . 3-9 &.as • ' LAN a c f)z => S F i 0.005 4 cec5 l PLeOiOUS -? 1 I ip a) 0,T5 Qssc /VOLT ' ks5 I t■4 a / Mu _� C� v ) 5 o , I • 5o 4<42-LS Cam DscA - 1.- ) 3. 46w H P .u, u U => 50, 83 z st- ) I - 13- A-cat To-r-AL Aiztk Zoet 4.or ku ToT4 -L LA APL 51 l C /MPrAiOcAs 1 1 1 1 '� � /� ��� a BY DATE .I- i CONSULTING ENGINEERS CHK BY DATE _ 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 iosNo Phone (503) 443 -3900 SHEET of . I TIGARD TRIANGLE COMMONS I Tigard, OR I 7.0 STORMWATER DETENTION CALCULATIONS I I I 1 I I I I I I I I I I 9 ' TigardTriangleCommons Type IA 24 -hr Rainfall = 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Subcatchment 3S: Post - Development ROW Basin I Runoff = 0.46 cfs @ 7.85 hrs, Volume= 0.148 af, Depth= 2.27" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 2.50" Area (ac) CN Description ' 0.780 98 Paved parking & roofs 0.005 79 50 -75% Grass cover, Fair, HSG C 0.785 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.4 100 0.0200 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.8 400 0.0050 3.8 2.98 Circular Channel (pipe), ' Diam= 12.0" Area 0.8 sf Perim 3.1' r= 0.25' n= 0.011 3.2 500 Total 1 1 1 1 1 ' TigardTriangleCommons Type IA 24 -hr Rainfall = 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986-2002 Applied Microcomputer Systems 9/22/2004 Subcatchment 5S: Post- DevelopmentNorth Basin Private Runoff = 0.73 cfs @ 7.88 hrs, Volume= 0.234 af, Depth= 1.78" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 2.50" Area (ac) CN Description ' 1.170 98 Paved parking & roofs 0.410 79 50 -75% Grass cover, Fair, HSG C 1.580 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.4 100 0.0200 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.5 350 0.0050 3.8 2.98 Circular Channel (pipe), Diam= 12.0" Area 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 ' 2.9 450 Total r I I I 1 . 1 ' TigardTriangleCommons Type IA 24 -hr Rainfall= 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Subcatchment 4S: Post - Developed South Basin Runoff = 1.19 cfs @ 7.87 hrs, Volume= 0.380 af, Depth= 1.87" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 2.50" Area (ac) CN Description ' 1.670 98 Paved parking & roofs 0.770 84 50 -75% Grass cover, Fair, HSG D 2.440 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0250 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 2.0 450 0.0050 3.8 2.98 Circular Channel (pipe), ' Diam= 12.0" Area 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 2.7 500 Total 1 1 1 TigardTriangleCommons Type /A 24 -hr Rainfall= 2.50" Prepared by Timothy L. Gaschke HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/21/2004 ' Subcatchment 1S: North Pre - Developed Basin Runoff = 0.27 cfs @ 8.26 hrs, Volume= 0.209 af, Depth= 0.77" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs ' Type IA 24 -hr Rainfall= 2.50" Area (ac) CN Description ' 2.670 73 Woods, Fair, HSG C 0.590 98 Paved parking & roofs 3.260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.4 300 0.0700 0.1 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 2.50" 1.6 106 0.0470 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 37.0 406 Total • 1 1 . 1 TigardTriangleCommons Type IA 24 -hr Rainfall= 3.45" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/21/2004 Subcatchment 1S: North Basin Runoff = 0.63 cfs @ 8.15 hrs, Volume= 0.388 af, Depth= 1.43" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 3.45" Area (ac) CN Description ' 2.670 73 Woods, Fair, HSG C 0.590 98 Paved parking & roofs 3.260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.4 300 0.070 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 1.6 106 0.0470 1.1 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 37.0 406 Total 1 1 1 ' TigardTriangleCommons Type IA 24 -hr Rainfall= 3.90" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986-2002 Applied Microcomputer Systems 9/21/2004 Subcatchment 1S: North Basin Runoff = 0.82 cfs @ 8.13 hrs, Volume= 0.481 af, Depth= 1.77" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 3.90" Area (ac) CN Description ' 2.670 73 Woods, Fair, HSG C 0.590 98 Paved parking & roofs 3.260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.4 300 0.0700 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 1.6 106 0.0470 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 37.0 406 Total I 1 1 i . TigardTriangleCommons Type IA 24 -hr Rainfall = 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/21/2004 Subcatchment 2S: South Pre - Developed Basin Runoff = 0.16 cfs @ 8.21 hrs, Volume= 0.112 af, Depth= 0.87" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 2.50" Area (ac) CN Description ' 1.490 79 Woods, Fair, HSG D 0.060 98 Paved parking & roofs 1.550 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) a 33.9 300 0.0780 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.5 162 0.0460 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 36.4 462 Total 1 1 1 . . ' TigardTriangleCommons Type IA 24 - hr Rainfall= 3.45" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/21/2004 Subcatchment 2S: South Pre - Developed Basin Runoff = 0.35 cfs @ 8.12 hrs, Volume= 0.202 af, Depth= 1.56" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 3.45" Area (ac) CN Description ' 1.490 79 Woods, Fair, HSG D 0.060 98 Paved parking & roofs 80 Weighted Average U 1.550 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 300 0.0780 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.5 162 0.0460 1.1 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 36.4 462 Total 1 1 1 1 I I TigardTriangleCommons Type IA 24 -hr Rainfall= 3.90" Prepared by Timothy L. Gaschke I HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/21/2004 Subcatchment 2S: South Pre - Developed Basin I Runoff = 0.45 cfs @ 8.10 hrs, Volume= 0.248 af, Depth= 1.92" I Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Type IA 24 -hr Rainfall= 3.90" Area (ac) CN Description I 1.490 79 Woods, Fair, HSG D 0.060 98 Paved parking & roofs 80 Weighted Average I 1.550 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 33.9 300 0.0780 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.5 162 0.0460 1.1 Shallow Concentrated Flow, I Woodland Kv= 5.0 fps 36.4 462 Total I I I 1 I I I I I I ' TigardTriangleCommons Type IA 24 -hr Rainfall = 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 1P: ROW Pipe Detention Inflow Area = 0.785 ac, Inflow Depth = 2.27" Inflow = 0.46 cfs @ 7.85 hrs, Volume= 0.148 af Outflow = 0.11 cfs @ 9.81 hrs, Volume= 0.141 af, Atten= 77 %, Lag= 117.5 min Primary = 0.11 cfs © 9.81 hrs, Volume= 0.141 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs ' Peak Elev= 302.95' Storage= 1,634 cf Plug -Flow detention time 179.8 min calculated for 0.141 af (95% of inflow) Elevation Cum.Store (feet) (cubic -feet) 300.50 0 301.50 465 302.50 1,237 303.50 2,121 ' 304.50 3,003 305.50 3,777 306.50 4,240 = / iA Primary OutFlow Max =0.11 cfs © 9.81 hrs HW= 302.95' (Free Discharge) —1 =Orifice/Grate (Controls 0.11 cfs) —2= Orifice /Grate (Controls 0.00 cfs) —3= Orifice /Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices ' 1 Primary 300.50' 1.6" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 303.