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s.t. - �0 t� v�� Svc 1 1 Stormwater Drainage Rept. 1 Templeton / Twality Prepared for:DOWA-IBI Group Prepared by Paul Dedyo, PE Project Engineer: Paul Dedyo fi December 2018 KPFF Project#1600327 FEB 1 4 2019 Ot- 1 LD F)1\ii-r'zION 1 1 1 1 1 i i 1 1 kpff I I I I I I I U I I I KPFF'S COMMITMENT TO SUSTAINABILITY I As a member of the US Green Building Council, KPFF is committed to the practice of I sustainable design and the use of sustainable materials in our work. I When hardcopy reports are provided by KPFF, I they are prepared using recycled and recyclable materials, reflecting KPFF's commitment to using sustainable practices and methods in all of our products. I I I Designer's Certification and Statement "I hereby certify that this Stormwater Management Report for the Templeton/Twality project has been prepared by me or under my supervision and meets minimum standards of the City of Tigard and normal ' standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." ' Paul M. Dedyo, PE 12/11/18 D PROFFss 444 0 I N F %y9 79701PE DIGITALLY SIGNED OREGON ,o 41. 10,10\ % 4 0 4 MA RK O��y EXPIRATION DATE: W31/19 1 Templeton/Twality I KPFF Consulting Engineers 1 STORM WATER DRAINAGE REPORT I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers 2 I STORM WATER DRAINAGE REPORT Table of Contents ' Introduction 5 Existing Conditions 6 ' Stormwater Requirements 6 Proposed Storm Drainage 7 ' Detention 9 Water Quality 9 Conveyance 10 Operations and Maintenance 10 Exhibits ' Exhibit 1—Vicinity Map ' Exhibit 2—Existing Conditions Exhibit 3—Overall Basin Map ' Exhibit 4—Portables Exhibit 5—Storm Plans Appendices ' Appendix A Geotechnical Reports ' Appendix B Detention Calculations and Hydrographs ' Appendix C Water Quality Calculations Appendix D Conveyance Calculations Appendix E Operations & Maintenance Plan Templeton/Twality I KPFF Consulting Engineers 3 ' STORMWATER DRAINAGE REPORT 1 This page left blank for double sided printing i i 1 Templeton/Twality I KPFF Consulting Engineers 4 STORM WATER DRAINAGE REPORT ' Introduction This storm report is an update to the previously approved February 2018 storm report submitted as part of ' the Templeton Elementary School project. A campus approach to stormwater management was implemented to manage runoff from both the Templeton Elementary School and Twality Middle School project sites, and there are shared storm facilities. These revisions amend and supersede the previous ' narrative and analysis to reflect refinements to the Twality Middle School project made during final design. Additional detail for conveyance design and stormwater management can now be provided for the Twality Middle School improvements. Note that the storm facilities constructed with Templeton Elementary School ' were designed with adequate capacity, and no changes will be necessary. Purpose This storm report addresses improvements associated with both the Templeton Elementary School and Twality Middle School projects. Water quality and flow control facilities will be provided to manage runoff ' from new impervious surfaces in accordance with City of Tigard and CWS standards. The proposed stormwater collection and conveyance lines have been coordinated with the site grading, and will be sized to convey the 25-year modeled storm event under developed conditions. The individual school building projects will be built sequentially, with the Templeton Elementary School on the southern half of the site constructed first ( June 2018 through Sept 2019), followed by the Twality ' Middle School (—June 2019 through Sept 2020).The phasing plan requires a number of portable classroom buildings to be placed onsite within the track loop, east of the Twality Middle School, to maintain classroom capacity during construction. Detailed design and analysis of the stormwater collection and conveyance ' lines has been completed for the Templeton Elementary School and Twality Middle School. The two school projects were designed together as a campus improvement through land use, and will share ' some storm conveyance lines and a stormwater management facility. The conveyance lines and stormwater management facilities presented in this report are sized to account for both schools. Overview The Twality Middle School remodel and the new Templeton Elementary School building will be constructed ' on the existing school site located east of the intersection between SW 97th Avenue and SW Murdock Street in Tigard. The overall project site is approximately 28.4 acres. Most of the property backs up to residential lots, with the exception of some street frontage along SW 97th Avenue west of the middle school building, a short segment of street frontage along SW Inez Street to the north, and driveway access to the elementary school building from the east end of SW Murdock Street. See Exhibit 1—Vicinity Map. The existing core Templeton Elementary School building will be protected and remodeled to serve as a Pre- K facility with flexibility to provide some School District meeting spaces. The core building to remain is ' approximately 28,500 square feet. The four smaller concrete classroom buildings will be demolished to make room for the new elementary school and additional parking. The new 75,000-square foot elementary school will be constructed at the south end of the site, and wrapped by a new access road and cul-de-sac ' for buses and emergency vehicles. The lower fields within the remaining property along the east edge of the site will be regraded and improved with new baseball fields and soccer fields. The east block of SW Murdock Street providing site access will be widened on the south side to accommodate a new sidewalk ' connection into campus. ' Templeton/Twality I KPFF Consulting Engineers 5 STORMWATER DRAINAGE REPORT The Twality Middle School building will be demolished and reconstructed. The new 75,750-square foot building will occupy the same general footprint as the existing building, but will extend further north. A southern portion of the existing building, approximately 28,500 square feet,will be retained and remodeled as part of the improvements. The proposed finish floor elevations were developed in coordination with the portions of the existing building to be retained and to step down to the existing track elevations to the east. The two driveways off SW 97th Avenue will maintain the same locations, but will be reconfigured to better regulate vehicular circulation and shorten the crosswalk for improved safety. Parking will be consolidated on the west side of the building, and a new bus loop will wrap around the east side of the building. Existing Conditions The site is east of Bull Mountain with sloping terrain down to the east. There is a 75-foot drop in elevation across the site, from the northwest driveway off SW 97th Avenue down to the southeast corner of the fields. There are a handful of large diameter trees north of the track, and numerous larger trees along the east and south property lines with the neighboring properties. See Exhibit 2—Existing Conditions. There are two existing parking lot areas serving the middle school to the northwest and southwest, with the building stepping down the slope to a lower plinth elevation. There are four portable classrooms north of the middle school building and a track and field along the east side of the building. There are two additional baseball fields and a lawn area below the track to the east. The existing parking lot serving the elementary school occupies the northwest corner of the property with the school buildings wrapping around the parking lot on the east and south side. Three baseball fields and a lawn area wrap the site along the south and east sides. A review of NRCS mapping suggests the site is primarily underlain by Cornelius and Kinton Silt Loam. A geotechnical investigation was performed by Geotechnical Resources, Inc. (GRI), and their findings and recommendations are summarized in two reports dated June 28, 2017; one for each school building site. The narrative portions of the reports are provided in Appendix A. The soils are not conducive to infiltration, and storm water management designs will have to consider alternative strategies to provide water quality treatment and flow control prior to release offsite. There are two primary drainage outfalls from the property. One is a piped connection north to the public storm drainage system in SW Inez Street, and the other is a piped connection east to the public storm drainage in SW Heidi Court. Both public conveyance systems ultimately discharge to the same tributary of Fanno Creek. See Exhibit 3—Overall Basin Map. Stormwater Requirements Onsite treatment, detention and discharge from the site will be required for stormwater management. Allowable release rates under developed conditions will be in accordance with City of Tigard and CWS standards, and will not exceed peak flow rates under existing conditions for the 2, 10 & 25-year modeled storm events. There were some building additions and parking lot expansion work implemented in 2004 as part of a Bond. Therefore, the project will establish existing impervious area conditions prior to those improvements to model allowable release rate targets. Templeton/Twality I KPFF Consulting Engineers 6 STORM WATER DRAINAGE REPORT Proposed Storm Drainage The development of the site stormwater management system has been configured to provide combination water quality and detention ponds for two of the three drainage catchment areas. The ponds on the east end will conform to the Extended Dry Basin design standards as outlined in the Clean Water Services LIDA manual. A downstream flow control manhole will restrict release rates during larger storm events to provide detention. On the north end, drainage will go through a sedimentation manhole before entering a vegetated swale. The proposed development will increase the impervious area from 317,572 square feet to 465,750 square feet, or about 47% more than under existing conditions (prior to 2004 Bond improvements). The existing ' track and ballfields to the east of the middle school will remain intact, and the fields east of the elementary school will be regraded, but will remain pervious. Runoff from these lawn areas will be conveyed as sheet flow or collected and conveyed in pipes as applicable, but will not be treated or detained. However, storm ' runoff from impervious areas and landscaped areas within the catchment will be conveyed into stormwater facilities via subsurface pipes and sheet flow. The proposed storm system improvements and associated details are provided in Exhibit 5. Rainfall events have been calculated using Hydraflow Hydrographs analysis software. The selected computational method for runoff calculation is the Santa Barbara Urban Hydrograph (SBUH) method; based on a NRCS Type 1A rainfall distribution.A summary of the analysis can be found Appendix B. Although there are 2 overall drainage basins, the site was divided into 4 catchment areas that correlate to ' the phased development of the proposed improvements and the 3 storm facilities. The subbasin boundaries also correlate to the redeveloped areas and do not extend to the east property line to encompass existing fields to remain or newly graded fields. Runoff from Basin A will be managed in Storm ' Facility 1, Basins B & C will both be managed in Storm Facility 2, and Basin D will be managed in Storm Facility 3. The extended dry pond Facilities 2 & 3 are sized to provide water quality treatment and detain flows up to the 25-year design storm and have an overflow drain to release the additional volume. The north Basin A has a net reduction of impervious area and only requires Facility 1 to meet water quality with a vegetated ' swale. Each stormwater facility has a tributary impervious area which has been delineated based on future flow paths. A map of these areas and how runoff enters the facility can be found with the calculations in Appendix B. ' Table 1 summarizes basin areas under existingconditions that take into account the pre-existingconditions ' prior to the 2004 improvements. Table 2 summarizes basin areas under developed conditions. A portion of existing Basin D will bypass collection. The model considers the free release of this Basin D-Bypass to match the target point of compliance release rate. 1 ' Templeton/Twality I KPFF Consulting Engineers 7 STORM WATER DRAINAGE REPORT 1 Table 1:Existing Condition Basin Areas I Basin Total Area Impervious Pervious Percent Weighted Area Area Impervious CN CN=98 CN=74 (sf) (ac) (sf) (sf) (%) A 163,600 3.76 83,600 80,000 51.1 { 86.3 B 183,750 4.22 102,940 80,810 56.0 87.4 C 133,500 i 3.06 91,725 j 41,775 68.7 90.5 I D 224,500 5.15 39,307, I 185,193 I 17.5 78.2 16.19 317,572 Table 2: Developed Condition Basin Areas I Basin Total Area Impervious Pervious Percent Weighted Area Area Impervious CN I CN=98 CN=74 (sf) (ac) (sf) (sf) • (%) A 155,850 3.58 82,500 73,350 52.9 86.7 I r$ 191,500 4.40 142,500 49,000 74.4 91.9 C 154,000* 3.54 124,500 29,500 80.8 93.4 D 179,750 4.13 116,250 63,500 64.7 895 D-Bypass 32,500 0.75 0 32,500 0 ? 74 Total 713,600>,'" 16.38 465,750 *Basin area increased to account for additional SW Murdock Street drainage. I SW Murdock Street Runoff from the existing right of way in the east block of SW Murdock Street currently flows overland onto the Templeton Elementary School parcel. The closest public storm conveyance system is located to the west within SW 96th Avenue. After discussions with City of Tigard Engineering staff, it was determined that I it would be impractical to extend the public infrastructure north and east to collect this roadway runoff. Instead, a new catch basin structure will be provided in the right of way, and piped into the private storm conveyance system flowing east to Storm Facility 2. Assuming a 100% impervious ratio, there will be an I additional 8,000 square feet impervious surface added to Storm Facility 2. This area was added to Basin C, and included in the calculations for water quality and detention. PhasingI As noted in the introduction,the overall project will be implemented in phases. In order to retain classroom I capacity on campus, the phasing plan includes placing 14 dual classroom portables and 5 restroom portables within the track, east of the Twality Middle School building. Only 9 of the dual classroom I portables and the 5 restroom portables will be required as part of the Templeton Elementary School improvements. The 5 additional dual classroom portables will be installed with the Twality Middle School improvements. The proposed layout of these portables is illustrated in Exhibit 4. There will be a new 10- I foot wide asphalt path laid out to provide student access and circulation between the units. The conceptual grading plan will mitigate the extent of piped storm conveyance, and rely on sheet flow and surface runoff to the existing catch basins located within the field. The overland flow will partially mitigate the increased I runoff rates from the new impervious areas. These area drains tie into a pipe system flowing south that combines with the existing Templeton storm system. This existing storm system will be intercepted with the new design combining with runoff from Basins B and C, and routed through Storm Facility 2. I Templeton/Twality I KPFF Consulting Engineers 8 I STORMWATER DRAINAGE REPORT I Storm Facility 2 is designed and sized to manage runoff from Basin B under fully developed conditions, but was not enlarged to account for runoff associated with the portables. However, the new impervious improvements on the Twality Middle School site won't begin construction until late 2019. There will be an interim period where runoff from both the portable improvements and Twality will flow to Pond 2. This interim period will last about a year until Twality is complete and the portables can be removed and the ' field restored. A temporary 54-stall gravel parking lot will also be required during construction of the Twality Middle School. This lot will be located in the southwest corner of the Twality ballfields, east of the track. Proposed grades will mimic the existing field, and surface runoff will continue to sheet flow to the east with a long overland travel path before entering the storm conveyance system. As already discussed with City staff, no additional storm infrastructure will be provided for the temporary parking lot. The gravel will be removed and the field will be restored to existing conditions after the Twality Middle School construction is complete.The proposed temporary parking lot is illustrated in Exhibit 4. Detention A curve number (CN) value of 74 was used to represent the lawn and landscape areas for both existing and developed conditions. New impervious areas including paved parking lots, roofs, driveways, etc. shall use a CN value of 98. Since the existing conditions are already developed, a time of concentration of 10 minutes was used for both existing and developed conditions. The storm facilities were sized by routing the runoff from the developed basins through the modeled storm facility. The results of the analysis are summarized below in Table 3 and illustrates that peak release rates under developed conditions do not exceed peak target flow rates from existing conditions, for corresponding storm events. Table 3:Pond Facility Modeling Results Facility Contributing Contributing Bypass Storm Target Peak Peak Peak Peak Basin(s) Area Area Event Peak Inflow Release Stage Storage Volume e c) (ac) : (cfs) (cfs) (cfs) (ft) (cf) B & C � t>,, 0 2-yr 2.26 3.17 0.96 2.61 16,434 10-yr 3.91 5.06 3.82 2.89 18,528 25-yr 4.77 6.00 4.24 3.13 20,369 E' >!