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 306.00' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 1 1 1 . TigardTriangleCommons Type IA 24 -hr Rainfall = 3.45" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 1P: ROW Pipe Detention Inflow Area = 0.785 ac, Inflow Depth = 3.21" Inflow = 0.64 cfs @ 7.85 hrs, Volume= 0.210 af Outflow = 0.26 cfs © 8.38 hrs, Volume= 0.192 af, Atten= 59 %, Lag= 32.3 min Primary = 0.26 cfs @ 8.38 hrs, Volume= 0.192 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs ' Peak Elev= 303.50' Storage= 2,123 cf Plug -Flow detention time 182.9 min calculated for 0.192 af (91% of inflow) ' Elevation Cum.Store (feet) (cubic -feet) ' 300.50 0 301.50 465 302.50 1,237 303.50 2,121 ' 304.50 3,003 305.50 3,777 306.50 4,240 ' Primary OutFlow Max =0.26 cfs @ 8.38 hrs HW= 303.50' (Free Discharge) —1= Orifice /Grate (Controls 0.12 cfs) —2= Orifice /Grate (Controls 0.15 cfs) ' —3= Orifice /Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices ' 1 Primary 300.50' 1.6" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 303.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 306.00' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 1 1 1 1 . ' TigardTriangleCommons Type IA 24 -hr Rainfall= 3.90" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 1P: ROW Pipe Detention Inflow Area = 0.785 ac, Inflow Depth = 3.66" Inflow = 0.73 cfs @ 7.84 hrs, Volume= 0.240 af Outflow = 0.32 cfs @ 8.33 hrs, Volume= 0.216 af, Atten= 56 %, Lag= 29.1 min Primary = 0.32 cfs @ 8.33 hrs, Volume= 0.216 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Peak Elev= 303.82' Storage= 2,399 cf Plug -Flow detention time 178.0 min calculated for 0.216 af (90% of inflow) ' Elevation Cum.Store (feet) (cubic -feet) 300.50 0 301.50 465 302.50 1,237 303.50 2,121 ' 304.50 3,003 305.50 3,777 306.50 4,240 ' Primary OutFlow Max =0.32 cfs @ 8.33 hrs HW= 303.82' (Free Discharge) =1= Orifice /Grate (Controls 0.12 cfs) — 2= Orifice /Grate (Controls 0.20 cfs) ' — 3= Orifice /Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 300.50' 1.6" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 303.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 306.00' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 • 1 1 t 1 ' TigardTriangleCommons Type IA 24 -hr Rainfall =2.50 Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 3P: North Basin Detention Pipe - 250' of 6' Diam. Inflow Area = 1.580 ac, Inflow Depth = 1.78" Inflow = 0.73 cfs © 7.88 hrs, Volume= 0.234 af Outflow = 0.13 cfs @ 13.43 hrs, Volume= 0.180 af, Atten= 83 %, Lag= 332.6 min I Primary = 0.13 cfs © 13.43 hrs, Volume= 0.180 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Peak Elev= 306.78' Storage= 3,208 cf Plug -Flow detention time= 303.3 min calculated for 0.180 af (77% of inflow) Elevation Cum.Store (feet) (cubic -feet) ' 304.00 0 305.00 775 306.00 2,062 307.00 3,535 308.00 5,005 309.00 6,295 310.00 7,067 ' Primary OutFlow Max =0.13 cfs @ 13.43 hrs HW= 306.78' (Free Discharge) — 1= Orifice /Grate (Controls 0.13 cfs) — 2= Orifice /Grate (Controls 0.00 cfs) ' 3= OrificelGrate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 304.00' 1.7" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 307.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 309.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 1 1 . ' TigardTriangleCommons Type IA 24 -hr Rainfall = 3.45" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 3P: North Basin Detention Pipe - 250' of 6' Diam. Inflow Area = 1.580 ac, Inflow Depth = 2.68" Inflow = 1.11 cfs @ 7.87 hrs, Volume= 0.353 af Outflow = 0.30 cfs @ 9.31 hrs, Volume= 0.276 af, Atten= 73 %, Lag= 86.6 min Primary = 0.30 cfs @ 9.31 hrs, Volume= 0.276 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs ' Peak Elev= 307.54' Storage= 4,334 cf Plug -Flow detention time= 257.8 min calculated for 0.276 af (78% of inflow) ' Elevation Cum.Store (feet) (cubic -feet) ' 304.00 0 305.00 775 306.00 2,062 307.00 3,535 ' 308.00 5,005 309.00 6,295 310.00 7,067 Primary OutFlow Max =0.30 cfs @ 9.31 hrs HW= 307.54' (Free Discharge) — =Orifice/Grate (Controls 0.14 cfs) — 2= Orifice /Grate (Controls 0.15 cfs) ' — 3= Orifice /Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices ' 1 Primary 304.00' 1.7" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 307.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 309.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 • 1 1 1 1 I TigardTriangleCommons Type IA 24 -hr Rainfall = 3.90" Prepared by Timothy L. Gaschke I HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 3P: North Basin Detention Pipe - 250' of 6' Diam. I Inflow Area = 1.580 ac, Inflow Depth = 3.12" Inflow = 1.29 cfs © 7.86 hrs, Volume= 0.411 af Outflow = 0.37 cfs @ 9.15 hrs, Volume= 0.330 af, Atten= 72 %, Lag= 77.0 min I Primary = 0.37 cfs @ 9.15 hrs, Volume= 0.330 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs I Peak Elev= 307.97' Storage= 4,958 cf Plug -Flow detention time 237.6 min calculated for 0.330 af (80% of inflow) I Elevation Cum.Store (feet) (cubic -feet) I 304.00 0 305.00 775 306.00 2,062 307.00 3,535 I 308.00 5,005 309.00 6,295 310.00 7,067 I Erimary OutFlow Max =0.37 cfs @ 9.15 hrs HW= 307.97' (Free Discharge) — 1= Orifice /Grate (Controls 0.15 cfs) , I — 2= Orifice /Grate (Controls 0.22 cfs) — 3= Orifice /Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices I 1 Primary 304.00' 1.7" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 307.00' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 309.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 I I I I 1 I I I ' TigardTriangleCommons Type IA 24 -hr Rainfall = 2.50" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986-2002 Applied Microcomputer Systems 9/22/2004 Pond 2P: South Basin Detention Pond Inflow Area = 2.440 ac, Inflow Depth = 1.87" Inflow = 1.19 cfs @ 7.87 hrs, Volume= 0.380 af Outflow = 0.11 cfs @ 24.00 hrs, Volume= 0.145 af, Atten= 91%, Lag= 967.7 min Primary = 0.11 cfs @ 24.00 hrs, Volume= 0.145 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs ' Peak Elev= 299.41' Storage= 10,234 cf Plug -Flow detention time= 504.4 min calculated for 0.145 af (38% of inflow) Elevation Cum.Store (feet) (cubic -feet) ' 296.00 0 297.00 2,800 298.00 6,500 299.00 9,000 ' 300.00 12,000 301.00 18,000 I Primar OutFlow Max =0.11 cfs @ 24.00 hrs HW= 299.41' (Free Discharge) —1= Orifice /Grate (Controls 0.11 cfs) —2= Orifice /Grate (Controls 0.00 cfs) —3= Orifice /Grate (Controls 0.00 cfs) ' # Routing Invert Outlet Devices 1 Primary 296.00' 1.5" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 299.50' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 300.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 • 1 1 1 1 • I ' TigardTriangleCommons Type IA 24 -hr Rainfall = 3.45" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986-2002 Applied Microcomputer Systems 9/22/2004 Pond 2P: South Basin Detention Pond Inflow Area = 2.440 ac, Inflow Depth = 2.78" Inflow = 1.79 cfs @ 7.86 hrs, Volume= 0.566 af Outflow = 0.26 cfs @ 15.15 hrs, Volume= 0.310 af, Atten= 85 %, Lag= 437.5 min Primary = 0.26 cfs @ 15.15 hrs, Volume= 0.310 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Peak Elev= 300.00' Storage= 12,013 cf Plug -Flow detention time 491.0 min calculated for 0.310 af (55% of inflow) ' Elevation Cum.Store (feet) (cubic -feet) 296.00 0 ' 297.00 2,800 298.00 6,500 299.00 9,000 ' 300.00 12,000 301.00 18,000 ' Primary OutFlow Max =0.26 cfs @ 15.15 hrs HW= 300.00' (Free Discharge) 1= Orifice /Grate (Controls 0.12 cfs) — 2= Orifice /Grate (Controls 0.15 cfs) — 3= Orifice /Grate (Controls 0.00 cfs) ' # Routing Invert Outlet Devices 1 Primary 296.00' 1.5" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 299'.50' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 300.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 1 1 1 1 1 TigardTriangleCommons Type IA 24 -hr Rainfall= 3.90" Prepared by Timothy L. Gaschke ' HydroCAD® 6.10 s/n 002239 © 1986 -2002 Applied Microcomputer Systems 9/22/2004 Pond 2P: South Basin Detention Pond Inflow Area = 2.440 ac, Inflow Depth = 3.22" Inflow - 2.06 cfs @ 7.85 hrs, Volume= 0.655 af Outflow = 0.30 cfs @ 15.02 hrs, Volume= 0.385 af, Atten= 85 %, Lag= 430.0 min Primary = 0.30 cfs @ 15.02 hrs, Volume= 0.385 af Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.02 hrs Peak Elev= 300.21' Storage= 13,253 cf Plug -Flow detention time= 474.5 min calculated for 0.385 af (59% of inflow) ' Elevation Cum.Store (feet) (cubic -feet) ' 296.00 0 297.00 2,800 298.00 6,500 299.00 9,000 ' 300.00 12,000 301.00 18,000 ' Primary OutFlow Max =0.30 cfs @ 15.02 hrs HW= 300.21' (Free Discharge) — 1= Orifice /Grate (Controls 0.12 cfs) — 2= Orifice /Grate (Controls 0.18 cfs) —3= Orifice /Grate (Controls 0.00 cfs) ' # Routing Invert Outlet Devices 1 Primary 296.00' 1.5" Horiz. Orifice /Grate Limited to weir flow C= 0.600 2 Primary 299.50' 3.0" Vert. Orifice /Grate C= 0.600 3 Primary 300.50' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 1 1 1 1 1 1 1 • i 1 1 6 Foot Dian Plpe ( -'' ---, --.2 ) '-__--- Area =28.27 Area =25.18 Area =20.02 Area =14.14 Area =8,25 Area .3,10 i i iiMi MO MI 111111 IIIIII 111111 ME 1.1. iiiMi Mill OM ME MN ME NM - 1 ' TIGARD TRIANGLE COMMONS ' Tigard, OR 8.0 STORMWATER QUALITY CALCULATIONS 1 1 1 10 1 T 77 1 61 V r CAc_c_ckLA- V L &Atu ()put ( c� ) vQY = 36(1..\ IKlod,wlous 1 i z. ( 1 0-1E2 (})ut Y LIT Fcoy, ( US) {= _ VQ V 1 4 c (s 60(A -n - JA.s I _ �TA � 1'4 Pax) lobs A of, 1 � U ) 18 6 � 1 VF Zl8 3. 1 how 3 1 of If vkO (1S kw, _ M 6t,g8 VC4 0 (n,cic.o) o 1 I I z.o WQP= bozo- o - 1751 I LA P IOW 4 = 3,36 s48 \ ( 34� 1)5 1 W Q P i5zs - O. BY DATE CONSULTING ENGINEERS CHK BY _ DATE 7650 3.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET OF 670 a, A-1-UL Y LA.Lcs 1 oc-c epAs/ \A/C)1) Z, 1&) \Q = d J 5 c,Fs 1 64i Sl0 5wALt. = d�o� \n/(11 2,s , 1r 1 5 IDQ� �.o Q ES I u T2fc AcT i l"��T A l 1-4- . 1 V COPE = 0- 5`2„ 1 = 0 2_ 0 c.( d• 15 Pr/sc. 1 1;2 () NTa-cr )•Ifii__.0 81 (Fe of 5wAL.L. loo M I1 k 6T4 1 I \AI (1= 1 ) 0 LO — ci=s 6AT 6Togm A-ii_ .. -/ kiUwbAt -04 STD12.. FCT€L (i ors EA-c4 J - ks .4 15 c4)1,* 1af 7.A.4hi Oh°kurr 1 IS CPS 0 d33yC -P.S Ta.k-T 0"; 3,0 Z.• L 3 F Li -s 1 If Id,o(2T SA-s, 1 "w"QO- 4 cP \A10 = 0 , 11 � �s A-Y 6T &V 4 ur IS GPI 0,0334- cps 1 To r kr 3%11 0‘t 1 00334 N �> 3 • 4 1- I t�Tk.�-� 1 �( IZIP 1 BY DATE CONSULTING ENGINEERS CHK BY DATE 1 7650 S v Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET OF I . I BALLAST Ak ALTERNATE PIPE (SEE NOTE 7) LOCATIONS (TYP) I © (SEE NOTE 5) F MIll• 111111111116111= ITAf4 / A //74 i i�iui�■ _� _,, ■�iii� 0 ' MIII�■ e to � enaoce . iriI 0 OUTLET PIPE j % /� „/ /�' INLET PIPE (SEE NOTE 4) I iJ i (SEE NOTE 4) IIIIIIIIM 1 6' x 8' STORMFILTER - PLAN VIEW SCALE: N.T.S. e I GRADE RING 30” 0 FRAME AND (TYP) COVER (TYP) I , { LADDER BAFFLE WALL i _I I 31.6111' I FLOW I SPREADER I iM 4 . -6" MIN I I (SEE NOTE 6) ^. 1 I I 111 � ENERGY , DISSIPATOR III■' — i - l I UNDERDRAIN STORMFILTER MANIFOLD CARTRIDGE (TYP) (SEE NOTE 2) I 6' x 8' STORMFILTER SECTION VIEW SCALE: N.T.S. ® THE STORMIIATER MANAGEMENT Stormillter " I U.S. PATENT No. 5,322,629, No. 5,707,527, No. 8,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING I SHEET DATE BY REVISION al�I� k:o( Xxx 6' x 8' PRECAST STORMFILTER 0 1/2 PLAN AND SECTION VIEW 0 STANDARD DRAWING STORMWATER 'W I D ESIGNED BY. na DRAWN BY. __MR DATE: PROJECT NO.: DRAWING FILE NAME: M A 1NA 9 E AS EN T INC. 1/22/04 XXXX SF608.DWG (800) 548 -4667 I 6' X 8' PRECAST GENERAL NOTES STORMFILTER DATA I DESIGN WATER QUALITY FLOW RATE (ci,) XXX 1.) STORMFILTER BY STORMWATER MANAGEMENT NC.. PORTLAND. OREGON 600 /548 -4667. PEAK FLOW RATE (cfe) RETURN PERIOD OF PEAK FLOW (.44) %%% XXX 2.) FILTERS TO BE SIPHON — ACTUATED AND SELF— CLEANING. I OF CARTRIDGES REQUIRED XX 3.) PRECAST CONCRETE VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C857 CARTRIDGE FLOW RATE (15 GPM STD) XX AND MFT INL IL MEDIA TYPE XXXXX 4.) IPING ER REQUIRES 2.3' OF DROP FROM INLET TO OUTLET. NIT AND OUTLET I PIPING TD BE SPECIFIED BY ENGINEER AND FRONDED BY CONTRACTOR. PIPE DATA: LE MATERIAL DIAMETER 5.) PRECAST STCRMFlLTER EQUIPPED `MTh EITHER CORED OPENINGS OR KNOCKOUTS INLET PIPE 11 XXXXX XXX XX" AT W4lEi /OUTLET LOCATION. INLET PIPE #2 XXXXX XXX XX" 6.) RECOMMENDED MINIMUM CLEARANCE FCR MAINTENANCE ACCESS. CONTACT 96 FOR OUTLET PIPE XXXXX XXX XX- OTHER OPTIONS IF A SHALLOWER SYSTEM IS REQUIRED RIM ELEVATION(S): 7.) ANTI — FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER IF NEEDED. BALLAST TO BE SET ALONG ENTIRE LENGTH OF BOTH SLOES OF VAULT. BALLAST MATERIALS TO BE I PROVIDED BY CONTRACTOR. ,O C� 8.) ALL STORMER:MRS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND // \ MAINTENANCE GUIDELINES FOR DETAILS. FLOW 9.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL VAULT DIMENSIONS AND 4—.4 CO FIGURATION WLL BE SHOWN ON PRODUCTION SHOP DRAWING. 10.) STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. EXACT NUMBER I LADDER YES/NO I REQUIRED TO BE SPECIFIED ON SITE PLANS. ANTI—FLOTATION BALLAST HEIGHT X" 'MOTH N X`' U NOTES /SPECIAL REQUIREMENTS: . SIJ I BAFFLE I SPREADER WALL 11111 il I II t BALLAST il -- ol � (SEE NOTE 7) V J i ik . • HEI GHT I • e• 4 . ,. • • • ..1111 UNDERDRAIN MANIFOLD WIDTH 1 6' x 8' STORMFILTER — SECTION VIEW :—B SCALE: N.T.S. 1 I 1' -10" 4' -4" 1' -10" a I'I • I ' I I.I eNr. 6 , l l • I 1 III I f • 4 I I • I I I $, THE ST0E/MATER MANAGEMENT StormFilter " 6' x 8' STORMFILTER —TOP VIEW ® U.S. PATENT No. 5,322,629, I SCALE: N.T.S. No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREGN PATENTS PENDING i SHEET DATE BY REVISION 6' 8' oo/00 /00 Xxx Xxx 6 x 8 PRECAST STORMFILTER 12/2 DETAILS AND NOTES o ,; —\ ,— STANDARD DRAWING . , .. R A I 2 DESIGNED BY: 6±L DRAWN BY: NR DATE: PROJECT NO.7 DRAWING FILE NAME: M A M A C E R ENT INC. 1/22/04 XXXX SF608.DWG (800) 548-4667 PRECAST MANHOLE PIPE ORIENTATIONS : 90° I GENERAL NOTES STORMFILTER" DATA 1.) STORMFlLTER BY STORMWATER MANAGEMENT. PORTLAND. OREGON (503 - 240 - 3393). DESIGN WATER QUALITY FLOW (ci) PEAK FLOW (d.) 180° I 48" 0 0° 2.) ALL STORMFlLTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND RETURN PERIOD OF PEAK FLOW �) % I MAINTENANCE GUIDELINES FOR DETAILS. ' OF CARTRIDGES REQUIRED INLET PIPE +1 \\ / 3.) PRECAST CONCRETE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH MEDIA TYPE INLET PIPE /2 ASTM C478 & C443. (In— Out).2.3' Min. LE MATERIAL OWIETER OUTLET PIPE 0° 270° 4.) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. INLET PIPE #1 RIM ELEVATION 5.) ANTI — FLOATATION BALLAST TO BE SPECIFIED BY ENGINEER, IF REQUIRED BALLAST MATERIALS INLET PIPE +2 AND— FLOATATION BALLAST MINN HEIGHT I TO BE PROVIDED BY CONTRACTOR. OUTLET PPE B.) PRECAST STORMFlLTTR EQUIPPED WITH 10 —INCH PVC CUTLET STUB; AND AN INLET OPENING NOTES /SPECIAL REQUIREMENTS: AT THE SPECIFIED LOCATION. 10 • (USE N/A IF NOT REQUIRED) 7.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON THE PRODUCTION SHOP DRAWING. I The STORMWATER MANAGEMENT SYarmFiller POSITION STEPS AND FRAME I U.S. , 624 ,5 No. . 