� i D 0.75 2-yr 0.61 1.35 0.52* 2.20 5,647 10-yr , 1.50 2.30 1.42* 2.72 7,478 ' 25-yr 2.00 2.79 1.83* I 3.02 8,539 *Includes pond discharge and free release flows from basin D-Bypass ' Water Quality ' Water quality facilities shall be designed for a dry weather storm event totaling 0.36 inches of precipitation falling in 4 hours (CWS 4.05.4-d), considering only the contributing impervious areas. The minimum sizing of the Extended Dry Detention Pond is largely driven by the volume from water quality storm event, while the sizing of the Vegetated Swale is based on flow rates. Templeton/Twality I KPFF Consulting Engineers 9 STORMWATER DRAINAGE REPORT 1 The water quality volume (WQV) is a product of the 0.36 inches of rainfall and the contributing impervious area. Since the extended dry detention pond facility will not benefit from infiltration, the lower orifice on the flow control structure must be sized to provide a minimum 48-hour draw down time for the WQV. The project is targeting a 3-foot maximum live storage volume for the facilities, so the design allocated about 2 feet of storage for the WQV. The calculations and lower orifice sizing calculations are provided in Appendix C. 1 The grassy swale is sized in accordance with CWS standards based on Manning's Equation, providing a minimum 9-minute residence time for the water quality flow rate, and accommodating conveyance capacity for the peak 25-yr storm event. The calculations supporting the proposed vegetated swale cross section and slope are provided in Appendix C. The swale is designed based on the results in provided in Table 4. 1 Table 4:Vegetated Swale Modeling Results Facility Contributing Contributing Weighted Bottom Swale Side Min. Required Basin AreaC Width Slope Slope Length (ac) (ac) (ft/ft) (ft) 1 A 3.58 0.87 4.0 0.025 4:1 131.40 1 Conveyance 1 Pipe capacity will be calculated using a Manning's "n" value of 0.013 for PVC pipe to convey the 25-year design storm. Conveyance calculations and supporting documentation are provided in Appendix D. 1 Operations and Maintenance The water quality and conveyance systems shall be operated and maintained in accordance with the standards of CWS. Refer to the Operation & Maintenance Plan documents in Appendix E. i 1 1 1 1 Templeton/Twality I KPFF Consulting Engineers 10 STORM WATER DRAINAGE REPORT 1 Exhibits 1. Vicinity Map 2. Existing Conditions ' 3. Overall Basin Map 4. Portables ' 5. 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'44:.- II 'Y/ PLUMB DRAINAGE FROM Q� J r f~ �• . e°#1�/ RESTROOM PORTABLES i } � EX CATCH UNDER ASPHALT PATH TO // ` ''! /4'r 4r '` BASINS,TVP ::4,,,/,/ �` ` EX CATCH BASIN J��! PARKING AREA tJ g ^ c pi - .,4 SHEET FLOWS TO •••, T l\ / p9D� ¢ 6 ADJANCENT FIELD Templeton/Twality Portable Layout Plan ::.,' Cr .s AIPIOP 4/ ki •• ::: RAMPS.TYP. ////\„ydir _ :"• I SPLASH PADS AT ��. 0 i + :::4, ..'. ?: ,:, f / 4 �. DOWNSPOUTS, , 1 / 1"=30' IltioloI k r CONTOUR GRAVEL 4 t I SUBGRADETO DRAIN UNDER / \ � � > ►i-. ELEVATED 11 :, iI •• , • /'• _ __7.._.-- ...„/,- ./ `° PORTABLES TO EX —" _1 CATCH BASINS % • I11 IW1 IW( , L ,�, > n , .. . _ e -{ = g -= - opo - „ --- __ Exhibit 4 Portable Classroom Plan I .=. ,;-..-:::::::;:::4::::::::. -- / :"55 8"SS 8"55--1i) 8' 6"55 6YS 8 5 .s• __. q_�__._ ____ t.. / 1 / //�0 1 iJ I / 1 / i 1 I, gi ,, \ _. 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'I I I I .... l (/) i A CU 0 cc AV a3 i— ll L______ i viiii1Po si ‘ i , i, imaj ‘\‘‘‘ \ 1 rir i lit j pr‘ . , Q.• ._ c-.,,- t--- / \ ,Iiiir, ,,','- \ii= / ----, --- i 1 1 im *it 4. /1 ,, 1 • inumnogirk--- / :/j11 , /41- .,. _____ ca ' ---leiiiiii - '/---' --- _ ,._..4-z......_lir— ........ lqif I , , '//,- , , , •••••••11.0110 Md•NMII•M•lIllIl 71Thill LIT-111 MEI riiir ,,..��• I :. J� En svi Eft Ave,suite 2533 / - / er1; • L —1—— L 11 L '/ J o o I , \ 1 I I 1 i t I I .' ' I 1 I \ I I I I I I 1 I I I �__ I I , k • Y P I . n EL S ALIGN CATCH BARNS ALONG FACE OF CURB WHERE APPLICABLE N Phase'BID 8 PERMIT SET UTILITY LABEL LEGENDCALISISTRUCTURE TYPE SHEET NOTES I 1. ON-SITE PIPE BEDDING AND BACKFILL FOR ALL UTILITIES SHALL I STRUCTURE LABEL AD AREA DRAW TYPE 1 BE CONSTRICTED PER DETAIL u/GL.l. date February 9,2018 = CB QE2E BMEL CATCH SN UMW TYPE(H)=STORM DRAINAGE) INN B CLEANOUT VALVE 2. CONTRACTOR SHALL COORDINATE AND VERIFY LOCA110N AND revisions > 1-17---i- STRUCTURE TORE CALLOIIT CO7G CLEANWT 70 GRADE Ce NVERT ELEVATION AT PLUMBING POINT OF CONNECTIONS PRIOR �ID NUMBER(WHERE APPLICABLE) I �i-ijl DI DITCH INLET TO CONSTRUCTION.PROVIDE MANSION FITTINGS AS REQUIRED. FCMH FLOW CONTROL MANHOLE 1 2 %7(D(_ FD iWNDATION DRAINAGE A PROVIDE SOLD LOCNNC UDS ON ALL MANHOLE SiRUCTlRES u0 %+TOLL%RI O X—LOCATISN(YNERE APPl1CABLE) LD PLANS LANDSCAPE OILAN,SEE LANDSCAPE , MH MANHOLE 4. PROPOSED UTILITY IMPROVEMENTS SHOWN SCREENED FOR I f RIRIE- IE %K•%1—STRUCTURE INFO INHERE APPLICABLE) OF WTFALL COORDINARON. 1 OV OVERFLOW INLET PIPE LABEL sue SIUB INTERIOIE CLEANOUT,SEE ARCHITECTURAL ' KILN UOUTY LENGTH INT-CO DRAWNCS pro ed# 16054 rr UTILITYSE ��U DUTY TYPE STORM PLAN-OVERALL PLAN c'71 S=Y-XOC F-6 L RAPE(WHERE APPLICABLE) Exhibit 5 - Storm Plans 4). SCALE MCN=4OFEET Ru+ w o w o Mil I f, �.i_l � ---- ------- _ / E OUT 280. .SEEHSIEETECS FOR AODTWAL SHEET NOTES AND LEGEND �. ` m YN-S-BC�Du11E1FR 1// - ` % E5�( 1 NOTES ^l -.� <_ - I r, .__ m STUB-1 z v ',) - -� ,-- G . ; PoW76Z56 --74--LF ---- - z _ E 12'N-25331 -- -- ,- 2 SEE SHEET Cal ADgTIONAI CONSIRUC110N NOTES NEWMANN E 15'WT-26622(S)_ ,!1 _ _,_ __ _ - ___, --., n. RI/254•56265.29- --- NDT N CairMACf,�� E/0'N-2S00 -25163146,mDRAMAS FOR ALL FNASNG ME FRAMES AND - _ 3 SEE SHEE TEFOR �- I 'F '-'-- . m CB-27 (VQ e.ys ' -.. 4LL8.99i•m V ,.s�- T-25200 -e, .6 AREAS OF WORK ''22 LF-15=SD ' ♦ z"r` � PoY-2X08` 15 WT 25436(E) ` .-'.L I 5-1.00x` - �- ,.. 'E 8'WT-Tb4.0B(N)---EE • � s. -�--� WIB LF-70�m 4.STRUCTURE LOCATIONS ARE BASED ON CENTER D<STRUCTURE. ' 15'M1 - - - - - - .. s 5-1. _ ! 5111-I5'SD 15811-16'SD `C' r III I ♦ /i , S4 Il-15'80 - - ,. S ALNM CATCH BASINS ALONG FACE OF CURB MERE APPLICABLE. I 90 IF-15SD/.7.16""1-7 _ _ 32 Il-1580 f75 if-ism ( S-I oox 114, sr 0046 _ 1_,.0046 TES wo .� _ ,-=----- - 19:443%.,I KEY NLL RIM-272 /' -.• M6335-1 OOx / r I,i �_ re --) , / 5-1358x O CTOR TO' SD IM-1 .' m MH-2 v - IE 11'M=28600(N) 10 Li-8'SD I F-`- I ,�54•y! IE 15'M-25700(W) T. CONNECT 10 EEK SD IME. ' 8 E 8'N-26600 p IE 10'N-256 ro(5) �1 , -NIM- FELD V411FY LOCATOR I IE 15'WT-287.75(b � b IE 15'WT-75156(q w+.-. J ♦-- - •\ \ AND DEPTH // 1 LOCATE FOUNDATION piAN FOOTING I I b p 1 METRAPO SE S UC AWAY FRVA STRUC7URNj / m CB-2 r \1 \ / ,. 21701.01 ' X :, E 1Y IN-257.38(511 2 CONNECT DOSING ROOF DRAINS FROM PRE-K/ I / E a'our-217.01 'b m' I. CM FOR FUTURE CONIEChON I, I.... /(Ill / B /; // M) g I I , ��,-" tD LF-tip ' DISTRICT INvVERRT AT PENT NEW CONNECTION. Am /, I - 1 r--- ; / s-a7m1, ,, F �}/ K Dull Weak.�!I Group ( I , +�y I i \ I/ - • 9.69.O1x�- 1 4 `Y ' \ E 6'OUT•257.28(N909.28 _ Air.h s s' / 1 , I ` 1 f I • O UTILITY KEY NOTES 6 , I / c. ( / t-. - ; -e, , /J ROSE 907BW SA620 t Portland OP 67205 USA sit I. 1.1 SOS 226 0260 In 503 2T3 9162 a ... 5 CB-3 .48(60 // RI WIMECT TO FOUNDATION M DRAIN. iRU COORDINATE.. . ,, . , f"'- ! DEPTH MTX STRUCTURAL RAL roa.♦ / �' wog' *anal:co.corn ! FOOTINGS ® T I! ,, E8'W= S\ -© / / "' ' "Al _ J06�: m TOCCNNECT STORM FYOR CONTNUUAATON.DRAIN. IIEArD E SD 161 3 • .,,_ �/.<� y/ / ' > ! b A Ee N7 256.25 PRE-K/DISTRICT BUILDING / AS NO1ED. j i r A�,I *� ',., IE 10'N-257.56(5) _ ' 1 /1' \�F,D P9 E ' m CB-1 R I- I E B'N260.00 5% �/ 1 � ,,'y{4.I Nt,ay, Ss G r. ,�._a l` IE 6•N25625 l� / qe I .,:::270:61- W271.00 n I / 797n1PF• - {I ��,� E B'WT-26600(N) �FLL_ X10. IE 10'WT-257.88(N) �/ N` / l snle�� % 4� ift • 1 STORM LEGENDr T Y21JI4x 32 LF- 'm1l __ I ,-a,6 , j E e'W r-zeem(� - _ �- 7 , • - sTDRY LME 4u;NAA o ora--- ,7� RN-x7.91 i i� �/r ^. STORN LME-NOT IN CTRIIRACT(NJ.C) ® I m•.znoxare •19•w ) �� �r. I .1__1 E 8'WT76195(E) _m CB-B �/ fOUNDAIONDRAM 2{IF-8'! Ea'OU.51 �A7I. % VR� / SD MH-773 OSI} �I \ 5.23J97C sIg E 8'OUT-28{.5\(N11) \��A , �I) 01/ ,, f..E 8'IN- (NW) ' \ y ( " Iv=ieSTORY MANHOLE e zs _.... I' / E 6 WT- 66(NE) �•_, � IrF ( _ 1 \ ` , y � CATCfI BASHSIMI ..) 'EBE/•�`' ) - •IAi♦ Z ■ AREA DRAINq` E6�_ _77 li-8'80 ' . n, , ®) I Eat s=5osx . .:V �. - a/ ;� % v • caro G, - ..;, '.511,151118-5 _....� 7 LF-8'80 /! M. :,::......,.....„...:„..„,... ,74,/, °. VEGETATED SWRYWATER FACILITY I 111 -m 5708-5 S-S09G if, E STUB-4O i \ •�, / „/ / / I I` j---- E 6 WT-2X ry(l7 _ . tilts. 2 m SNB-6O E 6'WT2&.{{(�Tv '�) •//� // I FLOW DIRECTION ARROW LS IE 8'Wf-284.34(5) ( // , 5 L 4 yyN�t I 25 { p � to LF-6'80 �H / , . \// I W1FAu PROTECTION LB.r r, Y �I. 'a 61 '� I" \ _ _ �e 7' m 5-175x //{///� ' - •I' �,,�I I` ® DITCH INLET e t 1-/----/!. ,Attfi�/// I +t.�_.,u - --�.N.' - \ lr i' r5656 . 7ff / •.' • � (e) FLOW CDIiRa YANXDF U/ .�' �A LF ._ _�ly _ _ r ,, / • BACKWATER VALVE •L' - ;' it 19 -. .. 12 LF- / / • CUSTOM LANDSCAPE DRAIN,SEE LANDSCAPE }' i 1i LF-I'm �' 5-10.37%'80 It r.+ • SO CB-14 A. s-sao46 1-9-Ci 16�-680 J,:y� �• �"tt �/ �/ Cl) 1 RM-nx NmY mage 3 LF a sn" s-171x.Dw t ♦ 4 (SE) SOD46 12 lF-6'80 s i ,. /: , % , _1111 1 1 • / I.IE 8'IN-26019(511) , S-0'4Bx M2. 6'\ \ -�. ,fly / ... 0 •;t1/ -C6-T3 E 10'I W 282(E(N) 4 m AD-2 ase-r."r: heu,axe '" - (q 0 4 ii: . ml E 6 WT 263.56 -- S• _- MA..3, 0 f I O N 267.70Kv / I � m I E 6'OUT 28200(N) ! f�` / /IE 6'OUT-286.70 GQ„ _-_ Fll �� / -T 258 � Es g E s aur-26200(N) ;,v f/ / it I u)a'�; r / .,..,4 SD YM-9 , SO C8-26 PoY.26S22 ..:. 6.-!' ,, VIIP III r� I \\ \ ,;� _ _ 13 LF-8'80 ---_ 1 , ' �� /' \\ •FUTURE WORK SHOM4 FI1 /� /I d F PoY-x161 7 lF-4'SD E 6'WT-x105(NE) eA`� en' /�� 5.14.7746 I I 4 REFERD4 NOT IN CdI7RACT ‘,EIW y 5-36492 ` 4• /J IE 8•IN-259.00( %/• m BWV-4 `> E{'I IN 259.0(5 ,/ se / 13 LF-6'SD 1 �.° � 1/ ���//111(((/// I / I o eif C _Qt E 10'WT-25678 I` , -- / 5-65044.80 \\ --. 5-18046 m COTG- ©4� I ,'S ; 1 \\ \� _ -' , F , I:' 0 I� \ 8 11 IIF-10'80 4a\ 15=1.50% _ 5-1 mx• S-130x r 0r I 17 lF-6'80 I 1,.•i J •-•'ll/.( (. '1 J i �. I _d t• .0 v i 5-1.0046 /'®' / 18 lF -" 75 LF-6'80��^ -.. 5-1.8046 , / .�i' 1 li lei r e ml �. / , ,, u L M t9 1sv-450 �y� = � --� �FF 's-s6•m i�i� i i d \ • =At '‘ I /�l / pcnm 5=BSOIC ,/sem' B LF-8'80 11 LF-.50% �� �7 --- 37 1 l° \ 4 ( j I I �_ 4p 1 lis ® # - 5-117846 5=1.1846 �IL ( '1 °1.• rn 13 LF-B'm pp .I:. O 3' 37 LF-6'80 f '� 3 "1 1 / / I- I� 4D ss.L I 5-341246 ' iYo', J 4'O 0 e m AD-3 4 LF-6'SD - 5-3.64% I _ _ - RM-265.68 5-60.69% / Jr/ 1 \, ``` f`_:•.I ' �'/ Pom 2CB18 251 I �Wrl_ S•5271%m E 8'WT-26188(NW) .' 4' I '4 LL-6'80 ,'�-_ )- I, j / / / - E 8'2017-28117(N)6E17 x, i',i SD C8-4 6N266.05 Imo' �' LS-7.75% T'�., /r ( /' I lq:iffL �- JF.A�IIT�47i( /A_L _- �1 ,•,.-_ - // - F 'Y n AMTCHLINE SEE SHEET C4.2 I r / -- r/ all sw rota An,son asoo Portland,00.9720.1- SD STRUCTURE TABLE SD STRUCTURE TABLEP.5113.27.1.16111 sminleat STRUCTURE E) NORTHMG EASING RN ELEVATION NVERT ELEVATpIS STRUCTUREID NORTHING EASIINC RM ELEVATDN INVERT ELEVATIONS AD-1 17218620 321981.59 263.00 E 6'WT-26200(N) IE 15'IN-268.00(N) 1M-1 132400.72 321768.56 27282 IE 8'1N-26600(S) AD-2 13218614 322013.04 28100 E 8'WT=28200(N) IE 15'0)05-267.75(E) y O AD-3 132095.59 32188197 26588 E e WT-28368(NW) IE I1'IN-257.00(W) Ifflir I - L81-2 112400.08 721691.20 268.33 IE 10'N-218.08(5) 91 CB-1 132299.03 321780.61 271.00 E 8'WT-269.00(N) IE 15'WT-255.!(E) CB-2 137389.97 321818.81 289.01 IE 8'WT-287.01(N) E 8'IN-25625(W) k • y p I • n Phase I BID 8 PERMIT SET E B'IN=258.00(SE) 06-3 132337.07 32190219 28618 IE 8'WT-284.18(W) E 10'IN-257.86(5) 1,111-3132260.56 021800.86 267.28 E C IN-280.00)184 CB-4 13209634 321780.59 266.05 IE 8•WT-x{.23(N) E e'IN-2X25(E) CB-8 132267.01 321909.93 266.51 IE 8'WT-264.51(NW) E 10'WT-257.66(N) IE 15'IN-25{.58(Wj date I February 9,2018 U CB-7 132419.11 722071.28 76255 IE 8'WT-780.55(5) YX-4 132404.82 372020.{8 265.29 IE 11'WT-46{.08(E) C8-8 132397.35 37213715 259.28 IE 8•WT-257.28(N'A) revisions I IE 15'IN-25230(W) C8-13 132167.51 321780.03 267.30 IE a OUT-265.30(N) IE 8'IN:25550(SE) MH-5-80'DIAMETER 132404.82 37772E04 259.48 E 12'94-25331(SW) MW C8-14 132157.46 321854.68 78558 IE 8'501-28356(5E) E 10'110455.00(SW) I E it Wr-x1200(s,) o CB-15 132140.28 321903.25 264.81 IE B'WT-26281(91) E 8 N-760.18(SW) CB-18 132096.42 321756.97 265.17 IE B'WT-76117(W) IE 8'IN 260.83(NW) WJTAH-B 132139.48 3218!.87 26596 IE 8'IN=2X83(E) CB-26 132115.05 321833.79 265.22 IE 8'0117=28305(NE) IE 10'CUT-259.27(N) .7`u I C8-27 132394.13 321966.74 266.08 IE 8'OUT-284.08(N) IE 8'IN-259.00(E) Project# 16054 99-9 132107.22 321743.75 265.65 1E 4'111-260.00(5E) IE 10'WT=75678(5) STORM PLAN IE 8'IN-264.01(NW) MN-17 132227.37 321801.43 28637 IE 8'1N-264.06(5) IE 8'0)11-283.86(NE) Exhibit 5 - Storm Plans SCALE • R. 1 INCH=20 FEFT NW LL 20 D 20 b I _ ' SHEET NOTES 1/J 1.SEE SLEET CSO FOR ADDITIONAL SHEET NOTES AND LEGEND 1 INFORIAATTON 2 SEE ARCHITECTURAL CT AL ADDITIONAL ALLRPHASIN NOTES IV 111 1 SEE MCFIITECTOEAL DRAINING&FOR ALL PHASING TIME FRAMES AND g) ,.-.1_," """- MATCHLINE SEE SHEET C4.1 I ' 7 'y'" I MEAS OF WORLF1LC�41Tr�B4Si(1¢ .Lr •/ jam / 7URE LOCAS ME BASm ON CENTER 6 SC7URE Lr Q6 // S ALIGN CHICH BASINS ALONG FACE OF WRB YNERE APPLICABLE. 1I 20F-8 .. { 221,--8'59 1 O KEYNOTES s-21moor a( TEMPLETON ELEMENTARY SCHOOL 4 r --I INTCO 1 ♦ 1 LOCALE iOUNDATION pUIN i007NG RN-284.51 1 I - PENETRA710N5 tY YK AWAY TROY STRUCTURAL I '1 E8'WT-28254(E) '' I / NanoMNs SEE STRucnBAL DRANINc9./ - 1 Q I2 CONNECT EDSTMG ROOF DRAINS FROM PRE-K/ - cc i I � / 34 IF DISiPoCr BUIDNC ro NE1Y&TON SYSTEM.flB4PLA / i" / JYEiBFY INVERT AT PANT OF CONNECTION. 11 43 i 9)NT-CO-3 1 SD COTC-7 r /// 5.20 Dull Olson WpkNs-IBI Group • 1 6 1 / V O UTILITY KEY NOTES--- _ 1SD W-16RIM SI)W-1DI • r 371E-850 WL-25667E10'N 257.80 87 - l/ i ., Q E 8'IN-250.59(NVQa7 �e m mCA BIM USL-. 5-200%(N 1 I / L /E 8•M=251.00(NW)IE 10'OUT-257.10 S Y / / CONNECT TO FOUNDARON DRAIN.COORDINATE( 'A XE 4'IN-251.00(W) FD DEPTH NTH STRUCTURAL SEE STRUCTURAL / I / �� _�/i _ $ f / ,,.a. E BY OUT=250.38(5) FOOTINGS5-287%ni O 4• SD COTfr13 I / ,' {o !, / 4'O /`'1 / CONNECT 70 STORM DRAIN/Ti00F DRAIN.B lF-10SD :MN / I V i I / SD NT-CO-2 y - ( I AS NOTED.PLANS FOR CONTINUATION.Siff AND IE s-256fE ON `_O-J / 1 I i / I 3 ,/`. %JIf-CID SD - / 0 3• 1 1.. - I -Su5FncE STORM / t OP90F 1 C', \ " ��`CHOOSEL,5EE / 0 r SD BW .I - ♦44' F f,®���s:�� / T- ■■■ I� inr+o<rnaE DRAWINGS / 1 1 ' 1.+{•sinE4. 'E / I r / i ■' /� L� V�' g e »737 EE -, �' � .I ! • STORM LEGEND ° / :�.._ I' /©r ; I' ` ( I{-_ __ -_ _ _ _ STORM UNE 1 MOO. i I r y ; STORM LINE-NOT IN CONTRACT(NJ.C) I m`"'p'°`^: I 5=8.7716 I \ I31 LF-TSD ' _ S O 6' f I 7E0 RM 257.60 1 4• r - - - FOUNDATION DRAM I ` - S •OUT-2 / O v e 41 LF-10SD / 0Y I - 1 `_" EB 56.00(SWj /\ I e I 5-255% 12 IFS=0.0O6 I 1 CUSTOM LADEN SDS N4 STORY MANHOLE J -77 Att �LI- ' 3 lF-6'59 � 12 lF-ere E � e I ! • / • CATCH BASIN 8 • p , , SD W-11 3 LF-8'SD I II Ss000%..... - 1 / \ Nj y 11 LF-4'SD I µ:FL: 0 Q •y ■ AREA DRAIN0 1111.251113 , L • t E 10116-255.30 <i 15-4.7716 ,tn. 19 LF-8'SD %: / \y1�'6zP I l f s_7.0016 I. 4LES-7.004 -, 1219.254.63in • 00TC O • � �. ' Z I`• • I YEGETA100 Si01EYWATER FACILITY4SD 1111-15 ' E f0'OUT234.10 lYl1 / • 70 LF-8'SD J lF38'50 E 10'IN-248.72(N) �, , .._1--_- O� a 50.0016 '� L 2 -4'SD E 6'M-249.22( = FLOW DNLECTION ARROW 4 lF-6'SD % >' E 4'1-2521(NW) 1% ._5-4.37% 5=608% fi 1� - 0. �....__. :AIII"Illipr - E 10'OUT- OUTFALL PROTECTKNSD W-,8 '751.00% ,_� G -N.F.37.- � X,SO B1W-J ,' SD / ,.� SD BWY-2 f/ - • ® DITCH INLET ,0 55 52 S al 1?