6.707,6 No. 6,624,676, No. 6,707,627 AND OTHER U.S. AND FOREIGN PATENTS PENDING ADJACENT TO SIDE CARTRIDGE A A' Illi I I r \ ' 30" � riii�T1 AND COVER FRAME (STD) err %\�' CONE OR `\ FLAT TOP I 11 A • bi ll I .41 PRECAST MANHOLE STORMFILTER — PLAN VIEW SCALE: N.T.S I STEP (TYP) SCUM BAFFLE I -Li INLET PIPE J BY CONTRACTOR; SIZE AND LOCATION 4' -7" MINIMUM AS SPECIFIED— • : 48" 0 WITH MH RING &COVER I / ACCESS OPENING ' OUTLET RISER (SEE DETAIL) 14" ( :. i• , r-9" VIII , '=- , 10" 0 OUTLET PIPE STUB TO FLOOR " I .. . II STORMWATER MGT. INC.) 2' -5 it�� ilu f I II I 4/1/1111NEMEin X3.0{ i 2 1/2" 2 8" TOPPING SLAB TO 5 INV RT ll BY PRECASTER RAIN PIPE MANIFOLD J _ MANIFOLD TO INVERT PRECAST MANHOLE STORMFILTER ' SCALE: N.T.S OUTLET RISER — ENLARGED VIEW SCALE N.T.S I st+tEr 0 °p °n ^' . O1 a °" -- °®` we I PRECAST 48" MANHOLE STORMFILTER WITH 3 CARTRIDGES olum m M,ID 'move) on_ 11.11. OM ' 1/1 ,, ..� ,� PLAN AND SECTION VIEW x • STANDARD DETAIL STORMWATER 1 1 SCALE: I PROJECT NO. DRAWING DL NAME: MANAGEMENT INC. AS SHOWN • LAST I3311 LOS PLOT 0A1E• 103/02 . • . 4 GENERAL NOTES: m 1 •1 STORMGATE BY STORMWATER MANAGEMENT, INC., PORTLAND, OREGON (BDO- 548 - 4667). wt `/ OUTLET PIPE 2. ALL WATER QUAU TY FAOUTIES REQUIRE REGULAR MAINTENANCE MINIMUM ANNUAL N likai INCLUDES FCLLON DIAMETER VARIES MAINTENANCE INSPECTION OF COMPONENTS AND REMOVAL CF SEDIMENTS. Ta ALL LOCAL, STATE, FEDERAL SAFETY GJIOELNES. I p S. PRECAST CONCRETE MANHOLE CONSTRUCTED IN ACCCRANCE NWTH ASTM C550. MI�x�M1 a 4. EXTERNAL PIPING AND COUPUNGS PROVIDED BY OTHERS. i� I' Bo PRECAST WEIR WALL WITH 5. FLEXIBLE COUPUNCS TO BE SET 1B" OUTSIDE FACE OF WALL FERNCO OR ENGINEER i � m 2" x 2" ANGLE AND GROUT IN APPROVED. RI • C`�^ PLACE BOTH SIDES ALL AROUND 6.j SEE PRECAST STORMGATE DATA BLOCK FOR MANHOLE SIZE AND WEIR SETTING. Z �� w 7.J CONTRACTOR TO ADJUST WEIR TO DESIGN ELEVATION. �'• \F r ` ,! , WHEN SETTING SCREWS ON WEIR PLATE DO NOT EXCEED 5.0 FT TOUR i . WH A 9 . 5EAL NM +MTH SUCONE SEALANT AFTER FINAL ADJUSTMENT. A 4P THE STORMCATE'" DATA INLET PIPE \ HYDROLOGY DATA rEb a+ WA AT PFAX now (EFA) DIAMETER VARIES LOW FLOW LE. HAi° ' mewl ORIFICE PLATE OUTLET PIPE WTOFCLOCC N. TYPE I !NET PIPE {, KO( O( • COWOEBUTN0 1RFA (wr .) IKET APE �Z )00I MO( � C FACTOR OR CH LON FLOW BJP.XT APE J00( )00( )00( TNF or WNTMrtWER( (rrinl 1 Hal FLOW CURET APE XXX MCk TOOT PEAT AWl'RIT MAIour) ELEWMI mess s FIRM Oft) PEN( PLOW Om) dlp RHRELEVWUl TOOT J ELEVATICH RAE RT10E CALCIA AT1OND XSO( THE STORMGATE`" - PLAN VIEW e low now (a") EXDRT R D 1� a - (u)LC�h) (+/Z )) C .- Q°= W V I.E. I 0WlETER (b) AMA (rrz) aRFCE DOA l ON +CCr I >Ca CanTrCTID WEIR D/LCUUTIDHS 43 VI SCALE: N.F.S o o - (CM (RT (3 2) C .. 3.4 L - 34 l6. 80 11E/0 OVER wER(R) O ›- WETfT DAU l 1001 I 001 0 _ 0o Ei • J CONE OR FLAT ( TOP OPTIONAL THE STORMGATE WEIR DETAIL -PLAN VIEW SCALE: N.T.S. 411111 , ANCHORS ( . I • • I , P STORMGATE'" WEIR • • �• I i a 3 SEE - - Il dilik . 111 KIN 5 SIMI L OW FLOW OUTLET PIPE B iE INLET PIPE I PRECAST CONCRETE WALL ADJU STABLE WEIR FRAME WEIR PLATE B i s THE STORMGATE"' - SECTION VIEW e . TM THE STORMGATE WEIR DETAIL - S VIEW r SCALE: N.T.S S CALE: N.T.5 \ - u C el Ie 1 3 ME II=1 M N =11 M =11 I IIIIIIIII ME = 111.11 = I . DCR Inc. Timothy L. 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Absence of an entry indicates that the feature is not a concern or that data were not estimated] Water table Ponding Flooding Map symbol Hydrologic Surface runoff Month and soil name group Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 7B: Cascade C • - .January 1.5 -2.5 1.7 -2.5 -- -- None - None February 1.5 -2.5 1.7 -2.5 -- -- None -- None March 1.5 -2.5 1.7 -2.5 - -- -- None - None • April 1.5 -2.5 1.7 -2.5 - -- -- None - None • December 1.5 -2.5 1.7 -2.5 - -- -- None - -- None 13: . Cove D - -- January 0.0 -1.0 >6.0 -- -- None Brief Frequent ' • February 0.0 -1.0 >6.0 -- -- None Brief Frequent March 0.0 -1.0 >6.0 -- -- None Brief Frequent • April 0.0 -1.0 >6.0 - -- None Brief Frequent . December 0.0 -1.0 >6.0 - -- None Brief Frequent 37B: Quatama C - January 2.0 -3.0 >6.0 - - -- None -- None February 2.0 -3.0 >6.0 -- -- None -- None ' March 2.0 -3.0 >6.0 - -- None -- None . April - 2.0 -3.0 >6.0 -- -- None - None . December 2.0 -3.0 >6.0 -- -- None - None USDA Natural Resources This report shows only the major soils in each map unit. Others may exist. Tabular Data Version: 1 !4: Conservation Service Tabular Data Version Date: 04/27/2004 Page 1 of 1 NM MI 111111111 IMI IIMI MN MINI MIN MIN Mil MIN NIN IMIN MI 1.11 INN ONO MII MO Engineering Properties Washington County, Oregon [Absence of an entry indicates that the data were not estimated] Classification Fragments Percent passing sieve number- - Map symbol Depth USDA texture Liquid Plasticity and soil name >10 3 -10 limit index Unified AASHTO Inches Inches 4 10 40 200 In Pct Pct Pct 7B: Cascade 0 -11 Silt loam ML A-4 0 0 85 -100 80 -100 80 -100 70 -90 25 -35 NP -10 • 11 -27 Silty clay loam, Silt loam ML A-4, 0 0 95 -100 95 -100 95 -100 80 -90 25-40 NP -15 A -6 • 27 -60 Silty clay loam, Silt loam ML A-4 0 0 100 100 95 -100 85 -95 25 -35 NP -10 13: Cove. 0 -8 Silty clay loam CL A-6 0 0 100 100 95 -100 80 -95 30-40 10 -20 8-60 Clay, Silty clay CH A -7 0 0 100 100 90 -100 75 -95 60 -80 40 -50 37B: Ouatama 0 -15 Loam ML A-4 0 0 100 100 85 -90 60 -75 30 -35 5 -10 15 -30 Clay loam ML A-6 0 0 100 100 90 -100 70 -95 35-40 10 -15 30 -62 Loam ML A-4 , 0 0 100 100 85 -95 60 -75 20 -30 NP -5 • • • USDA Natural Resources This report shows only the major soils in each map unit. Others may exist. J H Tabular Data Version: 1 ,- ;: :, �� Conservation Service Tabular Data Version Date: 04/27/2004 Page 1 of 1 Ora; . 1 . 1 I well soils, which make up as much as 15 percent of this mapping unit. 7/1) streaks; few, fme, distinct, brown (7.5YR 4/4) mottles; common black manganese Runoff is medium, and the hazard of erosion is moderate. stains; moderate, medium and fine, This soil is used mainly for irrigated pasture, for wildlife subangular blocky structure; hard, firm, sticky I habitat, and for homesites. Capability unit IVe -4; wildlife group 2. and plastic; few fine roots; many, fme and very fine, tubular pores; common thin clay films in pores; medium acid (pH 5.6) ; clear, s mooth boundary. Carlton series darY . 8 to 20 inches thick. I The Carlton series consists of moderately well drained 1T83tb -48 to 65 inches, brown (1OYR 5/3) silty clay; light gray (1OYR 7/ 1) streaks; common, fine, soils that formed in mixed old alluvium and colluvium on low distinct, brown (7.5YR 4/4) mottles; terraces and foot slopes. Slope is 0 to 12 percent. Elevation moderate, coarse, angular blocky structure; I ranges from 150 to 400 feet. Where these soils are not very hard, firm sticky and very plastic; many, cultivated, the vegetation is Oregon white oak, poison -oak, very fine, tubular pores; common fine shrubs, and grasses. Average annual precipitation is 40 to 50 manganese stains; common, thick, clay films inches, average annual air temperature is 51° to 54° F, and on peds and in pores; medium acid (pH 5.8). I the frost -free period is 165 to 210 days. The solum ranges from 40 inches to more than 60 inches In a representative profile the surface layer is very dark in thickness. Moist value and chroma of the A horizon are 2 grayish -brown silt loam about 22 inches thick. The upper part or 3. Moist value of the B horizon is 3 to 5, but it is 3 to a of the subsoil is very dark grayish -brown light silty clay loam depth of 20 inches or more. Moist chroma of the B horizon 8 inches thick, the middle part is firrn; mottled, ranges from 2 to 4, but it is 2 or 3 to a depth of at least 20 I yellowish -brown silty clay loam 18 inches thick, and the inches. Mottles in the lower part of the B horizon are faint to lower part is brown silty clay that extends to a depth of about distinct and range from yellowish brown to reddish brown. 65 inches. The profile is medium acid throughout. Texture of the B horizon ranges from heavy silt loam to silty Permeability is moderately slow. Available water capacity clay loam to a depth of 35 inches, and it ranges from silty I is 10 to 12 inches. Water - supplying capacity is 20 to 26 clay loam to silty clay below that depth. inches. Effective rooting depth is more than 60 inches. These soils are used for orchards, small grain, irrigated 6B- Carlton silt loam, 0 to 7 percent slopes. This nearly vegetable crops, irrigated berries, irrigated hay, irrigated level to gently sloping soil is on low terraces. The soil has the I pasture, recreation, and wildlife habitat. profile described as representative of the series. Representative profile of Carlton silt loam, 0 to 7 percent Included with this soil in the mapping were areas of slopes, located 50 feet north of road in the Melbourne, Chehalem, and steeper Carlton soils, which make SW 1 /4SW 1 /4SW 1/4 section 32, T. 1 S., R. 4 W.: up as much as 15 percent of this mapping unit. I Ap -0 to 14 inches, very dark grayish -brown (10YR 3/2) Runoff is slow, and the hazard of erosion is slight. silt loam, grayish brown (10YR 5/2) dry; Capability unit lIw -5; wildlife group 3. moderate, fine, subangular blocky structure; 6C- Carlton silt loam, 7 to 12 percent slopes. This slightly hard, friable, slightly sticky and moderately sloping soil is on foot slopes. slightly plastic; many, very fine and fine Included with this soil in mapping were areas of I roots; many fine, irregular pores; medium Melbourne, Chehalem, and nearly level to gently sloping acid (pit 6.0) ; abrupt, smooth boundary, 6 to Carlton soils, which make up as much as 15 percent of this 14 inches thick mapping unit. Al2 -14 to 22 inches, very dark grayish -brown 10YR Runoff is medium, and the hazard of erosion is moderate. I 3/2 heavy silt loam, grayish brown (10Y Capability unit IIIe -6; wildlife group 3. 5/2) dry; moderate, fine and very fine, subangular blocky structure; slightly hard, friable, slightly sticky and plastic; common I fine roots; many, fine, tubular pores; medium Cascade series acid (pH 5.8) ; clear, smooth boundary. 4 to 8 inches thick. The Cascade series consists of somewhat poorly drained B1 -22 to 30 inches, very dark grayish- brown (10YR soils that formed in silty loess and old mixed alluvium on 3/3) light silty clay loam, grayish brown uplands. Slope is 3 to 60 percent. Elevation is 250 to 1,400 I (10YR 5/2) dry; moderate, fine and very fine, feet. Where these soils are not cultivated, the vegetation is subangular blocky structure; hard, friable, Douglas -fir, westem redcedar, bigleaf maple, salal, red sticky and plastic; few fine roots; many, very huckleberry, vine maple, swordfern, grasses, and forbs. fine and fine, tubular pores; medium acid Average annual precipitation is 50 to 60 inches, average I (pH 5.6) ; clear, wavy boundary. 6 to 15 annual air temperature is 50° to 54° F, and the frost -free inches thick. period is 165 to 210 days. B2 -30 to 48 inches, yellowish brown (1OYR 5/4) silty In a representative profile the surface layer is very dark clay loam; light gray (10YR grayish -brown silt loam about 11 inches thick. The upper part I of the subsoil is dark -brown and brown heavy silt loam about 16 inches thick, and the lower part is a brown, mottled, silt loam fragipan about 23 1 1 . 1 I inches thick. The profile is medium acid in the surface layer coatings in pores and on peds; strongly acid and upper part of the subsoil to strongly acid m the lower (pH 5.3). part of the subsoil. The depth to the fragipan ranges from 20 to 30 inches. The I Permeability is slow. Available water capacity is 5 to 7.5 B horizon is silt loam or silty clay loam with 18 to 30 percent inches. Water - supplying capacity is 17 to 19 inches. clay and less than 10 percent sand that is coarser than very Effective rooting depth is 20 to 30 inches. fine sand. The fragipan ranges from 24 to 48 inches in These soils are used for small grain, clover seed, hay, thickness. It is silt loam or silty clay loam that is firm or very pasture, berries, timber, wildlife habitat, recreation, and firm and hard or very hard. Clay films are few or common I homesites. and thin or moderately thick on the fractures and in pores of Representative profile of Cascade silt loam, 3 to 7 the fragipan. slopes, located 25 feet south of the section line and 100 feet west of Logie Trail Road in the NE1 /4NE1 /4NE1 /4 section 7B- Cascade silt loam, 3 to 7 percent slopes. This gently I 28, T. 2 N., R. 2 W.: sloping soil is on smooth or rolling, convex ridgetops. The Ap -0 to 11 inches, very dark grayish -brown (10YR 3/2) soil has the profile described as representative of the series. silt loam, grayish brown (10YR 5/2) dry; Included with this soil in mapping were areas of Delena, moderate, very fine, subangular blocky Goble, Kinton, and Cornelius soils. Also included are areas I structure; slightly hard, friable, slightly sticky of soils that are similar to this Cascade soil but are subject to and slightly plastic; many very fine roots; greater precipitation. Included soils make up as much as 15 many, very fine, irregular pores; 10 percent percent of this mapping unit. hard fine concretions; medium acid (pH 6.0) ; Runoff is slow, and the hazard of erosion is slight. clear, smooth boundary. 7 to 11 inches thick. Capability unit 1:11w-1; woodland suitability group 3w1; I . B21 -11 to 18 inches, dark -brown (7.5YR 3/3) heavy silt wildlife group 3. loam, brown (7.5YR 5/4) dry; moderate, fine, subangular blocky structure; slightly hard, 7C- Cascade silt loam, 7 to 12 percent slopes. This friable, slightly sticky and slightly plastic; moderately sloping soil is on uplands. I many very fine roots; many, very fine, tubular Included with this soil in mapping were areas of Delena, pores; medium acid (pH 5.9) ; clear, wavy Goble, Kinton, and Cornelius soils. Also included are areas boundary. 6 to 12 inches thick. of soils that are similar to this Cascade soil but are subject to B22 -18 to 27 inches, brown (7.5YR 4/4) heavy silt higher precipitation. Included soils make up as much as 15 i loam, pale brown (10YR 6/3) dry; moderate, percent of this mapping unit. medium, subangular blocky structure; hard, Runoff is medium, and the hazard of erosion is moderate. firm, slightly sticky and lastic; common fine Capability unit IIIe -4; woodland suitability group 3w1; roots; many, very fine, tubular pores; wildlife group 3. I medium acid (pH 5.6 ; clear, wavy boundary. 6 to 12 inches thick. 7D- Cascade silt loam, 12 to 20 percent slopes. This IIBx1 -27 to 37 inches, brown (7.5YR 4/4) silt loam, moderately steep soil is on uplands. pale brown (10YR 6/3) dry; common, Included with this soil in mapping were areas of Delena, I medium and coarse - mottles which are Goble, Kinton, and Cornelius soils. Also included are areas reddish brown (5YR 4/4) moist and reddish of soils that are similar to this Cascade soil but are subject to brown (5YR 5/4) dry, dark grayish brown higher precipitation. Included soils make up as much as 15 (10YR 4/2) moist and yellowish red (10YR percent of this mapping unit. 5/6) dry, and grayish brown (10YR 5/2) Runoff is medium, and the hazard of erosion is moderate. I moist and white and pinkish white (10YR 8/1 Capability unit IIIe -4; woodland suitability group 3w1; wildlife and 10YR 8/2) dry; moderate, medium, group 3. subangular blocky structure; very hard, firm, slightly sticky and plastic; brittle; few 71E Cascade silt loam, 20 to 30 percent slopes. This steep I moderately thick clay films in pores and on soil is on uplands. peds; few black manganese coatings in pores; Included with this soil in mapping were areas of Delena, strongly acid (pH 5.3) ; clear, irregular Goble, Kinton, and Cornelius soils. Also included are areas boundary. 