_ 8'SI) / IE 10 IN251.40(N)y,� O' 4 IE 10 IN251.40(N I y� ..s / \ . .. :eiiIDW CONTROL YMHOLE �' I ? . / • •' E B'OR=251.20( / tRW758.88� I I ^' 9 BACKVNATER VALVE �.T ® L c '� '';°2521:7125&51 / �� ��/ �"1-2�(S)I M ' 1 I b • CUSTOM LANDSCAPE DRAIN, LANDSCAPE PLANS C co (=H- I ''� E - (SE) 00 154-.1, \ s/off. I / •• i ` I .,!<.••• J j.-._.__ E 10'NbILN(SO /`t o (n �'' __ __I E 10/F230.90( n / I■ of 7 I ?�0. 7\`!7 , E 1Y OUT.2001(� y5♦F%�U./ I 7 � G_ I I `B ` {7 LF-4'501 I ss LF-4'SD 'Y� I ! ,-r_ A co �pp s-0.00% -... / I S={72% SD W 2151270 - = C v J O ' I 12V-II'SD wr.. / B' / I ' • E8'aiT.249.70 " d 2)®-25 ♦♦ '+...,�. ......... ... i3 / 19 tf-110SD� x LF-e'so /��/ E CO II Ril.256.53 E10aur- .°� g // I > 11 �� / ` • 61 LF-10'SI) .-32 LF-1059 X34 LF-10'SD 38 LF-10'SD 72 LF-12'SD 5{LF-ire) ?e LF-175D 79!f-ire) ! j •POLO B• W s-usm6 / s-,.50% 5� s-uso% s-lsox s-1.50% �i ai ss9z6' � Ws e5 Q --- 1 - 231E-8'SD I - �� �. i / / SD -p O a 1' RIM-256.78 �.. S•10.31% \ �3. 24 5-1017016 i r 24 5-15.}9%-�- '"I // \ / IE 12'N-24200(11Q •••'•• �m< E IV N-25298(N { / I d/ �icn•i ro: N thV a E 10'OUT-25288 + .__ �- SSD 1111-14 fl. p IN _ ._.. _ Y RN-25141 0 h ' t _ __. -_ "� E IY M-247.70(M) / _SD CB-20 22 E 10'M-247.70(N) EXIEIIDEO DRY 1 SD CB-21 /\ \ 4 / PoW-255.93 RIM-255.39 \1 PoM-TSAB4 PoM-253.87 E 12'O1T-247.49(E) BA1H I r «:•F l �, E 10 WT-253.95(N) -- E 10OUT-253.79 9h'`-�' IE 10 OUT-25294(N) IE 10 OUT-251.83(N) /, '- --� l<Pff/ I I \ 0:MCI 227.3.151 \ . I SD STRUCTURE TABLE SD STRUCTURE TABLE Cr) STRUCTURE ID NORTHING EASRNG RIM EIEVAIIN INVERT ELEVATIONS STRUCTURE D NORTHING EA511NG RIM ELEVATION INVERT ELEVARONS I 0 03-17 132039.45 321724.22 264.54 IE 10 OUT-26254(E) IF 1d'IN-250.27 on n 911-13 131776.58 321979.77 281.11 IE 10 IN 250.90(5) 0 CB-/9 131751.68 321904.95 25595 IE 10 OUT:253,95(N) IE 12'OUT-250.01(E) k • y p I • CI--' CB-20 131752.41 321978.95 255.39 IE 8'OUT-753.39(N) IE tr MH-14 131777.72 722731.00 253.41 IE 10'IN-2A 70(N) Phase I BID 8 PERMIT SET gC9-21 13175295 372018.95 25{.64 IE 8'010=252334(N) IE 12"0111=247.49(E) CB-72 13175135 322102.95 253.63 IE 10OUT-731.87(N) IE 10"IN-248.72(N) IE 10 IN-249.22(W) date�February 9,2018 U CB-23 1317%.28 322169.39 251.70 IE 10OUT-248.70(1E) MH-15 131858.59 371131.00 254.83 IE 4'IN:23210(NWQ 6Q IE 10'OUT-245.52(5) 6991010RS CB-25 131791.59 321786.06 256.53 IE 10 OUT-254.53(IE) IE 10'N-257.60(N) IE 8'IN-250.58(NW) W-10 131987.13 321743.73 264.67 IE 10'0121-257.40(5) W-18 131974.48 771171.00. 256,67 IE 8-IN-251.00(NW) IE 4'IN-251.00(WQ I0L0 IE IV N-254.37(N) IE 17 OUT-250.39(5) MH-11 131876.71 32174173 258.63 E 6'IN-255.00(NE) W IE ID'OUT-254.10(SE) IE e'IN-251.40(N) MH-18 131888.70 32193284 258.78 IIE r E 10 51.2 LOUT-2 40(NE) Loi- 911-12 131775.36 321811.52 258.78 IE 110 1.1-25288(NW) IC 110 01.11-25289(E) OF-2 131776.21 322210.28 243.11 IE 17 16424200(W) project 16054 111 i-2 STORM PLAN It Fo SCALE INCH FEET Exhibit 5 - Storm Plans ` C4.2 I M 20 0 20 40 LL SHEET NOTES / I.SEE SIEET C5.0 FOR AOOITIONAL SHEET NOTES AND LEGEND 2.NFORMATION SEE SIEET C0.1 FOR ADNTIWAL CONSTRUCTION NOTES -. 3.SEE ARCHITECTURAL DRAWINGS FOR ALL PHASING TIME FRAMES AND AREAS UR NORK "��� / r's+* ----4----T---------------- -- --—-- -- -- --— 4.ALIGN 1U T LOCATIONS ARE BASED ON CENTER OF STRUCTIME I --‘21----- _ �.——- - �' �-— S.ALIGN CATCH BASINS ALONG FACE Cr CURB MERE APPLICABLE. /�-� _---_ D^' O KEY NOTES J 1400,,„ ..---; iI '- NM DEscrNPnw ` �� \ 1 LOCATE FOUND/010N DRAIN FOOTING I I J� r -#, ..:.[ __- - / / .. PFlETRATI0N51B'M.AWAY FROM STRUCTURAL ,// - r. 1 2 SIN ROOF DRAINS FOOTIN 011 PRE-K/ r1 `� / -/ / \ DISTRICT VERTBULDNGAT 70 NEW STORM SYSTEM.FIELD /Oil / 'B 1, 44p di.. ,--.-- . .-2 ... -1.-.-.-.-,-/,'-., . • 11 / VERIFY INVERT AT PANT 6 CONVICTION. i__1 I- 4 Q /, -...."7:7/. •. - - - -/-K.,./: ;•:•:•:.•,-.•-..- 7i Ddl Olson Wo.k•s-IBI GM* I 41 -,i,41,../ O UTILITY KEY NOTES "�"'" '^ {./I 1 IE IS 1:124111.03(NW)'/' '. . I Bpg DESCRIPnoN N79w SONS SSW PASS.OR walK USA IS•�/ * i .�:•:.. .SD-248 / _____-__ CONNECT 10 FOUNDATION DRAIN.COORDINATE ypy,pi•,�, SIJ % '1 / IE 1 244a - FD DEPTH NTH STRUCTURAL SEE STRUCTURAL ma MONO SSI VS 9f•2 7 `^' / •IE tY OUT.24600(S) FOOTINGS N //f,!� / CWNECT TO STORM D /ROOF DRAM.SEE i q' s� e ./ % -._ —...._ �.--_ _-_ SD AS NOTED. CONTINUATION.9II AND IE PLUMBING TAN , I // ,,,/ %/1. `)r,.• - IN if-IYa ' ._ ' 4'N 79701 FE I ill nF,a.I-:��r -- � STORM LEGEND IIIIIM- / RY.ZSiffi 4h.II E 1Y 91) STORM UNE ® �'(MAEI SES I" MIN LME-NOT M CONTRACT(NJ.C) I ( 3 1. , Fri / i 4, 4 a. — — — FWNDATION DRAM411 irk I -1 // , / , ; �• a STORM MANHOLE r/ CATCH BASIN 19 til3P // �) u1=il ;7 // /' / / / f/, ■ AREA DRAIN q 0 NI ./ / ` / ( • COTG [d., Z — t // /! / / / I` • • I VEGETATED SIORMWATER FACE)TYCW I ` ` _1 ♦ .� / / / FLOW DIRECTION ARROW ;1 '',' , -- / / / t / / WTFALL PROTECTION �., / / / ` S / -------- ® DITCH OUTMr ` : / / ' / / / (e) FLOW CONTROL MANHOLE ® - U / / / • BACKWATER VALVE ion +�+ IS ,` / - ; / // / // ' • CUSTOM LANDSCAPE OKAPI,SEE LANDSCAPE PUNS 0 -(n A / / 0 / / .g S v i e• tp. // / / i / C O i / / / / '� C1,1 F I / / / W C a v I // /'l /1 TNI // /f ,S ReilIXN.001 0 C c•71 v I z. / I / // E 1Y MT3&35(ML71 \Y� �i o / / / V IE IE 1WT�73623(E438.35 ) I— I— Co 4.+.1..: ill / / �' L/ __ 1q3ff' ' —-t - 0:u. ,03S71u15.01.1 2500 / / MATCH LINE SEE SHEET C4.4 I:503.27.1.4681 maxistiemi SD STRUCTURE TABLE 09 A STRUCTURE ID HORDING EASING RIM ELEVATION INVERT ELEVATIONS ' r II D. DI-1 132321.71 322353.92 248.40 IE 12 WT24600(S) •J IE 1Y M-23635(NW) M • Ti P 1 • n D. IX-MH-1 132090.69 32248280 241.00 IE ir M=238.35(SW) 1 s IE WT-23623(E) c� IE ID12'II 88.000 N(SE) P�� BID 8 PERMIT SET FCNH-A 132306.73 322349.70 253.25I OF-1 132360.18 32232639 249.35 IE 15'M.24600(NW) dale I February 9,2018 revisions I c k Lu I Q Lu M - project#116054 I STORM PLAN `6 Exhibit 5 - Storm Plans SCALE NCH=7DFEET C4.3 �z I te_ 20 0 20 40 �LL SHEET NOTES / I.SEE SLEET C5.0 FOR MOTIONAL SLT NOTES AND moofERYA7IDN 2.SEE E SHEET 00.1 FOR 4001110NAL CONSTRUCTION NOTES. -. 3.SEE ARCHITECTURAL DRAMN GS FOR ALL PHASING THE FRAMES MID MATCH LINE SEE SHEET C4.3 AREAS/ - 4.STRUCTURE LOCATIONS ARE BASED ON CENTER OF STRUCTURE. f / / / 5.ALIGN GTCH BASINS ALONG FACE OF CURB MERE APPLICABLE. IL / i ~Y / / 0 KEY NOTES "4 / / =SIMI / . 1 LOCATE FOUNDATION DRAIN FOOTING // \\ I Ham no is E rSTRUCTURAL Dn wa TURA ! I 2 CC NECT COSTING ROOF DRAINS FROM PRE-K/ �, I i I 7 Vmama ERIFY INVERTRAT TO SEW PART OFS SYSTEM.FIELD (I//I /. IBI 1 1 / 1 , I / Dull Olson MAaekes-.1 Group I OO UTILITY KEY NOTES ARONB.�•,In / I I ' T ' tl�DFSCltlynRJ c. col9W SM Sc Poland OR 01205 LSA 1 I / / CONNECT TO FOUIWATION DRAIN.COORDNATE RR.e„WI 509 Rwybuy.mm wowRpmt•.Rom r fat503273 8192 �l / FD FDEPTH SIRUCNRAL SEE STRUCTURAL SEE l t / 1 . VI ,/ 50 PLUMB PLAT FS ORCONNECT TO STORM�CON AIN/ROOF O.E AO IE AS fp , ( X14 i '\ ------ e...,:,'.„fp 1 J /� j STORM LEGEND �� I y 41.„ 1 STORM LNE bl /�NAA3DEM / / _.. _r_. wn / I \ STORM LNE-NOT IN CONTRACT(NEC)(N.I.C) I°0t` N'1M�• / 4k f _ — — / / / I ' I \\ FOUNDATION DRAM e I r 1 ._._ I �. \ e STORM MANHOLE V j / / / I \ CATCH BAST! vWti I I . 1 . . AREA DRAIN .() i I 4 W t I / . COX CWI`• J VEGETATED STORMWAIFR FACILITYO V i / / f RDW DIRECTION ARROW 5 I /1 1 i ' / OUTFALL PROlEC110N Cd,i 2. '.. ;e) FLOW CRATROL MANHOLE Fy V I f I / \ El • CUSTOM LANDSCAPE GRAN,SEE LANDSCAPE PLANS O CO CO 0i _(��` PoM-24ss1 r+ / J --—--— .1. ix -_,-7.--.--....._ ----.411111r.- IE 12•DUT-z42DD(1E) / C W .. 1• •"T'''''',,;•/ = 'ssaom2lrso / W (tj Si e� roNoe � T. mD 2� I Ito\1^:: I- arm' j!. = E DFD DRY' _ // 1- 1 v I BASH 0- 1q3ff I I I '........"--" "lj I - I // , latI I I I T .• � I C SD STRUCTURE TABLE 0I0 o ' z r STRUCTURED NORTHING EASING RIM ElEVA11ON INVERT ELEVATIONSi g2 DI-2 171786.51 322290.23 242.40 IE 1Y OUT-242=0(NE) �; F FCMH-B 131795.57 322302.59 245.51 O IE 1Y IN-24200(SW) k • Y p l • n IE 1Y OUT=24200(NE) P IBSR O I BID 8 PERMIT SET 12dale I February 9,2018 g revisions I — I x I I I p I a w project# 18054 IT <C,... 6 STORM PLAN o6 Exhibit 5 - Storm Plans (T) . 4.4 �G SCALE INCH TT Z J 0 20 40 �LL I CONSTRUCT TOP SIMILAR MANHOLE FRAME AND GROUT FAME TIP. CONCRETE COLLAR. TO STD.CLEANOUT COVER AS SPECFlED 3000 PS CONCRETE ^ OMIT IN NON-TRAFFIC 1 Sly X � AREASC R MR CURB ,„.. e _---- - twat >-d "° /r Lr'..., t ,-�i�,�•I -r,>w7,, TRAFFIC FWFITMC 4�wATE '' I / CO,.sP r4 rI � � GRA�DE�INGS e,t RW-PER PLAN #4 REBAR LOOP 26 -. --: _ -5 MAX PAVEMENT %.av c..ae ? 12•MAX �awu rww RESIDENT SEATED H 1111111 HEAVY 4•PVC-J' GATE VALVE 92E AS 25• 8.s I . SHOWN ON PLANS. �• 12' f- ._.r-. c x Y" =1 PIPE SIZE AS LADDER I MN. L. _.411 x-4. SHOWN ON PLANS RUNGS. 12 12.OC, GREASEI && TSP. / . .. a-w wrwvcr wwo ilif aII ; IP PRECAST SECTIONS, HINGED UD m PIPE SIZE `s•aa u n L- p°""`'N,�"U O GATE VALVE 48• HEIGHT I.VARIES.SEE 8• , PER PUN SCALE:NTS PREFORMED WN. �,. L , I 1 I NO var w •M MANHOLE BASE. �j, ll I p Ttftrr+�v,f` f ELAN ,v,•• mux FIRE HYDRANT NAYL Sm.2Ye f GASKET L1 SEE NOTE 2 V.,II 1 MN. PL III/� , p - m AW.W.A C5K12 HOSE �� I NOTE 3 -`#1.1 24• I NOTE 2 1 I COMPRESSOR 4 CONNECTION,2 ; SQUARE I Gk ' APPROVED MFG REWIRED --J _.� ,,All c ENGINEERED FILL DullGroup fi DRESSER 500 OR 4)4•0 STI:AMER O IT- OI Architects,Inc.m _ � ,..- I , WATEROUS IFL� NOZZLE _ - ♦ uI w.c v., PACER. ti •wvu:a C_ f■■ , �...� -..e_��_. M18W !Wort NrtlonOROM ONO �9 09 279 1@ 1 � DISTANCE e•GATE VALVE& .--x•BASE ROCK swig, P 'I • PER PLAN VALVE BOX SPEC. x.•• �uwmm svmv ���: ( i ��_... sEr 2•-6• I I I .1..E FLG. FLG. 8 SECTION i VS„swim, �_ ABOVE FINISH 1. ALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ASTM C-478. � at�w, rings 2. LANDSCAPEMANHOLE L 5/0MAY.1 BE PRECAST OR CAST IN PLACE.SEE STANDARD MANHOLE 1. CONTRACTORTPENTI EVan �REQUIRED TO OBTAIN COMPACTION WITH _'. r�� __ BASE DETAIL 5 1 TRA AC T Too .r EIEYATIW .%oma,"e I+ 3. ALL CONNECTING PIPES SHALL HAVE FLEXIBLE,G/4GE1ED AND UNRESTRAINED 2. STEEL PLATE,BITUMINOUS COATED.AS MANUFACTURED BY GIBSON STEEL JOINT NITHIN 18.OF MANHOLE VAULT. BASINS OR APPROVED EQUAL O STANDARD MANHOLE O TRAPPED CATCH BASIN •• '� '••�•+ w MAIN R SCALE NIS SCALE NTS 4.7 9.;01% A I ,04 NNW Ycawiu.crDIM 'mr'SALL FILM. cim to NA m 'UAW p.srrz.�,nnHr inu.®i10,13 F, aww ■i■ ..- h. SLOPE SHELF 1:12 • a•nxwMr•o,srs uanxo NV wrwt•+uc•wt ximw 1-^-OFIIII S'� ALL AROUND S0.MEDIUM TIIAFFlC GRAIL 'h.a t� {�Fid hll'l� s • I Ej 11 z►�� SMOOTH FINISH TOP PAVEMENT �PoM�PER PLAN '�./ 10',, 40 APPU TOP OF GROUND MARE SE `L� •- CONC. DIANNEI ro 3/4 CAOLE) 1• (NHERE APPIJCABLE) Imams am IM MO 1 I 'I 3"WATER METER THRUST % HECHr _ IPE 1 • SCALE NTS ® TEE3000 N10► ((/- SUPPOBLOCK RT PROVIDE GRAVEL ENGINEERED FILL PER PLAN IICUSTOMER SIDE DO NOT PLUG FILLED DRAINAGE 3• • �. IDRAIN PORT PIT , METER SIDE l 5x;`1�+I�tTip I - NOTE t r tl . \Il ROILS 4 I2• -IE PER J T.ALL FIRE HYDRANT ASSEMBUES INCLUDE A TEE VALVE IN BOX GATE VALVE AS 1:12 SLOPE MIN., PLAN SHOWN, TSP. 2.INSTALL BOLLARDS AROUND FIRE HYDRANT ASSEMBLY PER DETAIL 5/C7.02. COMPACT SUBGRAOE��..__ri PUN O FIRE HYDRANT ASSEMBLY-M.J. t CARSON METER1. 10 GAGE S1EEL BOX(OR EQUAL) SCALE'NTS STEEL BASINS OR ROVED EQUALOUATED,AS MANUFACTURED BY OIBSCN I =- NOTE 1 I. BASED MAY BE PRECAST OR CAST IN PLACE. O TRAPPED AREA DRAIN U 2. ALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ASTM C-478. SCALE:NTS L DOUBLE CHECK VALVE '"'1',11 0 2•FLBCO MODEL e5051 II I 2aE"MN. NAE RDW 3. CONCRETE SHALL BE COMMERCIAL GRADE HARD SURFACE LANDSCAPE AREA CO ASSEMBLY(OR EQUAL) pi. 'i',' 4. CHANNELS SHALL BE CONSTRUCTED TO PROVIDE SM00111 SLOPES AND RADII CAST IRON FRAME AND I MECHANICAL PLUG 0 �� TO OUTLET PIPE. COVER TO FINISHED I ■TIi CASKET _ GRADE IN PAYED AREAS RISER ED. PLAN 5. EXTEND PIPE INTO MANHOLE AND GROUT SMOO7H.PIPE(5)MAY EXTEND 2•MAX CAST IRON FRAME Cl) 0 -'_\ BEYOND THE INTERIOR MANHOLE WALL AC PWT OR CONC.PAVING +J¢•YIN. - SET IN CONCRETE O N \N_____�IIII DUAL PORT INLET. OR OTHER SUURFADNG N ■�■I VERIFYMMAKER,D O MANHOLE BASE-STANDARDc V 01 8•IAN. SCALE:NTS F _ CRUSHED ROCK�� aEARANCE HAND PLACE RIP-RAP AROUND J�•= _ d A�.- -[-r MAX C O BASE 8•MIN. •�=C •�, T-f - B4 HOOP E C A OUTFALL PIPE TO CONCEAL SIDES 2•MIN. __ I ELEVATION AND ENSURETOP OF PIPE. B•WN CENTERED IN 3000 �� DI II OUTFALL OPENING IS 1 P51 CNCRETE PAD. C� 1= UQ]E FCC STAND PIPE. 18•MN. VISIBLE AND NOT OBSTRUCTED.II _- INSTALLATION SHOWN IS ONLY A SUGGESTION.THE DISTANCE FROM BOTTOM OF VERIFY SIZE Trf DEVICE TO FINISH GRADE,FREEZE PROTECTION.MID CLEARANCE FOR TESTING Q 36•MAX. SIDE 45'MITERED OUTFALL 4•NIL PROVIDE}'�MIN. W REPAIR ARE THE MAJOR CONSIDERATIONS FOR INSTALLATION. PLUGS TO BE NOTE 1 CLEARANCE FOR C = tT FINISH GRADE TOP OF SLOPE CONCRETE PAD INSTALLED IN TEST COCKS OF BELOW GROUND INSTALLATIONS(NO DISSIMILAR - 4.7 I- i M IF FREEZE PROTFCTION IS PROVIDFO THE 54•MIN C FARANCF MAY RF i -- - / 1 �I, AND RISER HPE d 1 c 2 DOUBLE CHECK BACKFLOW ASSEMBLY r-, :: - r IESSEP� RISER PIPE fl. 3 -- -- - y SCALE N1S �iRENCH BACKFILL Q PROPOSED PAVING OR MATCH THRUST BLOCK 1.DEEP �j EXISTING PAVEMENT SECTION AT PAVED (UNPAVED J CUT AND PATCH LOCATIONS AREAS AREAS LAWN OR LANDSCAPING FLOW PIPE OUTFALL - &5 WIDE WYE BRANCH PER P CENTERED IN PoP-RAP 45'BEND EXISTING SAWCUT I l TO VALVE (WHERE APPLICABLE) ltrIff I PAVEMENT UNE DETECTABLE • AND BOX DRAINAGE FABRIC CARRIER WARNING TAPE PIPE �• Iys--- UNE RIP-RAP SHALL BE INSTALL PLUG WITH SECTION CLASS 50 RIPRAP LINE IF END OF I.76; ys�s O OUTFALL PROTECTION ygg1 B• I 6 SERVICE CONNECTION o f i 1. CONCRETE ANCHOR PAD TO BE 1Z•"12•x8•THICK,UNLESS NOTED OTHERWISEoF.w:viiss u ; f.-'-'- -' ECHINATE IF INSTALLED IN CONCRETE PAVED AREA. SCALE:NTS �IF REQUIRED �'''=■ass I �_ `F L I -_--- /, 'S'$'• 2. USE FLANGE OR THREADED FITTINGS. BEDDING MATERIAL V• •^ 1---- 0 RELIES 1 ` 3. CONTRACTOR SHALL PROVIDE SINGLE CHECK VALVE AND BALL DRIP VALVE IN I T TRW FRAME AND COVER SHALL MEET H-20 LOAD REQUIREMENT. G w I -- ACCESSIBLE LOCATION INSIDE DDCV VAULT.COORDINATE WITH PLUMBING. TOP OF CRWND/PAVEMENT v 1 III TRACER WIRE PAI SLOPE AWAY FROM BUR.DINC 2.FOR CARRIER PIPE SIZE 6•p AND LESS,PROVIDE RISER PIPE SIZE TO MATCH ID F� 12,81 - 4. INSTALL BOLLARDS AROUND FIRE HYDRANT ASSEMBLY PER DETAIL 5/C7.02. PER GRADING PUN CARRIER PIPE. FIRE DEPARTMENT CONNECTION(FDC) 3.FOR CARRIER PIPE SIZE 8.0 AND LARGER.RISER PIPE SHALL BE e•0. I v O DUAL PORT O U/2 - O SCALE:NIS 4• 4• • 4.RISER PIPE MATERIAL ro MATCH CARRIER PIPE MATERIAL k • y p 1 • n o 1IIMI 111111 O STANDARD CLEANOUT(COTG) -�_ ___J___ 4•SEAL OF COMPACTED - SCALE MMS PhaseI BID&PERMIT SET J NATIVE SOIL(LANDSCAPED • - 20S AREAS ONLY) 6' I D 6• WRAP DRAINAGE FABRIC r---.ME,‘1,".. ! •..'. date February 9,2018 } MIN. WIN. AROUND ALL SIDES,12" ''--- MIN.OVERLAP _ revisions I-% O TYPICAL PIPE BEDDING AND BACKFILL I1` PERFORATED NAn`� L OR Z SCALE NTS DRAINAGE 2 DRAIN PIPE STRUCTURAL LL$W FILL SEE NOTE 1 FILL I 1.1. LAY PERFORATED DRAIN PIPE LEVEL OR SLOPED IN DIRECTION OF FLOW.WIDENING EXCAVATION AS REQUIRED.MAINTAIN PIPE ABOVE 21 SLOPE AS SHOWN. 2. CONNECT TO FOUNDATION DRAIN STUBOUT SHOWN ON PLANS. k O PERIMETER FOUNDATION DRAIN U SCALE:NTS project 16054 17 I Mrs- 6 DETAILS o 6 Exhibit 5 - Storm Plans C6.1 Z LL I - FRAME AND COVER 1�..� !--r YSIMILAR TU STD. MANHOLE _ OROUT FRAME TYP. - `1�=' - - CLEANOUT DETAIL �. IP MI,. J L_ I COVER AS SPECIFIED ' [FINISH gtNK LJ t I 1z J1e I 10'THICK PRECAST ' r� I `� 26' LLL y u u_CONatETE SLAB ''/F `1 r INLET FRAME MAX �` ♦-� I @GRATING ALVE yr • LIP 1'MIN. I� VEXTENDABLE BACKWATER ..�i J PROVIDEIA.R00 HANDLE Al TOP RUNG--'----2 PRECAST SECTIONS, / _ LADDER 1. gg• HEIGHT VARIES.SEE ,,,_______ / ® PIPE lin NOTE 1. FLOW FLOW RUNG ,. DIA. OUTLET I 1z'OF PLAN PLAN 0-26500 ROM RIM PER FINISH GRADE 1 r1 1. EXTENDABLE BACKWATER VALVE TO BE MANUFACTURED BY CLEAN CHECK OR S/S PIPE COLLARS(MIN. r PLAN ! p APPROVED EQUAL AND SHALL BE INSTALLED PER MANUFACTURER'S PREFORMED E`243.8 r WIDE)WITH 7e S/S BOLT,TYP. I /e /(1(( i I B RECOMMENDATIONS RUBBER 11� MIN.OF 2 STRAPS 18.5' OEXTENDABLE BACKWATER VALVE GASKET • Tr GIA ', I FLDw /� F SCALE:RID FABRICATEDHDPE TEE PER WALL PIPE Doll Olson Wookas-IBI Group e•GIA. ASTM D-1248 SDR 26 NOTE 2 OUTLET. Architects Inc. ORIFICE NOTE 3 24' B' SIZE PER I MANHOLE FRAME AND ADJUSTABLE LOCK HOOK I;I NOTE 1 PLAN COVER AS SPECIFIED GRADE RING AS _ WITH LOCK SCREW - 1 0 L IE PER SRT BW Mart goer PawiM OR cans USA REWIRED __I 1'GIA ROD ws MOSSO ix SOS Zra 9192 GROUT FRAME 12• 1r 12' OR TUBING ENGINEERED - PLAN �. ,.�� I (2) HOOPS OIA• rMN— GIA UFT HANDLE _ IE IN-2420 IE OUT-2420 h - ,s°Y"-.: Lam- I T ATTACHMENT I if w H 5 REBM I I)- •••• .