6 to 10 inches thick. of soils that are similar to this Cascade soil but are subject to I lIBx2 -37 to 50 inches, brown (7.5YR 4/4) silt loam, higher precipitation. Included soils make up as much as 20 very pale brown (10YR 7/3) dry; many, percent of this mapping unit. coarse, reddish -brown (5YR 4/4) and dark Runoff is medium to rapid, and the hazard of erosion is 1 ayish brown (10YR moderate hi used mainly for pr, OYR 8/1) dry; moderate mottles , medium , timber, wildlife to severe. habitatT, s and homesites. soil is Capability .pasture- IVe -1 e; I subangular blocky structure; very hard, very woodland suitability group 3w1; wildlife group 3. firm, slightly sticky and plastic; very brittle; few moderately thick clay films in pores and 7F- Cascade silt loam, 30 to 60 percent slopes. This on peds; common, black, manganese steep to very steep soil is on uplands. I Included with this soil in mapping were areas of Delena, Goble, Kinton, and Cornelius soils and soils that are moderately deep to basalt. Also included are areas of soils that are similar to this Cascade soil but 1 1 - 1 1 1 slightly hard, friable, slightly sticky and Included with this soil in mapping were areas of Aloha, slightly plastic; common black manganese Cornelius, Helvetia, and more steeply sloping Cornelius stains on peds; common, fine reddish -brown Variant soils, which make up as mucn as 10 percent of this (5YR 4/4) mottles; few very fine roots; many, mapping unit. 1 very fine, tubular pores; medium acid (pH Runoff is slow, and the hazard of erosion is slight. 6.0); clear, smooth boundary. 6 to 13 inches Capability unit IIIw -1; wildlife group 2. thick. B21t -23 to 32 inches, brown (10YR 4/3) silty clay loam, 12B- Cornelius Variant silt loam, 3 to 7 percent slopes. . 1 pale brown (10YR 6/3) dry; many, thick, This gently sloping soil is on smooth terraces. grayish -brown (10YR 5/2) coatings on peds; Included with this soil in mapping were areas of Aloha, weak, medium, subangular blocky structure; Cornelius, Helvetia, and other Cornelius Variant soils, which hard, firm, slightly brittle, sticky and plastic; make up as much as 10 percent of this mapping unit. 1 many, fine and medium, distinct, dark Runoff is slow, and the hazard of erosion is slight. reddishbrown (5YR 3/4) and dark -brown Capability unit IIIw -1; wildlife group 2. (7.5YR 4/4) mottles; few fine roots; many, very fine, tubular pores; common clay films 12C- Cornelius Variant silt loam, 7 to 12 percent on pores and few on peds; common black slopes. This moderately sloping soil is on smooth terraces. 1 manganese stains in peds; slightly acid (pH Included with this soil m mapping were areas of Aloha, 6.2) ; clear, smooth boundary. 8 to 15 inches Cornelius, Helvetia, and less steeply sloping Cornelius thick. Variant soils, which make up as much as 10 percent of this B22t -32 to 39 inches, brown (10YR 4/3) light silty clay mapping unit. 1 loam, pale brown (10YR 6/3) dry; many, Runoff is medium, and the hazard of erosion is moderate. thick, grayish -brown (10YR 5/2) coatings on Capability unit IIIe -4; wildlife group 2. peds; many, fine and medium, distinct, light brownish -gray (10YR 6/2) and dark -brown 1 (7.5YR 4/4) mottles; weak, coarse, Cove series subangular blocky structure; hard, very firm, brittle, sticky and plastic; common, moder- The Cove series consists of poorly drained soils that ately thick clay films in pores and on peds; formed in recent clayey alluvium on flood plains (fig. 5) . very few fine roots; many, very fine, and fine, Slope is 0 to 2 percent. Elevation is 150 to 300 feet. Where 1 tubular pores; slightly acid (pH 6.4) ; clear, these soils are not cultivated, the vegetation is mainly ash and smooth boundary. 5 to 10 inches thick. willow, with some sedges, cattails, and grasses. Average Clx -39 to 50 inches, brown (10YR 4/3) light silty clay annual precipitation is 54° to 60 inches, average annual air loam; grayish -brown (10YR 5/2) coatings; temperature r i 52 to 54 F, and the frost -free period is 165 to 1 many, fine and medium, distinct, light In a representative profile the surface layer is very dark brownish gray (10YR 6/2) and dark brown gray, mottled silty clay loam about 8 inches thick. The (7.5YR 4/4) mottles; massive; very firm subsoil is very dark gray, gleyed and mottled clay about 32 brittle, slightly sticky and plastic; very few inches thick. The substratum is very dark gray clay that 1 fine roots ; many, very fine, tubular pores; extends to a depth of 60 inches or more. The soil reaction is . many, thick, continuous clay films in pores medium acid m the surface layer to slightly acid in the and on fractures; slightly acid (pH 6.4) ; clear, subsoil. smooth boundary. 10 to 20 inches thick. permeability is very slow. Available water capacity is 4 to 1 C2x -50 to 60 inches, brown (1OYR 4/3) light silty clay 4.5 inches. Water sup 1 ' ca aci is 20 to 26 inches. loam; grayish -brown (1OYR 5/2) coatings; depth p �' many, fine and medium, distinct, light Effective rooting dep is less than 20 inches because of the brownish -gray (10YR 6/2) and dark -brown seasonally high water table. (7.5YR 4/4) mottles; massive; very firm, These soils are used for pasture and wildlife habitat. 1 brittle, slightly sticky and plastic; many, very fine, irregular pores; common medium clay Representative profile of Cove silty clay loam, 0 to 2 NE slopes, n 19,T. 1 S et R north of road, films in pores and on fractures; slightly acid Ap -0 to 8 inches, very dark -gray (IOYR 3/1) silty clay (pH 6.4). loam, dark gray (10YR 4/1) dry; few, fine, 1 The ranges from 30 to 50 inches in thickness. Depth yellowish -brown and red mottles; moderate, to bedrock ock is is more than 60 inches. The A horizon is a silt fine, subangular blocky structure; hard, fern loam with 0 to 5 percent fine hard concretions. The B horizon is a silty clay loam or silt loam. Depth to a weak sticky and plastic; many fine roots; common, fragipan is 30 to 40 inches. fine, tubular pores; medium acid (pH 6.0) ; abrupt, smooth boundary. 7 to 16 inches 12A- Cornelius Variant silt loam, 0 to 3 percent slopes. thick. This nearly level soil is on smooth terraces. It has the profile B21g-8 to 18 inches, very dark gray (N 3 /)clay, dark described as representative of the series. gray (N 4/ ) dry; many, fine, dark 1 yellowish -brown and dark reddish -brown mottles; moderate, coarse, prismatic structure; very hard, very firm, very sticky and very . plastic; 1 • 1 - 1 1 1 1 -e ; . ,t; « :, ,, ,'; - . , ' , ..A.5.::-.'-', , r ' � . �*a,s -.,1, „",,10.,:,,,,,,-,-;-: 7 44; .„ ” Y .- ,.m 4 -,4� ' " 6,<P4-‘,.;,$„"0 s ' r r, r. ,, ,K " o- - 'P+a xt AR.; z . : - „,-0, .0 '” t'# 1*, " x - ,� `�. ' ,* n ; `+ s cg b'r -„ t, Z T ; • :. tP ,„ ,,. a- n ' ^ 0 .4 , - -A s,. � '' ifb:, a � . I '' , + ; t .^ .,` „� 44 ',„ a/ ,-,,,,,,,,-;•- ,”` �, :` :.,. . c r � �•at r - a a ,. * • .. k t ➢, .r i t `R r7.: ,. y . t ` ,� a '^�y as f� t V i. , ss', t ° � 11.tR *. R -- . �� s - . �e Y,.i, �. 1 . �f , , s 4" " '' 4..,4,„.....-- '''' f'" t �..± .� , ,y ' ' Ri, ,, ... ., � p ' .,,,, �` ,. t . 7` - ,{ a,.,» . ..,..;.,4 'I A l' yis ,, F a� ,-- k . " `n " t � it 4 ;•'f r '-',/' � _ �M � a 7' - w ai° M � in °-R a r r w„�� i f ! ' 1 ,� rit'l4- R ' i:!,s, u. i {'f t"� i ., ` !..j�' i`� j , �a �' a * t� � . , � � s''5'.: ye.: t � .s , . n�� � - R rt � trt; a � t , ,, .: }s 1,;k%13: N:' „ -, r , t a `4 , < i a; k i f Zi 1 P f, i - iS, r : ! .73 ` d ± yl 0: • 4, 1.` •''.i t , '∎ ; : , '. . a . , t A l t .); i f: ,a, y t d t , kI.' _ h'.fit , - f t. Y b � ., - t , ` T . '.. ' " Figure 5.-An area of Cove silty clay loam, 0 to 2 percent slopes, (in the foreground) surrounded by Quatama loam and Aloha silt loam soils (in the I background). Cove soils typically are in long, narrow areas along drainageways. few fine roots; common, fine, tubular pores; Runoff is slow, and the hazard of erosion is slight. I few slickensides on some peds; slightly acid Capability unit IVw -1; wildlife group 1. (pH 6.2) ; clear, smooth boundary. 8 to 12 14 -Cove clay. This nearly level soil is on flood plains. It inches thick. occurs in slightly concave areas along large and small B22g -18 to 40 inches, very dark -gray (N 3/) clay, gray streams. It has a profile similar to the one described as (N 5/) dry; weak, coarse, prismatic structure; representative of the series, but it has a clay surface texture. I very hard, very firm, very sticky and very Included with this soil in mapping were areas of Labish plastic; common, fine, tubular pores; few soils and Cove silty clay loams, which make up as much as slickensides on some peds; few, fine, dark 10 percent of this mapping unit. yellowish -brown mottles; slightly acid (pH Runoff is slow, and the hazard of erosion is slight. 16.2) ; clear, smooth boundary. 15 to 26 inches Capability unit IVw -1; wildlife group 1. thick. Cg-40 to 60 inches, very dark gray (N 3/) clay, gray (N Dayton series 5/) dry; massive; very hard, very firm, very I sticky and very plastic; common, fine, tubular The Dayton series consists of poorly drained soils that pores; few slickensides on some peds; few, formed in old alluvium on old terraces. Slope is 0 to 3 fine, dark yellowish -brown mottles; slightly percent. Elevation is 150 to 400 feet. Where these soils are acid (pH 6.2). not cultivated, the vegetation is grasses, sedges, low shrubs, The solum ranges from 35 to 45 inches in thickness. and scattered ash trees. Average annual precipitation is 40 to I Texture of the A horizon is silty clay loam, silty clay, or clay. 50 inches, average annual air temperature is 50° to 54° F, and Mottles are distinct or prominent within a depth of 20 inches. the frost -free period is 165 to 210 days. A few fine rock fragments occur in places. In a representative profile the surface layer is dark 13 -Cove silty clay loam. This nearly level soil is on flood grayish -brown and dark gray silt loam about 10 inches thick. I plains. It occurs in slightly concave areas along large and The subsurface layer is gray silt loam 6 inches thick. The small streams. The soil has the profile described as subsoil is dark -gray and olive -gray, mottled clay and silty clay representative of the series. about 23 inches thick. The substratum is grayish -brown silty Included with this soil in mapping were areas of Cove clay loam about 11 inches thick. The profile is medium acid I clay, Labish soils, and clayey soils that have peat below a surface layer and subsoil and slightly acid in the depth of 30 inches. Included areas make up less than 10 substratum. in percent of this mapping unit. Permeability is very slow. Available water capacity 1 1 1. 1 I C -55 to 60 inches, yellowish -red (5YR 5/8) silty clay Capability unit Vie ; woodland suitability group 2r1; wildlife loam with streaks of yellowish - brown (10YR group 4. 5/6), strong brown (7.5YR 5/8) dry; massive; slightly hard, friable, sticky and plastic; few Quatama series I fine roots; many, very fine, irregular pores; few moderately thick clay films on rock The Quatama series consists of moderately well drained fragments and in pores; 50 percent weathered soils that formed in mixed, loamy alluvium on old terraces. siltstone fragments; strongly acid (pH 5.4) . Slope is 0 to 20 percent. Elevation is 140 to 200 feet. Where ' Depth to fractured, partially consolidated siltstone and these soils are not cultivated, the vegetation is Douglas fir, shale is 40 to 60 inches or more. The Bt horizon is silty clay western redcedar, Oregon white oak, ash, Oregon - grape, loam to silty clay and averages 35 to 50 percent clay. The C grasses, and forbs. Average annual precipitation is 40 to 50 horizon consists of partially weathered, fractured siltstone or inches, average annual air temperature is 52° to 54° F, and shale, with moderately fine textured material filling the the frost -free period is 165 to 210 days. I fractures. In a representative profile the surface layer is dark brown 36C- Pervina silty clay loam, 7 to 12 percent slopes. loam about 9 inches thick. The subsoil is dark This strongly sloping soil is on uplands. It has a profile yellowish -brown loam and clay loam about 34 inches thick. similar to the one described as representative of the senes. The substratum is dark yellowish brown loam about 19 I Included with this soil in mapping were areas of Melby, inches thick. The profile is medium acid throughout. Melbourne, Olyic, and Tolke soils, gently sloping Pervina Permeability is moderately slow. Available water capacity soils, and steeper Pervina soils. Included soils make up as is 8 to 10 inches. Water - supplying capacity is 18 to 20 much as 15 percent of this mapping unit. inches. Effective rooting depth is over 60 inches. I m Runoff is mediu and the hazard of erosion is moderate. These soils are used for irrigated berries, irrigated This soil is used for pasture, timber, water supply, recreation, vegetable crops, orchards, small grain, irrigated hay, and wildlife habitat. Capability unit IIIe -7 woodland imgated pasture, homesites, recreation, and wildlife habitat. suitability group 2o1; wildlife group 4. 36D- Pervina silty clay loam, 12 to 20 percent slopes. Representative pr of Quatama feet east loam, 0 r o 3 percent This moderately steep soil is on uplands. slopes, located about 100 feet east of the road m the I Included with this soil in mapping were areas of Melby, southeast corner of the SW1 /4NW1/4NE1/4 section 9, T. 2 Melbourne, Olyic, and Tolke soils. Also included were ares S., R . 2 of Pervina soils that are steeper or less sloping than this Ap -0 0 to 9 inches, dark-brown OYR 3/3) loam, brown I this Pervina soil. Included soils make up as much as 15 percent of (1OYR 5/3) dry; mo derate, fine and very fine, this mapping unit. subangular blocky structure; slightly hard, friable, nonsticky and slightly plastic; Runoff is medium, and the hazard of erosion is moderate. common fine roots; many, fine and very fine, This soil is used for pasture, timber, water supply, recreation, irregular pores; medium acid (pH 5.6) ; I and wildlife habitat. Capability unit Hie-7; woodland abrupt, smooth boundary. 7 to 9 inches thick. suitability group 2o1; wildlife group 4. B1 9 to 15 inches, dark yellowish -brown (1OYR 3/4) 36E- Pervina silty clay loam, 20 to 30 percent slopes. to pale brown 10YR 6/3 This steep soil is on uplands. It has the profile described as p ( 6/3) dry; `Ned, representative of the series. coarse, subangular blocky structure; hard, Included with this soil in mapping were areas of Melby, m nsticky and plastic; very few fine firm, Melbourne, Olyic, and Tolke soils. Also included were areas roots; many, medium and fine, tubular pores; of Pervina soils that are steeper or less sloping than this thin, continuous clay films in root channels and Pervina soil. Included soils make up as much as 15 percent thin, pores; medium and fine, tubular. pores; of this ma pp g in unit. th, continuous clay films in root channels Runoff is rapid, and the hazard of erosion is severe. This and pores; medium acid (pH 5.8) ;clear, smooth boundary. 