- �7 e•TP _. MAX. -- or• 8'THIC(PRECAST 50 PIPE iR511 ^ (ALL ) MATERIAL _ DETENTION FACILITY UFT HANDLE 36• TOP RUNG' CONCRETE SLAB FRONT SECTION 6' s MAX -1 RUNGS AT PREFORMED RUBBER 8'AWMINUM SHEAR I \ �^' INFp 12'O.C. GASKET GATE MANUFACTURED ‘..79.X1114 e BOTTOM V BY OLYMPIC FOUNDRY 67 NTSH 075'D ORIFICE _ RISER 12' 12'MN. INC.,EQ APPROVE ,00-1-* 1 CONTRACTOR TO WIDEN EXCAVATION AS REQUIRED TO OBTAIN COMPACTION WITH I MIN. ' � 70 BE WATERTIGHT IN PLACE. CONTRACTORS COMPACTION EQUIPMENT. ENGINEERED MAMMUM OPENING •4`MAK tIt.4 FILL '4-H2. CONCRETE BASIN TO BE 3000 PSI. )L'Hass ON 10 ir' / u1\ f� BOLT aROE O DITCH INLET I.. a. N•1W 1 I I 1DRAIN ___.�— _ SCALE NTS RACK 1--B•BASE ROD( O SECTION ,) 11 12'ENGINEEREDCLOSED ADJUSTABLE LOCK HOOK FILL 18'I.D. MTH LOCK SCREW 84ff5 i1..IESALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ASTM C-478. FRONT SIDE 1'OA ROD 1. USE FLANGE OR THREADED FITTINGS SHEAR GATE DETAILS OR TUBING I 2 AUTOMATIC BALL DRIP VALVE,TO BE 30'MIN.BELOW FINISH GRADE.LOCATE DETAILS. ISI L HANDLE 1 DRIP VALVE AND BOX AT LOW PENT OF FDC UNE A ATTACHMENT 3. ALL CONNECTING PIPES SHALL HAVE FLEXIBLE,GASKETED AND UNRESTRAINED JOINT Ili VALVE BOX TO BE 48'•MANHOLE WITH OPEN BOTTOM INSTALLED2. MANHOLE BASE MAY BE PRECAST OR CAST IN PLACE.SEE STANDARD MANHOLE BASE ID ON COMPACTED WITHIN 18'OF MANHOLE VAULT. DRAIN ROCK. Oilit, O CHECK VALVE WITH BALL DRIP VALVE AND BOX ;i'i , UFT HANDLE I SEAQ'Ns FLOW CONTROL MANHOLE-B —1_.---c `: ~"' U_ SCALE:N75 0 \ ce MAXIMUM OPENING 0 N E PLAN -1L'HOLES ON 10 36• BOLT CIRal y O 1Q lil0 M U OX C Cr) o CLOSED d m FRONT SIDE E y� p1 ' SHEAR GATE DETAILS d CU GROUT FRAME T1'P. W (a Tn MANHOLE FRAME AND C p COVER AS SPECIFIED��_- [FINISH GRADE 0 C 8 Pg I'FREEBOARD 1 12•-18•- IX'THICK PRECAST 15 us •- 1 DITCH INLET LUX `y u _CONCRETE SIJB A tc+^�2^ I 3 MAX WATER SURFACE 251.0 Qlk PROVIDE UFT HANDLE Gf eS es E - § g Q1 TOP OF BERM 1'dA RW m«.i- FOREBAY FLEW 2185 2 �1 157TCP ' PRECAST SECTORS, _Q1 RN-248.4 J I I LADDER �„ ,"77-HEIGHT VARIES SEE BOTTOM DEW 2480 ��1/// IE=21Q� RUNGS, I DIA. NOTE 1. 1cl:if I i J I' TO FLOW CONTROL MANHOLE A® lY v—OVERFLOW IE-250.5 RIPRAP OUTLET �12'TOPSOIL IE-250.2 S/S PIPE COLLARS(MIN. PROTECTION,SEE Q / r WIDE WITH S/SBOLT.TYP. + ® PREFORMED ^^ ) TL• aau.,.a mm RUBBER MIN.OF 2 STRAPS unTFe. GASKET 0 12'DIA ' 1. REFER TO LANDSCAPE PLANS FOR PLANTINGS. �HABRIC SOLID WALL 9'DIA ASTM D-124B SI]R 28 I i POND A ORIFICE i _NOTE 3 To] 1r --I 18' 1Y I '�'� IE IN=2480 DIA. �-+I IE OUT=218.Or GIA n O �_ I T� k • Y plan 1'FREEBOARD SD PIPE FROM DITCH INLET DETENTION FAgL1TY Y P��i BID BPERMIT SET I 8'ALUMINUM SHEAR MAX WATER SURFACE 245 0 GATE MANUFACTURED U .......- 3 TOP OF BERM 3 BY I OUYMONPICRo PLATE NITSHTUO688 DIA.ORIFICE date February 9,2018 EQUAL,TO BE FOREBAY EIEV-213.5 2 1D WATERTIGHT IN PUCE 'R BVISIDf15 RM=2424 IE=2420 a + W , BOTfOM ELEW2/20 , -� ___( I' TO FLOW CONTROL MANHOLE B MI (\\ I -.__..— __.- 1ZP —f I l*y PoPRAP OUTLET 12'TOPSOIL L---e•BASE ROCK p PROTECTION,SEE Q kNiair SECTION W 1O REFER TO LANDSCAPE PLANS FOR PLANTINGS. HMS: Piled# 16054 I IT 1. ALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ASTM C-478 est LI POND B 2. MANHOLE BASE MAY BE PRECAST OR CAST IN PLACE SEE STANDARD MANHOLE BASE DETAILS DETAILS. 3. Al.!.CONNECTING PIPES SHALL HAVE FLEXIBLE,GASKETED AND UNRESTRAINED JOINT o� • 2NITHIN 18'OF TR OOLE VAULT. . O EXTENDED DRY BASINS FLOW CONTROL MANHOLE-A b SCSI F.NTS SCALE NTS Gvhikit g - Ctnrni DIone ' ' C4.1 ; C4.4 -4111 _ ji , i , „..,,r. _ Ai w..—......... _ki-„,,,,,,- ___- v,, iir .. I ii / 41!! �• � - , NONDoup f ,\\ \t\\ ! • ` �. �• t ��� '`1 I ""' /tt 1. / �� j/ ,,,2,j TH —1 T"ice N ®I E `�� 11 111 ..<` \';C.♦_� '�/� ; ,' / St4ffit Ser.i ' .Ii , `�•♦•� ,/I JIL..........momewww.9. ' 1 1 �� • ^ ,1 �"� / 33 h-'_ / t •' 1•• ,' � / r ,/'' ♦ 7 ftio \ - i WAIF/ i/`�4 Ian / T"/ �/i_/'w • ,/ I 1 1 / Al Iii i k-,....___/ :C. C / ! r / / / ! f 11 ♦IJ., / �\ ili , I / 1 / .rH1 1p •� / I / ,/ / ai _____,__; • . - . , L, of SW PEMBROOK I ;' z., / 1 _ ' , •� / 4)).-v i .:.� — ——— — ——/- •STREET t ? / s ul� •��,� ———— ——— 111 / g/i/ / —� C4.2 1 C4.5 . / /' t1 11111/-r! TW.NQITY MIDDY SCHOOL — • `11•♦�♦♦ / C4e2 / � // /' _ •� 1 1 / ,/ r 7 ♦1�1 yy111I' / / L.�• //I/ %,...... r..,D /r , / I I 1 / l / t11/'ai11f�' 1:1) V1• .� 'Q / /�J/ / lr / i ` I • I 91 ►; IFI , , / �r I_ r � fljr / .1 ���� %/ // , i •�. / r / NO WORK IN �, o i, /T z ill ' . '1.1�/ / 4i i......, ,, ,, ,- ,��� 'a� � / / r" ,/ THIS AREA IT'S -W. AsitiAt 4if -..,.. /t-L. ' I—— #7, = p � N 111 R ,I ��. 4 ( Itir:' :.1-".,,,::',/.‘::::'1 If '''' // y 1 COala rn 15 To 6 13 :".''' 1;/7: i V, VL,,.. t `Ly,1•tifV� / y �Iv A 111 I * 11 I / I t li '/ ' /�Il `\ I !Q ca o io of ——— • I W '�[} 'n,� 1 ,. IIf�:i•��� "✓ 1�%401b61 �•/ �, '�O �� — $ i"1,:' ar I fed — .in 40 SWMURDOCK �' 3 11�A. SIIIIISINSIMISS �1• x 111 !.�� 7.11 ■ � I�a.l J Q.- � .-1.44.,... 4. I \ // / STREET L 3 r __ _ _ _ —- ,-- —I— 1<iirf I • CI kr""'''' " N ' lif " 111ry Nit . 1115W Mtn IN.,Sulla2.500 \G. � v r-- / i '11 \ ' i ) J j .? n�... / . T _ , \ I � /il --,i.'V t — - PRET{/DISTRICT BUILDING ,I /., /��" /// /�//-` ' I I / . �� • ��� -- / l -, _TAI111'arm i.l �E r / / I ter P L . • 3 `\ `�_ I I .4' / l\\U�\Q5 i r/: i Phase 50%CM L/*" _ 1 T.-- imi A , __ `,\ L. i I ,.. f. ' //, ,�/f r'/ date November 2,2018 eF i SHEET NOTES I �' ` u��s iraiai /' 0- I. ON-STE PIPE BEDDING AND BACIo1LL FOR AU.MUTES 9ULL t I �' .0 - ✓44/, // // / 1 /'/ U BE CONSTRUCTED PER DETAIL 13/C6.1. t I I _!/_._- ' '��� / / / / / < / � / / m /E CONTRACTOR 9/ALL GOORDNATE MID VEX/FT LOCADON AND ..J i , , :/ / I I INVERT EIEVADI AT PLUMBING PONT OF CONNECDONS P/Ot �`i.. N t it I' ",•��!' f// / I -/ I T TO CONSTRUCTOR.PROVIDE 1 1910N MINES AS REQUIRED. r r '+ \ /---y ,/„`� __-....ry t, �•4 . ,� , , j r l % ,' project# 16055 3. PROVIDE SOLD LOCKING UDS ON ALL MANHOLE STRUCTURES '1414 >_-. i ,•• Exhibit 5 - to rm Plans 4. PROPOSED MTV IMPROVEMENTS 910MN SCREENED FOR I liw` `- .. .� .--�`” - 1 �� COORDINATION. INE fir`_�j I ► 11 / i 1n_____,_________ STORM PLAN-OVERALL 5. STO I/MANHOLES SHALL BE Aa'CIAMETER U/BESS NOTED / / /6 OTHERMSE I ! '/ , /`1 • // /// `/o2 I 1 _ l / C4•0 m� j Zi{. .�7 rt ���At� rt' �/ a SCALE Na=AoFEET r I �= — ------ --.j "� - TEMPLETON ELEMENTARY SCHOOL �... / / r' - / I 40 0 40 80 I \ \\... 1 1 �� -- ------ -- - SD IX-11X-1 f- aw=2e7.n ( I � I I I (11')' CONNECT TO IX STRUCTURE\ 25 11/-SD Firm ( I 1 E 111 X281.80(501') 5.271% !( I IX 111 IE WT 261.89(E) I 1 '®p�p .7 I I - _ _ - - - - - Mil y� 1 i SD MH-1 •S'\\4 I / \I IL _...„ ''011• Rw-289.58 ;,: 11\ _-_--•T---- _�. IE,0'M_2eG,B _ . fig. ' / t. )\ ® 0 Ir w-281.x1(xw) -- - ..I a', / ; \\ 1ai --.���-•.,^-=-� _i E`WT-279.8807 --�7-- /-`` SD D1-1 PoM 275.50_ 4i• \ -- • I �I I 1 / IE 12 WT-270.10(...REL • \'( I 1/1 I ■' � I IBI 1 I' ,P \ ;1---....„v,.+. 1l / 'ak -Ng- / // ��� ; q\\ RSD Y W TBD 11 tI I..I� 11 \ s.= �_ )44--4,11r0, .�II, �� J \! 4 1 \ IE 111 M�8.69(�� �J II- / �� IE tY WT=2QB.BB 9{y� '.MLl I 1 �`_ R�N�287 37 \\\ �\ \ Dull Olson Week.•1&Group I ,■ ` /J , \\ \\ (' PoY 2965{ �� 6 l/ .IE C WT20.18(Sy,\ �\�\\ \ I ArchNecfa,Inc. C* ( 1 \ \ �' E Y 097-787.54(5E) \ 12 LF-trSD \ ° SD 90 N7-1 ♦ \1 I • 1 / / :// •. \ 5=1.00Ji 1,lF-B'm Rel-281/1= \ 9o18W emnsew aannd on arms USA I 1 I �„ t � 1 c_ t _ 09 _� Q ;� .:�� \ job�� 5_48.7616 1111N=27498(W) ��� Y603IIB4960 fax SOS 273BM 111 - tt t = l / / /�'�, 3 1 E IE r 111=279.11 r zia7e�(� �\'� 5a aF_, , ...m�..sa.aaP�a ...�.ea�waoa, / 1 / I 1 / t ( TA�_t - . \ IM Z27N42 I t / ill \ JJ 53 °3 .. S•Q:� ��10 � ° -z7e3,(�\ UiLliaii I ' �'� I , F111/890.54 I ,b/ i%�.a AI ...:��,... 11'1/4' • - _yi.o0x / �\ ' \\ I I. ' ' II 1 ! --- -. CWT-2x7.54(F)I , i♦�,, „t .1.., / {\ 1 4 i,,,,,„\ / f Y \/ 1 ���� wAo-, b8 / l I ' II I,I I�.il I I 7 I ! l 1 ! // 7 /1 I111 /f 1 • \ J PoY-2e9.74 9�0 / i / .1N . � � ! - ! I E C 097_286.74(N) r >�UYCOTO-{ , I r/ 1 10 l ! 1 1 1 ' (g) / SD 11X-4 I ■ I / / __-I 1 ! r 1\ . &D CB-5 SD BWV-2 - E 8'2N270.e9(511) % E 161M 77.03 m LF- sD 1 Pow89.a \� �S , I' I / i/ // ///.� /\ I i5D 18-10/f if(\ \\\\ 5_23.15 I •,� E e'Wi-2e7.76 / \L+ I, y�_6.� / E 8'WT27678(SE) J \ 1 ♦ 4 LF_B'S0 / `_ 5=41.092 , %/ SD AD-17 11 I ' I / c /i r 161/-1Iz711 \\\�, \ \. \ I 4.$ 4200% / `��� '•�' ` 1 EMM=2/0.J1(s) \ .,, A � I I -v .V ®09 7 SD • CB-e , , .. �1� IE C WT-27368(NE) 1+. 12 L-CSD SP CB-{ \ _ i \ / f. \ RY88.67 PoIA=78554 �` / O / �l^ ♦ pa �.y1 41.05 RIW27S28 ' �( ��: I \ \ _./� !1 \ E C WT=87.92 WA ��. IE C 097.285.54(511Q�,♦ „ >� �f\\\��` , b �, IE C WT 28(SW) ,.....,. % 1 SD 09-9 1 18 li-C91 / - ft- 4 ,he ,41. �. 27 ..I PoY294.24 J 4. - Anavail _ _ wan% q` / 4 LF-CSD • R • 1 I ■.1 LF E B•097_2X.2{(5) ;/ ` A S ; 1 , '� J, ia�` 43179x \+ J 1F �♦'•� �� 158-,a37x I ,O g---- -5 J t 1 V s0 AD 3 t "&38" I 8D IBH2 I � �� 97 AD-9 Rw=274.87 \� SD COTC-S ", / / EE1�1��'I,I ( I•i IOk•2o671 a .. - PoWY80.56 -7 E 8'WT=271117(NE) E e'WT-271.32(NE) • , / y� I In R 1 d /'` EE10�91 x8 is h f�` ,444,0,/ \a ♦ , E 6.WT-788.56(SW) `i i \ \S'v K. SC(MH-; 7 E tC WT-�.e7(NE) q �/ n 11/-6'sD / s-ie7x6 J 'C'4'::. ` (R� I; 1 ,H I I X/ .'S J / `� .(J 4�\I " p� PoY274.90 �, I ( a1�N I /: S I 18 LF-x'09 t 410.16% / 5p S1UB-f0 J ` \ • 7 E 8'WT 269.46(SVD/ •(•� ' wok 11 I- • t 410.05 / / 4 LF-6'SD 'L 1 11 \ 83 LF-e•SD 25 IF-e'SD IB 6F-8'SU • E 4'27100-'-- ` \ �/o Ii ' , 411oX 5-31ox- 5-24)16 • I / \ / 4624 SD AD-5 \ II9oli • N 1/4 MH-13 / 1 ,' 5 / / / 7 lF-CM) PoY-274.86 _ 1 ! PoY-28373 ,y 18 IF-x"59 / 5=11.61% 4 SRB-110 0 r OUT-273.86 f Q I I ECM:287.57(N) 7 C8-11 / 4/3.x.8 Y / IE C_273.00 15 LF-6'SD `` • . +- i 0 _ I ECM-781.57 5 ryY-0p,9x y ! ♦ / 59 AD-2 7 IF-VolS20.1182 SD_\ / , r I (()) I i ? // /_� 19 IF-Vol / 1/E 8'051-284.82(NE) 4151576 IE59 STU�� RY 274.80 / O 111 I ! E C WT-87.37(E) 'IS 0 C WT-2/3x98(IQ 'r `� / 1x LF-CSD .� © / �rf',I 1 , r_ I bI� N /� ` / / 41500% / 4 IE 8'097_27180(TIE) /� 6 1/o. f 'r,,-- 1 . ! 8 _x'SD / SD AD-4 / '4, / O f:., ir, / / /�, AIWA 19 LF-CSD ,� / PoM27492 / / „i , \ ---- I g i� 41/224/3 SD AD-10 so BEND-1 / O I / 41251/3 ♦ / _ / Cr) V 1 1 F i f / ( j RN89.56 J E 8'WT=27192(NE) SD BEND-2 /q► ,.zje� ` , Cr) !� I I / I 1 ! / SD CB-12 IE C WT-8836(NE) s LF-e•s9 / I SD CB-8 0CJ cc �p II 1 I I RIA8S70 /„...111111,4prAhhin., / / 42x7/3 4 PoN_274.OB SNB-8J� {, ♦✓ O / I' I I I / IE C WT_8570(NE) / IE C WT-271.08(SE)\ IE 5-27100 / � E !I I 1 ' 7 / -.,•� SD AD-11 / \ 27 U-8'SD /47111. / d (�h,, SD BWV-1AT 0\ I ! f 3' 44 lF-8'SD ., PoY=2e9.d7 59 5918-7 �, 412.806 �� •o15 F' �I IE C WT-88.7/3(N) i ! �' S-8.fl8 �'4� E C WT-288.87(Nlh IE 8'-20000 4y� O' \ � S 7 / 13 Li-10'50 8 i ' ' R / 1/, ``` 50 AD-7 1 ♦ ,•i / c 1 S I ,/ 41.004 \ / ' / / 80 11010-3'''',.... PoY_274.91 t /•♦f ��1� i c �O I a I ' II SD CB-14 t . 0( •-28&0 / /4: �/ 0 6•WT-27391(591) �: y''I_��� -� p1_�_�/ / ! / IPoY:290.43 /// . E4'- 8.00 / 5 LF-B'Sp /may \ !� L M M' 1189 I / / E B'WT-87.47(SE) / ! ♦�. S lF-CSD / 4,9.506 V IEm-273000�_`` `` / •IF-t'SD �r p ! '- v ov/IB8I�S 1 , ! // / 44 4{&3ex '_ `� d' b- , 3 Cr) §.§v1� ! / -s ' SD AD-IS / SD 511111-22 ,o LF-8'9) ' `� �� a(S ,�-_ 1! 1 ;I II 1/ -- �.8�/ , ..1 PoY 2m.81� E 8".272000 434.91/3 `7A- ` �•�J/ �4.1 ^•P ,% 1 / ■,I I I I ••, SD CB-34 y E 6 CUT= 50 BEM- 0 SD AD-13 6" ) t� ,/ 81 4 1 ' /1 PoY=297.15 ',• 1 5p 5X11-1J / 18 LL-6'50 / PoM-274.87 ,2A2 b"° % , d ■ , / �/. / 0 410.0{% ��` IE 6'WT-273.97(SW') 16 LF-8'59 ! is<Pff I - , h - E 8'WT=2...8777&75(SE) / - r /yi... / E 4-8600 / '� �_ 435.006 l {{/ �� l II ` 1 • ��� / 15 1E-Vol / / / .o. . I''',41,,, '� ,,i/ SD AD-v ATCHLINE SEE SHEET 413401 alt 4t6777t6� l t t TILE-89) bland,00.97204 0:503.227.3151. I F. 7[< ,Q 4R191< / IE 6'OI1T:87.71(SWT / \: SCD An-271 l mwAvGsmn I STORM LEGEND UTILITY LABEL LEGEND SD STRUCTURE TABLE SD STRUCTURE TABLE SD STRUCTURE TABLE sT«a LNE41.0 SHEET NOTES STRUCTURE LABEL 1. SEE MEET C4.0 FOR ADDITIONAL SHEET NOTES MD LEGEND IIFUWA90N ® SORRY LNE-NOT N CONTRACT(RAC) URUTY TYPE(5D-STORM DRAINAGE) REFERNCE OFFSET REFENCE OFFSET REFERNCE OFFSET 2. SEE OW CO.1 FOR ADDITIONAL CONSTRUCTOR NOTES SR111C7UGE 117 AUGMENT STATOR STRUCTURED ALIGNMENT STATOR S7PoICNRE ID ALIGNMENT STATION .-a EDUCATOR DRAIN9 STRUDNRE T1PE CAU.01T ��D NU1ffA(METE APPLICABLE) 3 SEE ARCHITECTURAL OFA WINGS FOR ALL PRATING TME AD-1 - ROAD A 13+02.71 RT 44.115' 09-6 ROAD B 55+67.09 RT 20.05' YH-2 ROAD A 14+81.48 Q00' EIECTPoCAI.CONDUIT FRAMES AND AREAS OF WORN k AD-2 ROAD A 13+74.59 RT 47.45' CB-7 ROAD B 5511837 LT 25.59' YN-3 ROAD A 15+91.91 LT 9.00' 0 STORY MANHOLE �t - . ALIGN CATCH BASINS ALONG FACE OF CURB MERE 2 p • W %+707.%RT X.X. LOCATOR INHERE APPLICABLE) APPUCA•E AD-3 ROAD A 14+01.09 RT 42.71' CB-8 ROAD B 54+11.33 LT 101.01' MH-10 ROAD A 14+06.06 LT 103.48' - RN- V. CATCH BASIN r. IE IN.%77.% -STRUCNRE NFO INHERE APPUCAPhase'50%CD's AD-4 ROAD A 14+67.33 RT 39.74' C8-9 ROAD B 54+7511 LT 131.50' 1111-12 ROAD B 55+1208 0.00' • AREA DRAM 9 IE OUT-XK% 5. SEE SIERT C20 FOR HORIZONTAL CONTROL DATA o AD-5 ROAD A 15+21.12 RT 2888' CB-to ROAD B 55+20.23 LT e1e4' w7-,3 ROAD B 54+53.58 LT 121.17 .1 PIPE LABEL I XXlii AD-6 ROAD A 16+31.31 RT 2200' ®-11 ROAD B 54+70.73 LT 31.16' OF-1 ROAD A 14+11.29 LT 24.62' +-1- - dxle�November 2,2018 `• 1 VEGETATED STRYWATER FACILITY 9 u9un LENGTH Q UTILITY KEY NOTES M-7 ROAD A 17+1851 RT 8.74' CB-12 ROAD 8 54+84.60 RT 1x.77' SNB-2 ROAD A 15+35.05 RT 40.37 -' UTUTY SIZE (94191000 1 f� FLOW DIRECTOR ARROW (� DETAIL AD-9 ROAD B 55+66.06 RT 44.42' CB-14 ROAD 6 53+90.01 LT 22.41' STUB-3 ROAD A 17+44.40 RT 14176' I �UT91TY TYPE NQIE COMM GEF0 Min DUVALL PROTECTOR 1 -N AD-10 ROAD B 55+8-08 RI 44.44' C8-20 ROAD A 18+8899 RT 9.511' SNB-7 ROAD A 17+24.95 RT 75.74' ® CONNECT TO FWNOAROR DRAIN.C0067INAlE g DITCH INLET e0 XX N DEPTH FOOTINGS. STRUCNRAL SEE S7RUCNRAL I �L AO-11 ROAD B 54+8570 RT 4466' CB-74 flOID B 53+4807 LT 69.07 SNB-e ROAD A 18+18.07 RT 2454' e WATER WA1TY MANHOLE �e L_ CONNECT TO STORY ORAIN/ROOF DRAIN.SEE AD-12 ROAD B 54+40.69 RT 35.99' COTC-4 ROAD A 13+91.24 RI 39.54' 51118-10 ROAD A 13+86.56 RT 16.56' ® SLOPE INHERE APPLICABLE) SI) PLUMBING PIANS FOR CONTINUATOR.017E AND IE 80-13 ROAD A 17+8809 RT 9675' COTES ROAD A 14+83.18 RT 40.40' 5018-,1 ROAD A 14+52.51 RT 44.04' 19 BACKWATER VALVE ut AS NOTED. O% KEY NOTES STRUCTURE TYPE I! UTILITY CROSSING PROVIDE 12'MN.CLEARANCE, Q AD-17 ROAD A 14+1838 RT 41.95' CON-8 ROAD B 54+71.42 RT 55.10' STUB-12 ROAD B 54+5834 RT 3894' 040 OUT CES DETAIL REF U.N.O. BW/-1 ROAD A 17+12.52 RT 33.54' COIG-7 ROAD B 56+02.41 RT 55.02' 511.113-13 ROAD B 54+04.61 RT 36.98' solo 0021p.nat DETAIL AD AREA DRAIN TYPE 1 2/C6.1 UO CONNECT TO SLAB wAERDRAIN pro)ect# 16055 ' BORN-2 ROAD A 1316644 RT 47.29' CD7FB ROAD A 13+76,27 RT 50.48' SNB-22 ROAD A 17+86.02 RT 143.74'WO BWV BACKWATER VALVE 12/C6.1 mi1 LOCALE FWNDATIIN DRNN FT701MC F'ENETRATDNS 18'YIN. CB CATCH BASIN 1 1 �G] STORM PLAN A W-2 ROAD A 13+118.34 LT 1DAO' OAD A 16+17.74 RT 26.55' COTC-10 RROAD A 16+87.75 RT 2247' YH-1 ROAD A 13+74.59 0.00' NGC EJOSTNGOROOF GRANS IRON E%SRIORAN p N DITCH F CLEANOUT ORI h I b I t �/ Storm Plans 2 VERIFY OF BATOOI TO NEW SNRN N R7/.FlEID FTI MANHOL0 DRAINAGE '.11_ ��. CB-3 ROAD A 12+23.75 RT 19.76' M-1 ROAD A 13+92.77 LT 74.40' VERIFY INVERT AT POINT OF CORNECTOR MH MANHOLE 5/C8.1 40 CB-4 ROAD A 15+51.76 LT 11.96' EX-Y4+-1 ROAD A 14+30.24 LT 15677 3 CONNECT NEW STORY LATERAL TO ENSNC STORM OF OUTFALL 1/06.2 i • CONNECTION.FlEU7 vr311FY LOCATKM AND MVFRT SNB SNB 4/C6.1 TSCALE 1 INCH_70 FF+T 2Z C8-5 ROAD B 56+25.63 RT 12.00' MH-1 ROAD A 12+72.51 LT 5.66' 1001 GD SLAB UNDNDERDRAIN MANHOLE .2 2/C6.2 20 0 20 40 l .. 7 , .(4> 5.0 d '�4p KT E a•681-287.67(NE) / m BQO-4 �' o m -1 �0/•„ .-,4.- / �� ' I - m Gs-x ! - ._ •,. J - 7 e / 18 LF-8•m �.. - IBY-AD-13 )AY7 �z` /' _ 1 I Po9.881.iS LLLJJJ / ♦ v 1 y�.; Q m SRNh13 / S-1604% /� E 6•q1T-27197(511) 0.2► 15 LF Cm lJ E e'OUT-280.15(SE) bp I�, ,. 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I / 5=3174% `111287.53 if / / / IE e WT-274.%(NE) I y // I I V•147 ft '114' .�/ +I{re ' 1' V� E C OUT.885.99(9E) F s ``�� // IS LF 6.4. SO/X7-224. I f r 1 1. LF-2 CISD e • • - u lF 6•4. �� / m COTa-21 s-2z78% RN1-27s22i 1 r ' 11111 / 5-5.7YL �IE 4•IN=27669(NE) E e-0.r 27199(FE)u / IE 4•WT-718.89(NW)1 /\ `5-20016 mSNB-1721 LF-Cmi i 1 0 y { / /�� 1 � I µ (F IX,•RDE UKNOWN 0 5-9.70% 77 lF-B•m J .ymoo10.61910 BOt' 5-41.59% `.N IX,•00E UIOLOWNE C OUT76Lla(ly ' (FIELD',sal i} 5-87.981[` f I1. / -, IX4'RD IE UQLOWN© - 1761;270Z113.271.83(W) '/ \ O \` / 1//, i\ ,.\ \ III E 8.9-88219(�- •`rr ///� ` `7 ` (FEID VER6Y) m MH-8 m BEND-5 ° E.'. 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'_0j�� ) 5.6761 - ■L'abh.::: A _Q__-') -------- - h.`' _ -5- - E e•OUT-715.14(N) - m MH-7 ♦ I �- lanti 6. -1- _ kpff ,...., _I _`��r_f __ 0 N.277.012(NW)-- --- -- _,._ `r SD 11E 62-1• _ y �'r 4,..G.4.4 V s --y- I E 70•WT-276E 10•WT-276.00(E) Els-81.26170(N) %'\' �� 1 •y - F - - MAT�lINESE�CA3 " �- »SW�,A..,ws2F40 I ti ..3w.2..,204 251 I 1 ! ° J 9 morass• • mosemEnaga I SD STRUCTURE TABLE SD STRUCTURE TABLE SD STRUCTURE TABLE STORM LEGEND UTILITY LABEL LEGEND SHEET NOTES RETE NCE OFFSET REFERIC OFFSET REFERNCE OFFSET ® 57009 IME STRUCTURE LABEL 1. SEE SHINFOATION.0 FOR ADDITIONAL SHEET NOTES AND LEGEND SIRUCTUE ID ALIGNMENT STATOR SIRUCNPo:ID N10NMENT STATOR STRUCTURE ID ALIGNMENT STATION ® 57089 LNE-NOT 64 CONTRACT(NI) U7117tt TYPE(m-STORM DRNNAOE) AD-8 ROAD A 16+10.96 RT 1673' CTG-3 ROAD B 53+46.87 RT 24.04' MH-6 ROAD A 20+76.64 RT 2805' FOUNDATION DRAIN0 STRUCTURE TYPE CNLWT 2. SEE 5HEET 00.1 FOR ADDITIONAL CONSTRUCTION NOTES AD-14 ROAD B 53+7618 RT 3595' COM-11 ROAD B 53+3672 RT 3688' YH-7 ROAD C 71+0287 RT 78.70' ID INNER(WHERE APPLICABLE) 1 SEE *0 ARCHITECT/RAI DRAWINGS FOR ALL PHASING TYE ELECTRICAL CONDUIT FRAMES AND AREAS OF WORK AD-i5. ROAD B 53+07.99 RT 310' 0010-12 ROAD B 53+26.67 RT 5142' 9H-11 ROAD B 53+47.80 LT 658 a 50-1968 MANHOLE 5t o X%-%% LE Y • y P I • n C) 17-ID RT X.X LOCATION(WERE APPLICABLE) { APRr 0.T BASINS ALONG FACE OF CURB WHERE X7-76 ROAD A 78+00.73 RT 13674' 680-6-13 ROAD A 79+10.15 RT 170.75' SNB-1 ROAD A 78+74.27 RT 2341' ▪ LATCH BASIN0 FL IN-MX 1-STRUCTURE INFO(WHERE APPUCAB E) w 150%CD's 3 AD-20 ROAD A 17+85.97 RT 43.75' WIG-14 ROAD A 79+18.75 RT 167.75' 0708-4 ROAD B 53+75.61 RT 37.98' • AREA JUIN ® OUT T-%K% S. SEE SHEET 020 FOR HORIZONTAL CONTROL DATA. O AD-21 ROAD A 18+26.20 RT 24.89' COTG-1S ROAD A 19+21.06 RT 185.74' STUB-5 ROAD A 18+00.73 RT 6674' "1 I r� PIPE LABEL AD-23 ROAD B 51+68.34 RT 112.60' CTC-16 ROAD A 18+07.83 RT 124.84' SNB-4 ROAD A 18+00.73 RT 1674' - 1 WTC date'November 2,2018 I, .1 VEGETATED SIORMWAIER FAaLITY 6190111.11Y LENGE 0 UTILITY KEY NOTES AD-24 ROAD A 19+215!RT 24.62' CTC-17 ROAD A 18+7126 RT 2239' STUB-9 ROAD A 18+68.73 RT 14174' DETAL BNSIOf15I .44144447. 1[068 DRECM7N ARROW MUTT 5.7E © AD-25 ROAD A 19+2237 RT 9609' 0070-18 ROAD B 52+40.81 RT 2516' STUB-14 ROAD B 52+45.55 RT 21.31 1 FR-UMW TYPE rim OFSfiIPll6 O INN-3 ROAD 0 53+37.38 RT 24.58' WTO-19 ROAD B 52+39.18 RT 17.93' SNB-15 ROAD C 71+9670 RT 19.46' OUTFALL NF01EC7ION CONNECT TO FWNGTON DRNN.COORDINATE i § L 9W-4 ROAD A 26885005 R7 159.11 6810-20 ROAD C 71+9915 LT 19.72' STAB-18 ROAD A 20+41.79 RT 107.58' ® 190-68 NST a'® 168E-)01 X% PS DEPTH WITH SIRIICTMAL SEE SIRUCM4AL s-x.xx% FW7NCS C-13 ROAD 0 53+1192 LT 20.97 680-6-21 ROAD A 19+89.37 RT 165.18' SNB-17 ROAD A 20+54.10 RT 71.43' a WATER DUALITY MANHOLE �� CONNECT 70 STORY ARAN//pAppp*F1 DRAM.SEE SLOPE(MERE APWCABIE) m PLUMBING PLANS FOR CONTRAIA1101.SIZE AND IE AS NOTED. 81 BACKWATER VALE CB-15 ROAD B 53+29.40 RT 1568 CMG-22 ROAD A 19+41.44 RT 152.M' STUB-1B ROAD A 19+86.85 RT 21.98' �1 t CB-17 ROAD C 71+46.37 LT 1172' CTC-23 ROAD A 20+63.98 RT 51.61' STUB-19 ROAD A 19+27.49 RT 97.%' O KEY NOTES STRUCTURE TYPE 11 UT9UN.0. 17Y CROSSING.PROVIDE 12'MIN.CLEARANCE. I CALL= CB-16 ROAD C 70+09.12 LT 25.49' 680-0-24 ROAD A 20+8283 RT 49.03' SNB-20 ROAD A 19+08.82 RT 9461' �� IUL AD AREA 19WDFTNL RFT N TYPE 1 2/C61 UD CONNECT TO SGB UFXIERDRNN project* 16055 C8-19 ROAD C 70+70.76 RT 15.56' 680-6-23 ROAD A 19+3690 RT 10184' SNB-21 ROAD A 19+0680 RT 3694' BWV BACKWATER VALVE 12/061 00-27 ROAD A 18+55.79 RT 12.00' 001-26 ROAD A 19+39.32 RT 149.79' TIE IN-7 RDAD A 21+03.16 RT 9.00' 1 FRONT FWNDATON DRAIN FW11NG PENE7RATW5 1C 166 CB CATCH BASH mai, E Po STORM PLAN FROM SiRUCNRN.N(XDDW 0 SEF STRUCTURAL DRAWINGS COM C 10/INLET 08500Eh i b i t 5Storm Plans CB-22 ROAD A 18+2688 RT 11.43' 00N-27 ROAD A 18+07.%RT 3638' TE IN-3 ROAD C 71+46.25 RT 655' CONNECTING EXISTNC ROOF GRANS FROM EXISTING DI DITCH - 61 CB-23 ROAD A 20+11.72 LT 658' CTC-26 ROAD A 18+78.74 RT 201.87 TIE N-4 ROAD C 71+39.97 RT 6.45' 2 PORTIONS OF BUILDING N FEW STORM 5707020.FIELD FD FQUNDA1ON DRANAGE VERIFY INVERT AT PONT OF CNNECTION T �� - IN MANHOLE 5/08.1 m� 00-24 ROAD A 20+80.65 LT 10.01' IX-MH-2 ROAD C 71+03.69 RT 5.6E TE 111-5 ROAD B 52+41.87 RT 4.37' CONNECT NEW STC69 LATERAL TO EXI51810 STORM OF W1FALL 1/C6.2 C4.2 3 CONFECTION.FIELD VERIFY LOCATION AND NVERT SNB STUB 4/00.1 SCALE 1INCH.20 FEU gjZ CB-25 ROAD C 71+0679 RT 4679' MH-4 ROAD A 17+85.% 0.68' TIE N-6 ROAD B 51+18.51 RT 17.18' WON WATER QUALITY MANHOLE 6/08.2 68-35 ROAD B 51+14.24 RT 11.37 MH-5 ROAD A 19+09.90 0.00' C SGB UNDERORNN 2/08.2 20 0 20 40 I 513 DE N- (. -+ .. •RING SLC SHEET CI? / :te ;-------- 1$ �_l --4 --_, r ---�— 1 WE . / _ ---= fir'-- � 7� �, n -----.) _ a T Tis s ' '� • NM MEI NM .a= _ �r�s^t� - , _� = 1 -tom• _ ii MR I „,:,.,,,:._, _j_ —__7, ___ . -Imprammor , . . , en "gel I --- I I LO \ '8/_/ /./,BDIOW284.62 o, t Y - I E 1T IN.253.38(516 / ,/ , I IlL .4 '------i ' ''' / , 1 I "\ r i'- k. . .,,,,..„ r------- 1 / \ ,', \ 1. . 1:/./i.'..:,- I . „ , 10 � - I A • • I B SD MH-0 \ v I 1 1 ( RN-259.09 j , /� M I I L_ E GT'N-254.40(SE) / „ 0 ..__ i - / E 12'ooi-s27(5(N I i , / 1 I �' I , E lY WT-254.07(NE) ` Dull OIWhOeeba lWc.I Group ryt 5-4.39L � \ E'' I`I I� / / \ R 61206 UM hIl SW 518 8790 P.a. 609 9191 ( ,1.__/, / 'm �."'o I Y 258.34 - = ww.,KrwAymup.mn xwwngmro.mm ,y < - % PRE-K/DISTRICT BUILDING j 87 I ,'. • S1 E8'WT-255 (NW) I / - o i 1 / 1, b . . / , I' / �4kjtF'A1 � . 1 Firms•A�1 D E r WT5255.35(NW) SD MH-9 ®B` '` ti `. •.:� RM-2660{ i+8 �0 l {/ - , I E 8•IN-255.41(SE) •v `1D II I I�,\/• \ .NIL 12'W"T"=25510(NE) SD CB-32 RN-258UI 007=25D06(NVO I NI s2sr. 207 / Hg J -. P , Fl� FP FP 266.. F ,,,,,,\6„. FP '�� -P FI S1 �� ' `I` • .- -_-_ 285 - .V I s I I 264 I '-` 1 I m CB-33 ' �� 1 0&263 Ky- \ ' //lf I PoM-25!.09 N E 8'WCi /Tp-258.09(NM ❑ :u'oo _ti I I m ,�, C j P♦• i� s�i� , , •\ SSP I 1 01, �� 0 O I /4101":441. y♦ ►��� E m tort z g� �' m b +s`r ti30��i4i�' SET RIM TOTOPGATE d (C a (S� fir, i= rrt _. - - e'Wi.28D23(l-2 �'�IINJr� � / TS co / I I z � ---� , I ( /,y *\ •,F' •�,;.\ ', , 'M I— � Obi 8 v F ,/i 961 I v I lt, . ,,/ 8 LF-4'm / lki3ffs/ 15.0.007E DIV _ all�iiii�� 'zc.: M.P.r— so core, TEMPLETON ELEMENTARY SCHOOL IE Po TO 6TOP0. °F AGGREGATE u Sub 15C097204 w i�.i f— y IE 4'WT-2B0.2J(N) I.503.171.4610 rwJ II STORM LEGEND UTILITY LABEL LEGEND SHEET NOTES SD STRUCTURE TABLE STORM LINEGI STRUCTURE LABEL 1. SEE SHEET C4.0 FOR ADDITIONAL SHEET NOTES AND LEGEND INFOLNATION STORM LINE-NOT N CONTRACT(N.LC) SEM TWE(m-STORM[ENRAGE) 2, SEE SLEET 061 FOR AOgTIRAL CONSTRUCTOR NOTES STRUCTURE ID S STATION FOUNDATION RAN 9 STRUCTURE TYPE CAILWT ALIGNMENT STATION — FT-113 NUMBER(WFETE APPLICABLE) 1 SEE ARCHITECTURAL RAINCS FOR ALL PHASING TIME I GH-30 _ ROAD 5 81+83.79 RT 29.79' ——— ELECTRICAL CONDUIT 5 ++ FRAMES AND AREAS OF WORK 0 STORM MANHOLE rd.t %+XKX RT XX —LOCATION(YMERE APPLICABLE) 4. C�BASINS ALONG FACE OF CURB WERE CB-31 ROAD D 81+37.73 RT 29.77' O X%X%-%% k • Y P I • n APPLIR-32 ROAD D 81+12.16 RT 54.92' • CATCH BASIN ® RAL- E IN-XXX 1—STRUCTURE NFO(WHERE APPUCABLE) 1 SEE SHEET 020 FR HORIZONTAL CONTROL DATA Ilse I 50%CD's 30 W-33 ROAD 5 130+71.26 RT 29.76' MI AREA DRAIN ® E WT-XXX I O COTGCOTS-1 ROAD D 79+3409 RT 33.s4' •___ COTS PIPE LABEL COTO-2 ROAD 0 79+8695 RT D5p' date'November 2,2018 I`• JI VEGETATED STORAWATER FACILITY 99 UTILITY LENGTH Q UTILITY KEY NOTES YH-B ROAD O 81+9288 RT 10.08' UTILITY 9ff revisions I �� FLOW DIRECTION ARROW F MH-9 ROAD 0 80+71.24 0.00 OUTFALL PROTECTION 9 I�USUTY TYPE NOTE OEYMED06 BEE.. DETAIL elE 11-2 ROAD D 82+76.63 RT 48.41' Mal CONNECT TO FTNNDATIR DRAIN.COORDINATE ® OTR INLET 4)e ELF RIX'%% FD FDEPTH MTH OO7NCS STRUCTURAL SFE STRUCTURAL I I e WATER QUALITY MANHOLE �� CONNECT TO STORM RAN/ROR DRAIN.SEE SLOPE(WHERE APPLICABLE) SD PLUIRNG PLANS FOR CONTNUATION.SIZE AND IEAS I a BACKWATER VALVE Ly1 a O% KEY NOTES STRUCTURE TYPE 11 UTILITY CROSSING.PROVIDE 12'MIN.CLEARANCE, I MQ DE505031 t BEE. AD nir AREATYPE 1 D 2/C6.11 UO U.N.O. TO B.AB UNOERDRNN project# 16055 DETAIL I . . BIW BACKWATER YAM 12/06.1 LOCATE FOUNDATION DRAIN FOOTING PENETRATIONS 18'MIN.FROM C8 CATCH BASIN 6., =G) STORM PLAN Et Q ' CONNECTTIING E%ISTINUCTURAL G RaOOF RAINS FROM EIGRAL SI NG DROVES. p 7C DITCH GRADE �' I t BILI Storm Plans '2 2 PRIONS OF BUILDING TO NEW STORM SYSTEM.FIELD FD FOUNDATION DRAINAGE 3 VERIFY INVENT AT POINT OF CONNECTION MU MANHOLE 5/C6.1 ■ °D CONNECT NEW STORK LATERAL TO E)(ISTINC SICYN OF OUTFALL 1/C6.2 I @".•••• CONNECTION.FiELO VERIFY LOCATION AND AVERT SNB $TUB {/06.1 SCALE 1 NCH 20 FEET WOMN WATER QUALITY MANHOLE 6/061 LL UD SLAB UNDERRAIN 2/06.2 20 0 20 40 CONSTRUCT TOP SIMILAR TO STD.CI.EANWT�M PROPOSED PAVING OR MATCH ("• MANHOLE FRAME AND GROUT FRAME,TMP. CONCRETE COLLAR. PAVED I UNPAVED ,- ,,, �.- COVER AS SPEPAED 3000 PSI CONCRETE I EXISTING PAVEMENT SLOCATI AT /�/ 1 HEAVY WN 2B•MN STA.OFFSET WCURE CUT AND PATCH LOCATIONS AREAS AREAS LAWN OR LANDSCAPING I iJ} "Il ilNl9i GRADE SQ TRAFFIC CRAZE ADJACENT TO CURB C -' 1 PER PLAN : 1- t. I I PoM.PER PLAN CAREAS CR MERE HIT N NON-TRAFFIC EXISTING SAWCUT , -�._7 �'�. .... ,.,. CONFl1C73 Mull CIIXB PAVEMENT UNE DETECTABLE li•. , y GRADE RINGS r MN. LOOPh. Tit Nil al �5/ #4REBAR PAVELIENT s 4•PVC GATE VALVE SIZE AS i` � .• SOWN ON PLANS. T-� T r��j I PIPE 92E AS �• 1 I S t T +� N J i rSHOVN ON PLANS ER I \ 36 MN. ll 11111 5 Ei � ag 2 �l II p RLUNGS. I 1 l / O GATE VALVE j 12 TMP. PRECAST SECTIONS, I , - .... '. \. € SCALE NTS HEIGHT VARIES SEE HINGED 10 r-- , PIPE 57ZE •� TRACER WIRE Edi {a• NOTE 1. 6• PER PLAN 24- I gRs • *2� PREFORMED NN. _ �, L , 1r 2T ARE HYDRANT NATL STD.2$•e y SEE NOTE 2 j MIN. -IE PER D s A.W.W.A.0502 HOSE I PLAN //1// / I O p� • COMPRE590N mc, CONNECTION,2 NOTE 3 \/�/) _ TYPE OR EQUAL. - - REQUIRED ' 24• I NOTE 2 1 ¢Y I � _-.I\L.L I DRESSER 500 OR ' WO STEAMER ,..-c-:. - `-� I DMB Olson Weekes•�I Group m WATEROUS 1 NOZZLE -_� -� -� ENGINEERED FlLL Architects,Inc. 1- PACER. ____ t DbTANCE B•GATE VALVE& PER PLAN VALVE BOX SPED t--B•BASE ROCK '.'� �1- 9w sw Sent Rase wama OR MOS ISA 6• I I D i 6• SET r-6• I I I I I RG. FLG YI 503 2261$950 In SOS 2729192 MN. MK ABOVE FlRADE b AC OR LANDSCAPE I. ALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF A51M C-47& SECTION I 13 TYPICAL PIPE BEDDING AND BACKFILL 2. MANHOLE BASE MAY BE PRECAST OR CAST IN PLA SEE STANDARD MANHOLE 11..D CONTRACTOR TO WIDEN EXCAVATION AS REQUIRED TO OBTAIN COMPACTION WITH SCALE;X15 (, BASE DETAIL 6/C6.1. CONTRACTORS COMPACTION EQUIPMENT. 3. ALL CONNECTING PIPES SHALL HAVE FLEXIBLE,OIl9R1ED AND UNRESTRAINED 2. 1/4•STEEL PLATE.BITUMINOUS COATED.AS MANUFACTURED BY GOWN STEEL JOINT M11NIN 1B•OF MANHOLE VAULT. BASNS OR APPROVED EQUAL WATER O STANDARD MANHOLE O TRAPPED CATCH BASIN MAIN C •x II. 5 SCALE:X75 1 SCALE:X75 EACH AREA IS$OF 7:•PLYWOOD �° III=�i 11 / fMUDUMUGTYTS± TABULATED TOTAL OVER FACE OF f SLOPE SHELF 1:12 TOP OF PAVEMENT I 1 =CH' II�'��� RSQ.IM TRAFFIC GRATE AREA BOLTS ALL AROUND PoM-P=PLAN ��® ` -GONG.THRUS + SMOOTH FINISH (WHERE TOP OF GROUND I I BLOCK GUNNEL TO 3/4VERTIAPPLICABLE) 1• (WHERE APPLICABLE) TEE PLUGGED CROSS NYE PLUG OR CAP 4' TEE (,-„, IDA OF PIPE HEIGHT '13(X10 PS CONC. g•y� (s•MN.IN II-I( I II PROVIDE GRAVEL ENGINEERED FlLL liortp PIPE SIZE Al DCRAIN PORT PILLED DRAINAGE -� ' PER PLAN L~ BEND PLUGGED CROSS TEE 1.ALL NOTE 1 r 1�. 4 1.ALL ARE HYDRANT ASSEMBUES INCLUDE A TEE VALVE&BOX GATE VALVE ASSHOWN -IE PER II. CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH. Z.INSTALL BOLLARDS AROUND ARE HYDRANT ASSEMBLY PER DETAIL 3/C6.2. 1:12 SLOPE MIN, 1r PLAN IAP. 2. KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES. C 11, 3. THE REQUIRED THRUST BEARING AREAS FOR SPECIAL CONNECTIONS ARE SHOWN 2. FIRE HYDRANT ASSEMBLY-M.J. t COMPACT SUBGRADE � ENCIRCLED ON THE PLAN;e.g. INDICATES 15 SQUARE FEET BEARING AREA 1 O SCALE:NIS - H REQUIRED. 1. 1IRED. 1. ST GAGE STEEL PLATP,BITUMINOUS COATED,AS MANUFACTURED BY GIBSN STEEL BASINS OR APPROVEDVEDEQUAL ' 4. IF NOT SHOWN ON PLANS REWIRED BEARING AREAS AT FITTING SHALL BE AS haffS: V INDICATED BELOW,ADJUST P NECESSARY,TO CONFORM TO THE TEST �NOIE 1 1. BASED MAY BE PRECAST OR CAST IN PLACE O TRAPPED AREA DRAIN PRESSURE(S)AND ALLOWABLE SOIL BEARING STRESS(ES)STATED IN THE SCALE:NTS SPECIAL SPECIFICATIONS. 2. ALL PRECAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ASTM C-47& 5. BEARING AREAS AND SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE { ROW 3. CONCRETE SHALL COMMERCIAL GRADE. I HARD SURFACE I LANDSCAPE AREA Q PRECEDENCE OVER BEARING AREAS AND BLOCKING DETAILS SHOWN ON THIS -� 4. CHANNELS SHALL BE CONSTRUCTED TO PROVIDE 9400TH SLOPES MID RAIGI CAST IRON FRAME AND STANDARD DETAIL I MECHANICAL PLUG CO TO OUTLET PIPE. COVER V FINISHED I PATH GASKET _ BEARING AREA OF THRUST BLOCK IN SQUARE FOOT ("' GRADE IN PAVED AREAS 5. EXTEND PIPE INTO MANHOLE AND GROUT SMOOTH.PIPE(S)MAY EXTEND r MAX RISER S.D. - CAST FRAME TEE PLAN BEYOND THE INTERIOR MANHOLE WALL AC PW'T OR CONC.PAVING + 'YIN. SET IRON CONCRETE PLUGGED RUN VDUAL PORT ERIFY MAKER LO MANHOLE BASE-STANDARD OR OTHER SURFACING r-i 0 TEL 90' MODEL AND SIZE. 6 SCALE:NTS WE, ROC 11 LTr-iE... 0 0 ci FITTING PLUG PWCGED 45' 22)y T1)j' -J L.NAX v, CC o SIZE OR CAP CROSS Al A2 BEND BEND BEND_ •,�CC - Cl)4 1.0 1.4 1.9 1.4 1.0 _ 2•MN. 6•MM�1 µHOOP v+ C O 8 2.1 3.0 4.3 3.0 1.6 1.0 MANHOLE FRAME AND PSS CNCRETETERED IN PAD. GI CO pt FDC STAND PIPE 1r YN `- COVER AS SPECIFIED CRADE RING AS F B 16 5.3 7.6 &{ 29 1.5 1.0 VIIIFY SIZE 36•MAX SIDE REWIRED PROVIDE Y1 MIN. CC 10 5.9 8.4 11.8 &4 {.B 24 1.2 GROUT FRAME 4•MIN. CLEARANCE FOR ,a c' > NOTE 1 _,1__f FNISH GRADE (2)E6 HOOPS CONCRETE PAD C Q o 1� BO.TE \_---_. AND RISER PIPE C ABOVE BEARING AREAS BASED ON TEST PRESSURE OF 150 p.eJ AND AN -- 1 £8 ALLOWABLE SOIL BEARING STRESS OF 2000 p•e.i.,TO COMPUTE BEARING AREAS FOR 1 ,'WING . - / /5 RERAN RISER PIPE CR I EQUATION:BEARING AREADIFFERENT TEST E(TEST PRESSURE/150)X(2000/SOIL BEARAND SOIL BEARING STRESSES.USE THE ING �_ ,_21.! l2• L ^a STRESS)%(TABLE VALUE). r'I '� MAX. ' 6.THICK PRECASTTRENCH BACKFILL •� 70P RUNG CONCRETE SLAB 14 THRUST BLOCK CH' ROW MAX I RUNGS AT PREFORMED RUBBER r` O SCALE:NTS THRUST BLOCK R 12.O.C. IIRISERT 1I225• ; tr MN ■ 12•MN. WYE BRANCH j ■ INS BEND iti3ff TO VALVE MIM' / / r MIN. 'V\I AND BOX ENGINEEREDCARRIER FILL -MvEB= PIPE - F MAX TW. INSTALL PLUG WITH SECTION iii GASKET IF END OF BASE COURSE B• r UNE t ROCK NN' PRECAST OR a hand, s nv spy 1. CO CAST N PLACE `SERVICE CONNECTION 1. CONCRETE ANCHOR PAD TO BE 12'.12".6.THICK,UNLESS NOTED OTHERWISE. 1r ENGINEERED �.ID BASE.4000 PSI �IF REQUIRED mem I 4:1 USEELIMFLANGE IF INSTALLED IN CONCRETE PAVED AREA. FILL MIN.CNC. BEDDING MATERIAL 2. USE FLANGE OR THREADED FITTINGS BOTFS' AGdIIMIMIIIIMIIIMIIIhM 1. CW TRACTOR TO WIDEN EXCAVATION AS REQUIRED TO OBTAIN COMPACTION WITH g• CONTRACTORS COMPACTION EQUIPMENT. BQIES: 3. CONTRACTOR SHALL PROVIDE 9NGLE CHECK VALVE AND BALL DRIP VALVE IN 1.CAST IRON FRAME AND COVER SHALL MEET H-20 LOAD REQUIREMENT. ACCESSIBLE LOCATION INSOE DOCV VAULT.COORDINATE WITH PLUMBINGO $HALLOW MANHOLE 4. INSTALL BOLLARDS AROUND ARE HYDRANT ASSEMBLY PER DETAIL 5/C7.02. / SCALE:NTS 2.FOR CARRIER PIPE SIZE 8.0 AND LESS.PROVIDE RISER PIPE SIZE 70 MATCH CARRIER PIPE. SEPARATION FABRIC FIRE DEPARTMENT CONNECTION(FDC) 3.FOR CARRIER PIPE SZE e•0 AND LARGER,RISER PIPE SHALL BE 6.0. I O DUAL PORT 'COMPACTED 1 1 4.RISER PIPE MATERIAL TO MATCH CARRIER PIPE MATERIAL N • y p 1 • n SIIBCRADE SCALE:NTS 0OSTANDARD CLEANOUT(COTG) TOP OF GROUND/PAVEMENTMBUILDING SCALE:NTS PIIBSBI rjQa�(XP6 15 TEMP GRAVEL LOT PAD DETAIL SLOPE AWAY FROM � PER GRADING PLAN I SCALE:NTS - FRAME AND COVER I--- YSMILAR TO 570. .. dajBl November Z,20TB ,.2 ' `•T� -- CLEANOUT DETAIL FILL PIPE WITH CONC. SLZ Al NM PIPE TO BE 1'MIN.INTO PIPE revisionsI _ 4• 4• ` ABANDONED j MN. MIN. I O P I ! /-_� • r I - - __.,1 4•SEAL OF COMPACTED) I NATIVE SOIL(LANDSCAPED -�®� o I BACKWATER AIER AREAS ONLY) WRAP DRAINAGE FABRIC r I I 1•MN. VALVE AROUND ALL 906,12• I - _ MIN.OVERLAP '.-- _i ` ATERIAL TO CNTAINCKING ACONCRETE g. g. I _ __ _i1 PERFORATED NAIVE SGL OR P3. FFz DRAINAGE DRAIN PIPE STRUCTURAL ROW I I ROW ALL 2 SEE NOTE 1 ALL O PLUG Project# 16055 I Ft d 4 URI I. LAY PERFORATED DRAIN PIPE LEVEL OR SLOPED IN DIRECTION OF FLOW,WIDENING X15 DETAILS FS 1. EXTENDABLE BACKWATER VALVE TO BE MANUFACTURED BY CLEAN CHECK OR EXCAVATION AS REQUIRED.MAINTAIN PIPE ABOVE 2:1 SLOPE AS SHOWN. SCALE '$.6 APPROVED EQUAL ANO SHALL BE INSTALLED PER MANUFACTURER'S R- 16 TEMPORARY WHEEL STOP RECOMMENDATIONS 2. CONNECT TO FOUNDATION DRAIN STUBOUT SHOWN ON PLANS. C 6•1 O EXTENDABLE BACKWATER VALVE fOj PERIMETER FOUNDATION DRAIN 926 SCALE:NTS 1 SCALE NTS `� SCALE NTS Exhibit 5 - Storm Plans ' _._ jI NAND PLACE RIP-RAP AROUND 1'/ OUTFALL PIPE TO CONCEAL SIDES ANDC---- 8tO, TOP OF PIPE. II ENSURE OUTFALL OPENING IS .... N _ _ N9BLE AND NOT OBSTRUCTED.II g • mom a,w wars Fu r.,m� § ran, 45'MITERED OUTFALL -. Br ens MO arta I.u1v ' H b TOP OF SLOPE SEE STD. ORAPANG NO. 400 aNA,"ac`".'s 91.TE AS IA �J j FOR FRAME AND GRATE t.tx.cC1 0 BP a,«c - -- 1 en re i � v• U' 3 L JA^ ^ m: a �I uk 222o r/ :thro)ms-ma al .,. �-1r MIN TOPSOIL $ 9 Z ^ IEwSEE PLAN . ✓ - (66.5)591-0277, nt°i¢n(ew) a4-1,ss MCI^REan.ecrmas� : IL _Ai &v✓i x 6.a < ry _-__- _ , 5 MN.