0 to 7 inches thick. soil is used for pasture, timber, water supply, recreation, and B21t -15 to 21 inches, dark yellowish -brown (10YR 3/4) wildlife habitat. Capability unit IVe -3 ; woodland suitability clay loam, pale brown (10YR 6/3) dry; I group 2o1; wildlife group 4. moderate, fine, subangular blocky structure; 36F- Pervina silty clay loam, 30 to 60 percent slopes. hard, firm, slightly sticky and plastic; few This very steep soil is on uplands. very fine roots; many, fine, tubular pores; Included with this soil in mapping were areas of Melby, thin, continuous clay films in pores and few, I Melbourne, Olyic, and Tolke soils. Also included are areas of thin clay films on peds; medium acid (pH Pervina soils that are less sloping than this Pervina soil. 5.8); clear, smooth boundary. 5 to 10 inches Included soils make up as much as 20 percent of this thick. mapping unit. B22t -21 to 30 inches, dark yellowish- brown ((10YR 3/4) I Runoff is rapid, and the hazard of erosion is very severe. clay loam, pale brown (1OYR 6/3) dry; few, This soil is used mainly for timber. Other uses include water fine, distinct, light brownish -gray ((IOYR 6/2) supply, recreation, and wildlife habitat. and 1 1 1 r I reddish -brown (5YR 4/3) mottles; weak, Runoff is medium, and the hazard of erosion is moderate. hard, firm, slightly sticky and plastic; very Capability unit Ile -5; wildlife group 2. few roots; many, coarse, medium, and fine, I tubular pores; continuous clay films in pores Saum series and on peds; common manganese stains; medium acid (pH 5.9) , • gradual irregular The Saum series consists of well - drained soils that formed boundary. 6 to 18 inches thick. in mixed eolian material, old alluvium, and residuum from B3t -30 to 43 inches, dark yellowish -brown (10YR 3/4) basalt on uplands. Slope is 2 to 60 percent. Elevation is 250 I loam, pale brown (10YR 6/3) dry; common, to 1,200 feet. Where these soils are not cultivated, the fine, dark grayish -brown (10YR 4/2) mottles; vegetation is Douglas -fir, Oregon white oak, hazelbrush, massive in places parting to weak, coarse, poison -oak, grasses, and forbs. Average annual precipitation subangular blocky structure; slightly hard, is 40 to 50 inches, average annual air temperature is 51° to I firm, slightly sticky and slightly plastic; com- 54° F, and the frost -free period is 165 to 210 days. mon, large and medium, tubular pores; thin In a representative profile the surface layer is dark continuous clay films on peds and in pores; reddish -brown silt loam and silty clay loam about 14 inches medium acid (pH 6.0) ; gradual, irregular thick. The subsoil is dark reddish -brown and reddish -brown I boundary. 10 to 20 inches thick. silty clay loam about 18 inches thick. The substratum is C-43 to 62 inches, dark yellowish -brown (10YR 3/4) yellowish -red silty clay loam about 18 inches thick. Basalt loam, yellowish brown (10YR 5/4) dry; bedrock is at a depth of 50 inches. The profile is medium common grayish -brown (10YR 6/2 & 5/8 ) acid throughout. mottles; massive; hard, firm, slightly sticky Permeability is moderately slow. Available water capacity . I and slightly plastic; common, fine, tubular is 8 to 10.5 inches. Water - supplying capacity is 16 to 22 pores; medium acid (pH 6.0). inches. Effective rooting depth is 20 to 40 inches. The thickness of the solum ranges from 40 to 60 inches. These soils are used for irrigated strawberries, orchards, Texture of the A horizon is silt loam to loam. The Bt horizon small grain, hay, pasture, timber, homesites, recreation, and I ranges in texture from loam to clay loam. Structure in the Bt wildlife habitat. horizon ranges from moderate, coarse to fine, subangular Representative profile of Saum silt loam, 2 to 7 percent blocky in the upper part and from nearly massive to weak, slopes, located about 25 feet north of the road in the coarse, subangular blocky in the lower part. Clay films are SW1 /4SE1 /4SW1 /4 section 7, T. 3 S., R. 1 W.: I thin to moderately thick, and they are in channels, in pores, and on vertical and horizontal ped faces. Stratified layers of Ap 0 to 8 inches, dark reddish -brown (5YR 3/2) silt loam, reddish brown (5YR 5/3) dry; sandy loam to loamy sand occur below a depth of 40 inches moderate, medium, granular structure; in places. slightly hard, friable, slightly sticky and 37A- Quatama loam, 0 to 3 percent slopes. This nearly I level soil is on terraces. It has the profile described as slightly plastic; many fine roots; many, very fine, irregular pores; 5 percent fine r epresentative of the series. concretions; medium acid (H 6.0) ; abrupt, Included with this soil in mapping were areas of Aloha, smooth boundary. 5 to 8 inches thick. Hillsboro, and Huberly soils, which make up as much as 15 Al2 -8 to 14 inches, dark reddish -brown (5YR 3/3) silty I percent of this mapping unit. Runoff is slow, and the hazard of erosion is slight. clay loam, reddish brown (5YR 5/4) dry; moderate, medium, subangular blocky Capability unit llw -1; wildlife group 2. structure; hard, firm, slightly sticky and 37B- Quatama loam, 3 to 7 percent slopes. This gently plastic; many fine roots; many, fine, tubular I sloping soil is on terraces. Included with this soil in mapping were areas of Aloha, pores; 5 percent fine concretions; medium acid (pH 5.8) ; clear, smooth boundary. 5 to 8 Hillsboro, and Huberly soils, which make up as much as 15 inches thick. percent of this mapping unit. I Runoff is slow, and the hazard of erosion is slight. Capability unit He-2; wildlife group 2. B2 -14 to 23 inches, dark reddish brown (5YR 3/4) silty 37C- Quatama loam, 7 to 12 percent slopes. This clay loam, reddish brown (5YR 5/4) dry; moderately sloping soil is on terraces. moderate, medium and fine, subangular Included with this soil in mapping were areas of Aloha, blocky structure; hard, firm, slightly sticky I Hillsboro, and Huberly soils, which make up as much as 15 percent of this mapping unit. and plastic; many fine roots; many, fine, tubular pores; few pebbles; medium acid (pH Runoff is medium, and the hazard of erosion is moderate. 5.8) ; clear, smooth boundary. 8 to 15 inches Capability unit He -2; wildlife group 2. thick. I 37D- Quatama loam, 12 to 20 percent slopes. This moderately steep soil is on dissected terraces. 11B3 23 to 32 inches, reddish brown (5YR 4/4) silty clay loam, yellowish red (5YR 5/6) dry; Included with this soil in mapping were areas of Aloha, weak, medium and fine, subangular blocky Hillsboro, and Huberly soils, which make up as much as 15 structure; hard, firm, slightly sticky and I percent of this mapping unit. plastic; few fine roots; many, fine, tubular pores; 20 percent weathered pebbles and 10 percent stones; few, Page l of l i °2 eta ; a r f ! q } � ' Iw 1 i 4 '� �f i t ' F ! iLG I -.. `.' , ,f, i �, t ( f -� 4 4 c� r E f 'r'1 1 ,,,•,, k $ 4 ✓'.:t l k 1 x t t cM A + st A .f# r ,',,:;--1 1 a i t t t + k''c ] # < r -.1-,-,,,,,,, y..� ` g £4 p e. tt d � 3 ., -. .,q r 3 t B, " ( > - 1 - . � 'r_*- } 4 . i 4 M � �� � ht � t E 3� w . ! f�'<' �. l r �a. 'z ,[ 4 a s. a ' �a.t t h k t x rh � r-, ±- _ - y .a`ii .rs t' .. , d ` - a , >, [ y ., r - 13 \r pav -i r £a �''. 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