-I ACPROUT COINS 40.' � � Ql.'L 8 t DEEP OR va[As.aO<n EarAd. Ra"ETn �• EEO. 1, a °� PIPE OUTFALL J 6S'ME • - wetr wow ` L'Ir $ p2.k'_ 6 2 CENTERED IN RIP-RAP I ,�, r/112141114101' ntvuia. ; /- "• 111 r* -�:: g�'• '� (WHERE APWCABLE) DRAINAGE FABRIC 1- 1 PLAT` / sss��� il / \c\1 }tq )�B �wa w IIf•..5.11....1.911.,...-JI-.11 *ACE CA.P01`. Y\, < J re ° Z CLASS 50 PoPRAP bit/ / r • RIP-RAP STALL BE I B OTT ROE gra. „ •� I e eOUTLL PROTECTION rat erg ETI' :«m 611 a <0s W € i SCALE N75 AfCI1N9C{M,MG. 11111---Liej (�Jam) K QP a1n1z $WMrE 1OM 1• � z O' $ (°I LIM W 0N. / .I ar SW Stirlt SO. lad SOOR 21920 6wOP.lbgmaP.mm Erin 99 ' PN«LLDpNA.4w+°,wmA D • (�j d - -�r >. r�•« -+{r n ••� wrwoua° owc6 sm:sTMiPanaiNsu°w4c NO moo �� lea •drgF . SECTION A-A SECTION 0-0 2,MET Nn OUTLET oAN w,to EMU,red �+�'a«s, «a",'a o,- i `S =`11l i 3.reo.oe sEeu mru *,r m, OE11.x-1154v MP a' <N C �� o$ 5g Lg'° io(Al'� 4_444._ cl NOTES. M9ZC uBe00MEET 000 v°° >w can4YENr5 oceimwr�02.i V°ME a n'.i ,• W<ROo- A OEM..ta�AEIREVSA _ _ RT .,P tp zei . a� iq ALL ORE CAST SECTIONS SHALL COW..W 10 11REuouis Or 01630 C-473. AS s El - �3 8 W,,, S �� �� VAPOR BONDER I ±. INSTALL STRUCTURE CM wNaaw a e'.a a/4--o•mswAcrw BASE wATEauN " "rt 300 "gr�", °. 4i�+° woUR.� L. _ •- o'p' C CN GRADE BUILDING SUBFLOOR a Masi wwwrnt2Nr 9141 eE aceAR MEETING ASV Aero MADE w OR.ETDEp am i' MAIEPoM AND RADON BASE COURSE 030 ...MING Sw MIST M MIXT.[WE0E XE 0 Of ig ' CCC All PgwEa M PLACE CONCRETE 9pLL HAW 29 DAY STREW.OF 1000 FS.AND .OuaiE➢SMALL BE raas,tD 1a99M AM Q.U tWY 1'MIN. Z $g PRS...Sr N TO O. a e COLLECT-MN PIPNG ST STRUCTURES CORSORYWC O 0.0.0:T.TYPE 0-2 CAT.BASIN OSP!r TH wpm ,.POT.PER NAm.Atea330 CST 00N01 Atha < 'i I�ggg fp \ . ' PEET TOP ARE AN ACCEPTABLE ALTERNATE L ORATE MATERIALS SMALL s 'yll' n M 3 �e tl T ®- STANOMOS AS 9Un4 ON DEUX ROO uwNe aAWTAe11bYE ai1TAYAaM xrt. fir•YAM!- ' • Al `d�%i 1 2- y.{ :. PER SLAB GN WATER QUALITY - [Ka Se se WATER QUALITY SWALE GRAD DITCH INLET CkanW�r Servir�s MANHOLE (SNOUT) A CkanWaler Services C9eanWdler Services if � 12• ' OPC-AWNG N 390 ° DRAWING N0.250 RENsm f2-a ORMOND N0.700 COMPACTED SIBGRADE 'NI I 4"DIA PERFORATED PIPE(HOLES Q6EN7m maw)O WALL NTS O SCALE:NTS O SLAB UNDERDRAIN 1 / SCALE.MTS SCALE:NTS N C w a/: 22 M. I CONFIGURATION DETAIL NSTil LAT10N DETAIL CONSTRUCTION-11. r DETAIL A 1. Wear Quaky Swank shall be ovt exAzvati and filled 10 firm grade with 12-inch amended CI0 I A 'Nim •I A ' aoar� tapwnl.Topsoil amendments shall be Paden compost,not conventional*Oilier Q par° a SOO amendment. 0 N t /I I mof“.."1" 21220,ma ,wF 2. a f iDdepasnk Erosion Control Malting shall x placed over the topsoil throughout the U J Ajdriziam-+I F- 2221.1.1 OD°VTImale cross se tion,fabric shal(be held in place in acarcdance with the manufacurees 91001N CROUT RAgUS 0 ♦/^� co t�vx tAa 2.m x,K 6� ETAIL 8 instillation Iequirem es.Arcbor spacing shall be based m 3 fps flow oval the Fabric. TW L V J De so�••, ,/a' D r WIDE BAND OF MNITE C 0 ma k Tar e.TnsahrNnt stn-biuhdemiry hrc manioc(Gmiute Plus u other!ppm ad eouell _ 'isA...sm..,-�/�'o b.All other erns-I wdeasky Pae matting(Ecmo)ute or other approoel equal) REFLECTIVE TAPE CO ! r.a, m . SECTION A-A (rr ro Curr A ' d (� t. I ANGLE 3. ..53 inches of 2"-j"mer run rock shall Le placed over the marling evenly thrmghml the SID.4"DA.SCIEO.40 F • ane 5,... • w,iaE length and width of the swath. J1• CALVAN2ID STEEL t,.a��a 1 4. PITnt materials shall be placed in 000000axe OIAI the plan and plant table as serval on MN. (PAINIID YELLOW)FILLED 'a = T = woman new PmtT nes tame 1MTH CONDiEIE c Q J ppoved plans. e rn- PLAN FRONT VIEW SIDE NEW 5. TTN water quality swRle liniment area 400101gs can be deemed"substantially complete" FINISHED GRADE 1 a a v SNOUT OIL-OTTER-DEBRIS SEPARATOF se/- once active green growth has occurred m m average growth of 3"and plant delay is an 3� �� w� average of approx..6 plants(minimum I416 plugs or equivalent)per square rot. v I Sr RA.awsn � 6, Tb.facility shall be doomed 000g4Rbk m begin the maiOtenanre period when pbnt growth 3O I ems• sent a.wo1314......7 i i R"sww�ir.R+m 30.002 we°R ;I A NT 0/ and density matches the engineer's deign m shown on the approved plain and s I miner UN. LLS (SEE DETAIL AS felairemCnn have been int.The engirNn must certify the facility m IN fanctbwi,in MIX a00a9 2212111"0151•21022 00awes becwID xsr WAERTIW r .wa,danw with W.sr/noose I dao' eh*,+P B d LAw, . mx �� •PPC^` Pan ,�atwpin y«..mi.r«anw P•+i^d. _ ��3700 PSI1EI�M0.1D 6" CONCRETE 11111111 1 KC w ErAu..p A w.t AS Para Pdwr ANAQdTENAN pe1111 SECTION B-B COS 1 BE E00 Ase-r.,or•<Nr Aa AocE s" Y'm7 CASaEr 1. TTN primiose is responsble fm the mainenance of this facility for a minimmnEf two years te'•MN ign- 1q3ff1 11.a an a Ham pK A,. aa.mwNe1YawnEr PrtDfoibwing tnn9nretion and acegwnee nrA,,Gciliry Poe Chopur 2.„w,tT',,ROCOiws llTE 00,04 BETGEEN Ho) SECTION :1/r.+p•sa rue nAi aM ,w °,r AHD 6TRIlCTURE 2. 0 i;etion is to be provided per separate inguen pian n approved ten.Ma10 San Ot Da ' 700*0�mow (a'E oETUL ) NoTe Irrigation needs arc m be rm(using a temporary irrigation system with a Eros during L no Ns.ens moo 32 r PIPE BOLLARD(4"DIA) �...,DAa a n VA' .aawUw 33011 ..., the dry season.System should be whitened during the we seaman to assure hngeviry and • M.A.51..!.'Aur EMU npiw ro s�iwciwE miNr tar MM.ar nn ao.�2.12.K' O SCALE:NTS o:wauxaxs 00 9 149 SM..put TLE.aao 6 a°JNwa awe a 11.Dm T tarn appro ed plans. damage Oodn fn:erlry tunp�edunx Waren sNw.see drill be u aha,n m the rsaPlm semen me ria os LOSE unEwu rt""a sr�E ,m�wrs�»a m�v(es)»•->w approved pNn1. rm,�� BF u0mtt.AN..ID S1MKNw MTN.1H 3. Engineer or Owners Repnserrtative h m visit ted evR1aM¢the site a minimum o.'twkz STA0 RS RLESS OM s n`300 AND 0s-nasion 00301 As 0081:0 BY ISA__ ( �,�MI ocru) annually(Spring and Fay The 4edsah ng shall be evaluated and replanted a ne<eeary 0 I Y AN,(a rD Mira.WO T cm,.xrE 6 M t.,.vi.uw sun .. ,ear BO'li anvi.al,Ott of d,c,eyui,W r4:gc4t,.n,pd was auiAl SO.E0u Rai ass r c roe 0 PaSem Nom 0201 THAT BOTRA0 cosmge.allon-native,invasive pent min shall be removed when occupying more than ria 5swuc1nasWIN a Rw0t0.w 000FAC1aa1, r.0 0 Is it BELOW ria:PPE 20%of the site. PLAN a"P1r SSMW.A.samN. !VERT. 4. The facility shag be ce-novated and platted if siltation greater tan h 3 index in depth s TQL453. B. amt1 OMITS within the two-year maimeRance oriod I WAN AW CRATE 1NALL BE NEW S,RUCTLRAL A11N.33 MT BAR STEEL m APPwYEO EQUAL E M6>.°PRISISTANT p,9® °ASH*inn PSA aAamW n • O. span >MSHo.BOOS k • Y P 1 DITCH INLETWATER QUALITY WATER QUALITY SWALE I FRAME AND GRATE CleanW�er Services MANHOLE (SNOUT) B CleanWatcr Services CONSTRUCTION Sc MAINTENANCE NOTES OleanWater Services Phase I 50%CD's O DRAWING NO.400 - ORAANG N0.260 03101[0 12--I` DETAIL N0.".10 000300 12-06 I I Ri 4 date I November 2,2018 revisions I I O SCALE:NTSO SCALE:NTSO SCALE:NTS I I 1 I project# 16055 I < • DETAILS • Eoz • mR I .-LL Exhibit 5 - Storm Plans 6.2 1 Appendix A ' Geotechnical Reports i I 1 I I I I 1 1 I 1 I I 1 Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT U I I I 1 I I 1 This page left blank for double sided printing t 1 I I 1 1 I 1 Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT G RH 9750 SW Nimbus Avenue Beaverton, OR 97008-7172 p I 503-641-3478 fI 503-644-8034 June 28, 2017 5970-B GEOTECHNICAL RPT Tigard-Tualatin School District 6960 SW Sandburg Street Tigard, OR 97223 Attention: Debbie Pearson/DAY CPM Services, LLC SUBJECT: Geotechnical Investigation and Site-Specific Seismic Hazard Evaluation Twality Middle School Tigard, Oregon At your request, GRI completed a geotechnical investigation for the planned improvements at Twality Middle School in Tigard, Oregon. The Vicinity Map, Figure 1, shows the general location of the site. The ' purpose of the investigation was to evaluate subsurface conditions at the site and develop geotechnical recommendations for use in the design and construction of the proposed improvements. The investigation included a review of existing geotechnical information for the site and surrounding area, subsurface ' explorations, laboratory testing, and engineering analyses. As part of our investigation, GRI completed a site-specific seismic-hazard evaluation to satisfy the requirements of the 2012 International Building Code (IBC), which was adopted by the 2014 Oregon Structural Specialty Code (OSSC). This report describes the ' work accomplished and provides conclusions and recommendations for use in the design and construction of the proposed project. PROJECT DESCRIPTION We understand a substantial portion of the existing Twality Middle School will be demolished and rebuilt, with the remaining portions remodeled under the 2016 Tualatin-Tigard School District Bond Program. The Site Plan, Figure 2, shows the location of the existing school and associated improvements. Based on our review of conceptual plans, we understand the entire school, except the southernmost portion that houses the choir and band rooms, electrical and building-support rooms, STEM and engineering-robotics ' classrooms, boys' bathroom and locker room, and main gym,will be demolished and rebuilt as part of this project. The majority of the new school will consist of a single-story, at-grade structure, except for the northeastern corner, which will be three stories. In general, the new school will be located within the existing building footprint; however, the new building will extend 100 ft farther north than the existing building. Although structural loads for the new building are not currently available, we anticipate the ' column and wall loads will be on the order of 100 to 300 kips and 3 to 5 kips/ft, respectively. We anticipate the finished floor elevation for the new school will be consistent with the existing school, ' and cuts and fills to establish grade for the new school will be minimal. We understand a new bus loop will surround the building on the east and north, and a new parking lot will be constructed immediately west of the new building, adjacent to SW 97th Avenue. Although grading plans are not currently available, ' we anticipate a cut on the order of 10 to 15 ft will be required along SW 97"'Avenue to establish grade for the new parking lot. To retain the cut, a permanent earth-support system, such as a soil nail, tied-back, or mechanically stabilized earth wall, will be required. We anticipate the new bus loop and parking lot will ' be paved with asphalt concrete (AC) pavement, and areas subjected to frequent heavy truck traffic, such as trash-enclosure and service areas, will be paved with Portland cement concrete (PCC) pavement 1 Providing geotechnical,pavement,and environmental consulting services since 1984 1 1 SITE DESCRIPTION 1 General The project site is developed with the existing school building, which will be demolished and rebuilt or remodeled for this project. The existing school building is bordered by a parking lot, tennis courts, and portable classrooms on the north; a football field and track on the east; residential structures on the south; and a grass field on the west. The new bus loop will be constructed between the track and school building, and the new parking lot will be constructed in the grass field immediately west of the school and east of SW 97t'Avenue. The southernmost portion of the existing school discussed above will remain in its current configuration, and the remaining portions of the school, parking lot, tennis courts, and portable classrooms will be removed as part of this project. Review of satellite imagery and our observations at the site indicate the ground surface gently slopes downward from northwest to southeast across the site. Geology Published geologic mapping indicates the site is mantled with Missoula flood deposits, locally referred to in the project area as the Willamette Silt Formation (Madin, 1990). In general, Willamette Silt is composed of unconsolidated beds and lenses of silt and sand. Stratification within this formation commonly consists of 4-to 6-in.-thick beds, although in some areas,the silt and sand are massive and the bedding is indistinct or nonexistent. Based on explorations completed in the project vicinity, the Willamette Silt is underlain by Columbia River Basalt at depths of about 27.5 to 75 ft. SUBSURFACE CONDITIONS General Subsurface materials and conditions at the site were investigated between May 3 and May 5, 2017, with three borings, designated B-1 through B-3; one cone penetrometer test (CPT) sounding, designated CPT-1; and one dilatometer (DMT) sounding, designated DMT-1. The borings were advanced to depths of about 27.8 to 51.5 ft, the CPT probe to a depth of about 26.3 ft, and the DMT sounding to a depth of about 34 ft below existing site grades. The approximate locations of the explorations completed for this investigation are shown on Figure 2. Logs of the borings, CPT probe, and DMT sounding are provided on Figures 1A through 6A. The field and laboratory programs conducted to evaluate the physical engineering properties of the materials encountered in the explorations are described in Appendix A. The terms and symbols used to describe the materials encountered in the explorations are defined on Tables 1A through 3A and in the attached legend. In addition, GRI is completing a concurrent geotechnical investigation for the Templeton Elementary School located immediately southeast of Twality Middle School. As part of our Templeton Elementary School investigation, three borings, designated B-1TE through B-3TE; three CPT probes, designated CPT- 1TE through CPT-3TE; and one DMT sounding, designated DMT-1TE, were completed between May 3 and May 5, 2017. The borings were advanced to a depth of about 41.5 ft, the CPT probes to depths of about 42.3 to 76.3 ft, and the DMT sounding to a depth of about 40 ft below existing site grades at the approximate locations shown on Figure 2. Logs of the explorations and results of laboratory testing completed for the Templeton Elementary School project are included in Appendix B for reference. 1 1 GRD 2 1 ' Sampling Disturbed and undisturbed soil samples were obtained from the borings at 2.5-ft intervals of depth in the ' upper 15 ft, 5-ft intervals to a depth of 40 ft, and 10-ft intervals below 40 ft. Disturbed soil samples were obtained using a 2-in.-outside-diameter (O.D.) standard split-spoon sampler (SPT). Penetration tests were conducted by driving the samplers into the soil a distance of 18 in. using a 140-lb hammer dropped 30 in. ' The number of blows required to drive the SPT sampler the last 12 in. is known as the Standard Penetration Resistance, or SPT N-value. SPT N-values provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. Relatively undisturbed soil samples were collected by pushing a ' 3-in.-O.D. Shelby tube into the undisturbed soil a maximum of 24 in. using the hydraulic ram of the drill rig. The soil in the Shelby tubes was extruded in our laboratory and Torvane shear strength measurements were recorded on selected samples. Soils For the purpose of discussion, the materials disclosed by our investigation have been grouped into the ' following categories based on their physical characteristics and engineering properties: 1. PAVEMENT 2. Sandy SILT to Silty SAND 3. BASALT ' The following paragraphs provide a detailed description of the materials encountered in the explorations and a discussion of the groundwater conditions at the site. ' 1. PAVEMENT. Explorations B-2, B-3, CPT-1, and DMT-1 were advanced in existing paved areas and encountered approximately 2 in. of AC pavement at the ground surface. The pavement is underlain by about 6 to 14 in. of crushed-rock base (CRB) course. ' 2. Sandy SILT to Silty SAND. Interbedded layers of sandy silt to silty sand were encountered at the ground surface in exploration B-1 and beneath the pavement in explorations B-2, B-3, CPT-1, and DMT-1. The interbedded layers of sandy silt to silty sand extend to depths ranging from about 26 ft to the maximum depth explored of 51.5 ft. The thicknesses of the interbedded layers typically range from about 2 in. to 15 ' ft; however, a layer of silty sand up to 35 ft thick was encountered in exploration B-3. The soils are generally brown with varying degrees of rust mottling. In general, the sandy silt contains fine-to medium- grained sand and up to a trace of clay, and the silty sand is fine to medium grained. However, up to 2.5-ft- thick layers of clayey silt were encountered at depths of 25 and 50 ft in borings B-2 and B-3, respectively. The natural moisture contents of the silt and sand soils range from 24 to 32% and 17 to 33%, respectively. ' The relative consistency of the sandy silt is very soft to stiff, based on N-values of 4 to 11 blows/ft, Torvane shear strength values of 0.35 to 0.55 tsf, CPT tip-resistance values of about 10 to 60 tsf, and DMT constrained modulus values of about 20 to 350 tsf, and is typically soft to medium stiff to a depth of 5 ft ' and medium stiff to stiff below. The relative density of the silty sand is very loose to very dense, based on N-values of 4 to 17 blows/ft, CPT tip resistance values of about 15 to 75 tsf, and DMT constrained modulus values of about 125 to 1,500 tsf, and is typically medium dense. It should be noted the borings were completed using solid-stem auger drilling techniques and SPT N-values tend to be underestimated in sandy GRe 3 1 soils below the groundwater level using this drilling method. Explorations B-3 and DMT-1 were terminated in the sandy silt to silty sand deposit at depths of about 51.5 and 34.1 ft, respectively. 3. BASALT. Extremely soft (RO) to very soft (R1) basalt of the Columbia River Basalt Group was encountered beneath interbedded layers of sandy silt to silty sand at depths of about 26 to 40 ft in explorations B-1, B-2, CPT-1, and DMT-1. The basalt is predominantly decomposed to decomposed. The joints and fractures displayed some staining and are filled with black secondary mineralization. N-values of 50 blows for 2.5 to 5 in. of sampler penetration and CPT tip-resistance values of about 240 to 430 tsf were recorded in the basalt. Explorations B-1, B-2,CPT-1, and DMT-1 were terminated in basalt at depths of about 26.3 to 40.5 ft. Groundwater Our review of U.S. Geological Survey (USGS) groundwater data suggests the regional groundwater level at the site typically occurs at depth in the highly fractured, hard basalt that underlies the site. However, groundwater was encountered at depths of 16 to 29 ft below the ground surface in borings B-1 through B- 3. Explorations completed for this project and our experience in the project vicinity indicate perched groundwater occurs in the silt and sand soils that mantle the site throughout the year. We anticipate the local perched groundwater level typically occurs at depths of 20 to 25 ft below the ground surface during the normally dry summer and fall months and may approach the ground surface during the wet winter and spring months or during periods of heavy or prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS ' General Subsurface explorations completed for this investigation indicate the site is mantled with interbedded layers of medium-stiff sandy silt and medium-dense silty sand. The interbedded layers of sandy silt and silty sand extend to depths ranging from 26 ft to greater than 51.5 ft and are underlain by basalt. We anticipate the local perched groundwater level typically occurs at depths of 20 to 25 ft below the ground surface throughout the year; however, perched groundwater may approach the ground surface during the wet winter months and following periods of intense or prolonged precipitation. In our opinion, foundation support for new structural loads can be provided by conventional spread and wall foundations established in firm, undisturbed, native soil or compacted structural fill. The primary geotechnical considerations associated with construction of the proposed building and associated improvements include the presence of fine-grained soils at the ground surface that are extremely sensitive to moisture content and the potential for shallow, perched groundwater conditions. The following sections of this report provide our conclusions and recommendations for use in the design and construction of the project. Seismic Considerations ' General. We understand the project will be designed in accordance with the 2012 IBC with 2014 OSSC modifications. For seismic design, the 2012 IBC references the American Society of Civil Engineers (ASCE) document 7-10, titled "Minimum Design Loads for Buildings and Other Structures" (ASCE 7-10). A site- specific seismic-hazard evaluation was completed for the project in accordance with the 2014 OSSC. Details of the site-specific seismic-hazard evaluation and the development of the recommended response spectra are provided in Appendix C. R0 4 1 ' Code Background. The 2012 IBC and ASCE 7-10 seismic hazard levels are based on a Risk-Targeted Maximum Considered Earthquake (MCER) with the intent of including the probability of structural collapse. ' The ground motions associated with the probabilistic MCER represent a targeted risk level of 1°/0 in 50 years probability of collapse in the direction of maximum horizontal response with 5% damping. In general, these risk-targeted ground motions are developed by applying adjustment factors of directivity and risk ' coefficients to the 2% probability of exceedance in 50 years, or 2,475-year return period, hazard level (MCE) ground motions developed from the 2014 USGS Unified Hazard Tool. The risk-targeted probabilistic values are also subject to a deterministic limit. The code-based, ground-surface, MCER-level ' spectrum is typically developed using the mapped bedrock spectral accelerations, Ss and Si, and corresponding site coefficients, Fa and Fv,to account for site soil conditions. ' Site Response. In accordance with Section 20.4.2 of ASCE 7-10, the site is classified as Site Class D, or a stiff-soil site, based on an estimated Vs3o of about 1,200 ft/sec in the upper 100 ft of the soil profile. However, our analysis has identified a potential risk of seismically induced settlement at the site. In ' accordance with ASCE 7-10, sites with soils vulnerable to failure or collapse under seismic loading should be classified as Site Class F, which requires a site-specific site-response analysis unless the structure has a fundamental period of vibration less than or equal to 0.5 sec. The design response spectrum for sites with ' structures having a fundamental period of less than or equal to 0.5 sec can be derived using the non- liquefied subsurface profile. For periods greater than 0.5 sec, the code requires a minimum spectral response value equal to 80% of Site Class E. ' We anticipate the new structure will have a fundamental period of less than 0.5 sec; therefore, the code- based Site Class D conditions are appropriate for design of the structure. The maximum horizontal- direction spectral response accelerations were obtained from the USGS Seismic Design Maps for the coordinates of 45.4141° N latitude and 122.7750° W longitude. The Ss and Si parameters identified for the site are 0.96 and 0.42 g, respectively, for Site Class B, or bedrock conditions. To establish the ground- ' surface MCER spectrum, these bedrock spectral coefficients are adjusted for site class using the short- and long-period site coefficients, Fa and F,,, in accordance with Section 11.4.3 of ASCE 7-10. The design-level response spectrum is calculated as two-thirds of the ground-surface MCER spectrum. The recommended MCER- and design-level spectral response parameters for Site Class D conditions are tabulated below and discussed in further detail in Appendix C. RECOMMENDED SEISMIC DESIGN PARAMETERS(2012 IBC/2014 OSSC) Recommended Seismic Parameter Value Site Class D MCER 0.2-Sec Period' 1.07 g Spectral Response Acceleration,SMs MCER 1.0 Sec Period 0.66 g Spectral Response Acceleration,SM, Design-Level 0.2-Sec Period 0 72 g Spectral Response Acceleration,Sos Design-Level 1.0-Sec Period 0.44 g Spectral Response Acceleration,Sol GRD 5 1 Liquefaction/Cyclic Softening. Liquefaction is a process by which loose, saturated granular materials, such as clean sand and, to a somewhat lesser degree, non-plastic and low-plasticity silts, temporarily lose stiffness and strength during and immediately after a seismic event. This degradation in soil properties may be substantial and abrupt, particularly in loose sands. Liquefaction occurs as seismic shear stresses propagate through a saturated soil and distort the soil structure, causing loosely packed groups of particles to contract or collapse. If drainage is impeded and cannot occur quickly, the collapsing soil structure causes the pore- water pressure to increase between the soil grains. If the pore-water pressure becomes sufficiently large, the inter-granular stresses become small and the granular layer temporarily behaves as a viscous liquid rather than a solid. After liquefaction is triggered, there is an increased risk of settlement, loss of bearing capacity, lateral spreading, and/or slope instability, particularly along waterfront areas. Liquefaction-induced settlement occurs as the elevated pore-water pressures dissipate and the soil consolidates after the earthquake. Cyclic softening is a term that describes a relatively gradual and progressive increase in shear strain with load cycles. Excess pore pressures may increase due to cyclic loading but will generally not approach the total overburden stress. Shear strains accumulate with additional loading cycles, but an abrupt or sudden decrease in shear stiffness is not typically expected. Settlement due to post-seismic consolidation can occur, particularly in lower-plasticity silts. Large shear strains can develop, and strength loss related to soil sensitivity may be a concern. The potential for liquefaction and/or cyclic softening is typically estimated using a simplified method that compares the cyclic shear stresses induced by the earthquake (demand) to the cyclic shear strength of the soil available to resist these stresses (resistance). Estimates of seismically induced stresses are based on earthquake magnitude and peak ground-surface acceleration (PGA). The cyclic resistance of soils is dependent on several factors, including the number of loading cycles, relative density, confining stress, plasticity, natural water content, stress history, age, depositional environment (fabric), and composition. The cyclic resistance of soils is evaluated using in-situ testing in conjunction with laboratory index testing but may also include monotonic and cyclic laboratory strength tests. For sand-like soils, the cyclic resistance is typically evaluated using SPT N-values or CPT tip-resistance values normalized for overburden pressures and corrected for factors that influence cyclic resistance, such as fines content. For clay-like soils, the cyclic resistance is typically evaluated using estimates of the undrained shear strength, overconsolidation ratio (OCR), and sensitivity, or directly from cyclic laboratory tests. The potential for liquefaction and/or cyclic softening at the site was evaluated using the simplified method based on procedures recommended by Idriss and Boulanger(2008) with subsequent revisions (2014). This method utilizes the PGA to predict the cyclic shear stresses induced by the earthquake. The USGS National Seismic Hazard Mapping Project (NSHMP) was used to determine the contributing earthquake magnitudes that represent the seismic exposure of the site for the MCEG hazard level. A crustal event on the Portland Hills fault and an event on the Cascadia Subduction Zone (CSZ) were determined to represent the sources of seismic shaking. For our evaluation, we have considered a magnitude MW 7 crustal earthquake and MW 9 CSZ earthquake with code-level PGAs (PGAM) of 0.45 and 0.36 g, respectively. We have conservatively assumed a groundwater depth of about 10 ft below the ground surface, which corresponds to the anticipated highest sustained groundwater level at the site. The results of our evaluation indicate there is potential for the R 6 1 1 zones of the interbedded sandy silt and silty sand deposit below the groundwater surface at the site to lose strength or liquefy during a code-based earthquake. Based on our analysis, potentially liquefiable soils are 1 present below the groundwater level (10 ft) and extend to the top of the basalt. Our analysis indicates the potential for up to 1 in. of seismically induced settlement, which may occur during the earthquake and after earthquake shaking has ceased. Conventional geotechnical practice is to assume differential 1 settlements may approach 50% of the calculated total seismic settlement. Discussion of seismically induced building foundation settlement is presented in the Foundation Support section later in this report. 1 Other Seismic Hazards. Based on site topography, the risk of earthquake-induced slope instability and/or lateral spreading is low. The risk of damage by tsunami and/or seiche at the site is absent. The inferred location of the Canby-Mollala Fault borders the southwest corner of the site (Personius et al., 2003); 1 however, the USGS does not consider the Canby-Mollala Fault to be an active, contributing source in their Probabilistic Seismic Hazard Analysis (PSHA). The USGS considers the Portland Hills Fault, located about 12 km northeast of the site, to be the closest crustal fault source contributing to the overall seismic hazard 1 at the site. Unless occurring on a previously unmapped or unknown fault, the risk of fault rupture at the site is low. 1 Earthwork General. The fine-grained soils that mantle the site are sensitive to moisture, and perched groundwater may approach the ground surface during the wet winter months. Therefore, it is our opinion earthwork ' can be completed most economically during the dry summer months, typically extending from June to mid-October. It has been our experience that the moisture content of the upper few feet of silty soils will decrease during extended warm, dry weather. However, below this depth, the moisture content of the soil 1 tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result, the contractor must use construction equipment and procedures that prevent disturbance and softening of the subgrade soils. To minimize disturbance of the moisture-sensitive silt soils, site grading can 1 be completed using track-mounted hydraulic excavators. The excavation should be finished using a smooth-edge bucket to produce a firm, undisturbed surface. It may also be necessary to construct granular haul roads and work pads concurrently with excavation to minimize subgrade disturbance. If the subgrade 1 is disturbed during construction, soft, disturbed soils should be overexcavated to firm soil and backfilled with structural fill. 1 If construction occurs during wet ground conditions, granular work pads will be required to protect the underlying silt subgrade and provide a firm working surface for construction activities. In our opinion, a 1 12-to 18-in.-thick granular work pad should be sufficient to prevent disturbance of the subgrade by lighter construction equipment and limited traffic by dump trucks. Haul roads and other high- density traffic areas will require a minimum of 18 to 24 in. of fragmental rock, up to 6-in. nominal size, to reduce the risk of 1 subgrade deterioration. The use of a geotextile fabric over the subgrade may reduce maintenance during construction. Haul roads can also be constructed by placing a thickened section of pavement base course and subsequently spreading and grading the excess CRB after earthwork is complete. 1 As an alternative to the use of a thickened section of crushed rock to support construction activities and protect the subgrade, the subgrade soils can be treated with cement. It has been our experience in this area that treating the silt soils to a depth of 12 to 14 in. with about a 6 to 8% admixture of cement overlain by 6 1 GR0 1 1 to 12 in. of crushed rock will support construction equipment and provide a good, all-weather, working 1 surface. Site Preparation. Demolition of the existing improvements within the limits of the proposed 1 improvements should include removal of existing pavements, floor slabs, foundations, walls, and underground utilities (if present). The ground surface within all building areas, paved areas, walkways, and areas to receive structural fill should be stripped of existing vegetation, surface organics, and loose surface soils. We anticipate stripping up to a depth of about 4 to 6 in. will likely be required within vegetated areas near the northern property boundary; however, deeper grubbing may be required to remove brush and tree roots. All demolition debris, trees, brush, and surficial organic material should be removed from within the limits of the proposed improvements. Excavations required to remove existing improvements, brush, and trees should be backfilled with structural fill. Organic strippings should be disposed of off site, or stockpiled on site for use in landscaped areas. Following stripping or excavation to subgrade level, the exposed subgrade should be evaluated by a qualified member of GRI's geotechnical engineering staff or an engineering geologist. Proof rolling with a loaded dump truck may be part of this evaluation. Any soft areas or areas of unsuitable material disclosed by the evaluation should be overexcavated to firm material and backfilled with structural fill. Due to previous development at the site, it should be anticipated some overexcavation of subgrade will be required. Excavation. We estimate excavations may be required to construct the retaining wall adjacent to SW 97th Avenue. Temporary excavation slopes should be no steeper than about 1 H:1 V (Horizontal to Vertical), and permanent cut and fill slopes should be no steeper than 2H:1V. It should be understood the steeper the temporary slopes,the more risk there is of sloughing of the exposed surface during construction. In our opinion, the short-term stability of temporary slopes will be adequate if surcharge loads due to construction and vehicle traffic are maintained an equal distance to the height of the slope away from the top of the open cut. Other measures that should be implemented to reduce the risk of localized failures of temporary slopes include (1) using geotextile fabric to protect the exposed cut slopes from surface erosion; (2) providing positive drainage away from the top and bottom of the cut slopes; and (3) periodically monitoring the area around the top of the excavation for evidence of ground cracking. It must be emphasized that following these recommendations will not guarantee sloughing or movement of the temporary cut slopes will not occur; however, the measures should serve to reduce the risk of a major slope failure. It should be realized, however, that blocks of ground and/or localized slumps may tend to move into the excavation during construction.endin p g on the depth e th of the excavation and the time of year the work is completed, perched p groundwater may be encountered in the excavation. We anticipate seepage, if encountered, can be controlled by pumping from temporary sumps in the bottom of the excavation. A blanket of relatively clean, well-graded crushed rock placed on the slopes may be required to reduce the risk of raveling soil conditions if temporary excavation slopes encounter perched groundwater. The thickness of the granular blanket should be evaluated based on actual conditions but would likely be in the range of 12 to 24 in. Structural Fill. We anticipate minor amounts of structural fill will be placed for this project. We recommend structural fill consist of granular material, such as sand, sandy gravel, or crushed rock with a 1 GRD 8 1 1 1 maximum size of 2 in. Granular material that has less than 5% passing the No. 200 sieve (washed analysis) can usually be placed during periods of wet weather. Granular backfill should be placed in lifts 1 and compacted with vibratory equipment to at least 95% of the maximum dry density determined in accordance with ASTM D698. Appropriate lift thicknesses will depend on the type of compaction equipment used. For example, if hand-operated vibratory-plate equipment is used, lift thicknesses should 1 be limited to 6 to 8 in. If smooth-drum vibratory rollers are used, lift thicknesses up to 12 in. are appropriate, and if backhoe- or excavator-mounted vibratory plates are used, lift thicknesses of up to 2 ft may be acceptable. 1 On-site, fine-grained soils and site strippings free of debris may be used as fill in landscaped areas. These materials should be placed at about 90% of the maximum dry density as determined by ASTM D698. The 1 moisture contents of soils placed in landscaped areas are not as critical as the moisture contents of fill placed in building and pavement areas, provided construction equipment can effectively handle the materials. 1 Utility Excavations. In our opinion, there are three major considerations associated with design and construction of new utilities. 111 1) Provide stable excavation side slopes or support for trench sidewalls to minimize loss of ground. 1 2) Provide a safe working environment during construction. 3) Minimize post-construction settlement of the utility and ground surface. 1 The method of excavation and design of trench support are the responsibility of the contractor and subject to applicable local, state, and federal safety regulations, including the current Occupational Safety and 1 Health Administration (OSHA) excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for the use of our client and should not be interpreted to mean we are 1 assuming responsibility for the contractor's actions or site safety. According to current OSHA regulations, the majority of the fine-grained soils encountered in the 1 explorations may be classified as Type B. In our opinion,trenches less than 4 ft deep that do not encounter groundwater may be cut vertically and left unsupported during the normal construction sequence, assuming trenches are excavated and backfilled in the shortest possible sequence and excavations are not 1 allowed to remain open longer than 24 hr. Excavations more than 4 ft deep should be laterally supported or alternatively provided with side slopes of 1 H:1 V or flatter. In our opinion, adequate lateral support may be provided by common methods, such as the use of a trench shield or hydraulic shoring systems. 1 We anticipate the groundwater level will typically occur below the anticipated maximum excavation depth; however, perched groundwater may approach the ground surface during intense or prolonged 1 precipitation. Groundwater seepage, running soil conditions, and unstable trench sidewalls or soft trench subgrades, if encountered during construction, will require dewatering of the excavation and trench sidewall support. The impact of these conditions can be reduced by completing trench excavations during the summer months, when groundwater levels are lowest, and by limiting the depths of the trenches. RO 9 1 1 We anticipate groundwater inflow, if encountered, can generally be controlled by pumping from sumps. 1 To facilitate dewatering, it will be necessary to overexcavate the trench bottom to permit installation of a granular working blanket. We estimate the required thickness of the granular working blanket will be on the order of 1 ft, or as required to maintain a stable trench bottom. The actual required depth of overexcavation will depend on the conditions exposed in the trench and the effectiveness of the contractor's dewatering efforts. The thickness of the granular blanket must be evaluated on the basis of field observations during construction. We recommend the use of relatively clean, free-draining material, such as 2- to 4-in.-minus crushed rock, for this purpose. The use of a geotextile fabric over the trench bottom will assist in trench-bottom stability and dewatering. 1 All utility trench excavations within building and pavement areas should be backfilled with relatively clean, granular material, such as sand, sandy gravel, or crushed rock of up to 11/2-in. maximum size and having less than 5% passing the No. 200 sieve (washed analysis). The bottom of the excavation should be thoroughly cleaned to remove loose materials and the utilities should be underlain by a minimum 6-in. thickness of bedding material. The granular backfill material should be compacted to at least 95% of the maximum dry density as determined by ASTM D698 in the upper 5 ft of the trench and at least 92% of this density below a depth of 5 ft. The use of hoe-mounted vibratory-plate compactors is usually most efficient for this purpose. Flooding or jetting as a means of compacting the trench backfill should not be permitted. I Foundation Support We anticipate column and wall loads will be on the order of 100 to 300 kips and 3 to 5 kips/ft, respectively. In our opinion, the proposed structural loads can be supported on conventional spread and wall footings in accordance with the following design criteria. As discussed earlier, our analysis indicates up to 1 in. of settlement could occur following a code-based seismic event. Based on the thickness of the non-liquefiable soil that mantles the site, we estimate the risk of ground manifestation of the seismically induced settlement is generally low. For design purposes, we recommend assuming differential seismic settlement will approach 50% of the calculated total seismic settlement over the length of the building. The 2015 National Earthquake Hazards Reduction Program (NEHRP) document titled "Recommended Seismic Provisions for New Buildings and Other Structures" provides guidance for acceptable limits of seismic differential settlement for different types of structures and different risk categories. In our opinion and based on Table 12.13-3 of 2015 NEHRP, up to 0.5 in. of seismic differential settlement over the length of the building is acceptable and consistent with current standards of practice for a life-safety performance 1 level. However, the structural engineer should determine if the structure can accommodate the estimated total and differential seismic settlement. Tying the foundations together with a network of grade beams could be considered to help reduce the potential adverse effects associated with differential vertical movement. The grade beams should be designed in accordance with the guidelines presented in the 2015 NEHRP document. All footings should be established in the medium-stiff, native soil that mantles the site. The base of all new footings should be established at a minimum depth of 18 in. below the lowest adjacent finished grade. The footing width should not be less than 24 in. for isolated column footings and 18 in. for wall footings. Excavations for all foundations should be made with a smooth-edge bucket, and all footing subgrades should be observed by a member of GRI's geotechnical engineering staff. Soft or otherwise unsuitable material encountered at foundation subgrade level should be overexcavated and backfilled with granular G RD 10 1 ' structural fill. Our experience indicates the subgrade soils are easily disturbed by excavation and construction activities. Due to these considerations, we recommend installing a minimum 3-in.-thick layer ' of compacted crushed rock in the bottom of all footing excavations. Relatively clean, 314-in.-minus crushed rock is suitable for this purpose. ' Footings established in accordance with these criteria can be designed on the basis of an allowable soil bearing pressure of 2,500 psf. This value applies to the total of dead load and/or frequently applied live loads and can be increased by one-third for the total of all loads: dead, live, and wind or seismic. We ' estimate the total static settlement of spread and wall footings designed in accordance with the recommendations presented above will be less than 1 in. for footings supporting column and wall loads of up to 300 kips and 5 kips/ft, respectively. Differential static settlements between adjacent, comparably ' loaded footings should be less than half the total settlement. Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of the footings and the underlying soil and by soil passive resistance. The total frictional resistance between the footing and the soil is the normal force times the coefficient of friction between the soil and the base of the footing. We recommend an ultimate value of 0.35 for the coefficient of friction for footings cast on granular material. The normal force is the sum of the vertical forces (dead load plus real live load). If additional lateral resistance is required, passive earth pressures against embedded footings can be computed on the basis of an equivalent fluid having a unit weight of 250 pcf. This design passive earth ' pressure would be applicable only if the footing is cast neat against undisturbed soil or if backfill for the footings is placed as granular structural fill and assumes up to 1/2 in. of lateral movement of the structure will occur in order for the soil to develop this resistance. This value also assumes the ground surface in ' front of the foundation is horizontal, i.e., does not slope downward away from the toe of the footing. Subdrainage/Floor Support To provide a capillary break and reduce the risk of damp floors, slab-on-grade floors established at or above adjacent final site grades should be underlain by a minimum 8 in. of free-draining, clean, angular rock. This material should consist of angular rock such as 11h-to 3/4-in. crushed rock with less than 2% ' passing the No. 200 sieve (washed analysis) and should be placed in one lift and compacted to at least 95% of the maximum dry density (ASTM D698) or until well keyed. To improve workability, the drain rock can be capped with a 2-in.-thick layer of compacted, 3/4-in.-minus crushed rock. In our opinion, it is appropriate to assume a coefficient of subgrade reaction, k, of 175 pci to characterize the subgrade support for point loading with 8 in. of compacted crushed rock beneath the floor slab. ' In areas where floor coverings will be provided or moisture-sensitive materials stored, it would be appropriate to also install a vapor-retarding membrane. The membrane should be installed as recommended by the manufacturer. In addition, a foundation drain should be installed around the ' building perimeter to collect water that could potentially infiltrate beneath the foundations and should discharge to an approved storm drain. Although it is anticipated that the finished floor elevation for the building will be established near or above the adjacent site grades, if structures, such as floors, are established below the final site grades, the structure should be provided with a subdrainage system. A subdrainage system will reduce the buildup of GRU 11 hydrostatic pressures on the floor slab and the risk of groundwater entering through embedded walls and floor slabs. GRI should be contacted if embedded structures are being considered. Retaining Walls ' General. A retaining wall will likely be required to retain the cut along SW 97th Avenue to establish grade for the new parking lot. Based on subsurface conditions,the anticipated height of the cut, and the adjacent road, we anticipate a soldier pile and lagging wall, either cantilevered or restrained with tie-back anchors, or a soil nail wall will be the most economical approach to providing the required structural support. We should be contacted if other types of retaining walls are to be considered for this project. GRI should review the final plans developed by the wall designer once they become available and complete global external stability analyses on representative cross sections of the planned retaining walls. Lateral Earth Pressures. Design lateral earth pressures for retaining walls depend on the type of construction, i.e., the ability of the wall to yield. Possible conditions are 1) a wall that yields to the active state by tilting about its base, such as a cantilever soldier pile or soil-nail wall, and 2) a wall that is laterally supported at its base and top and therefore unable to yield to the active state, such as a tied-back soldier pile wall. , The lateral earth pressure criteria shown on Figure 3 can be used for design of cantilevered retaining wall systems, which assumes the wall can be allowed to yield somewhat during and after construction and minor amounts of settlement behind the system can also be tolerated. The lateral earth pressure criteria shown on Figure 4 can be used for design of restrained retaining wall systems to resist larger forces and/or reduce the amount of yielding of the wall during and after construction. To account for seismic loading, the earth pressure should be increased by 8 and 15 pcf for yielding and non-yielding walls, respectively. This results in a triangular distribution with the resultant acting at 1/3H up from the base of the wall, where H is the height of the wall in feet. Additional lateral loading due to surcharge loads can be evaluated using the criteria shown on Figure 5. These earth pressures assume the walls are fully drained, i.e., hydrostatic pressure cannot build up on the back of the wall. We recommend installation of a permanent drainage system between the lagging and fascia for soldier pile and lagging walls, and between the soil and fascia for soil-nail walls. The drainage system should consist of continuous drainage panels between the lagging/retained soil and the face of the wall. The drainage panels should extend to the base of the wall, where water should be collected in a perforated pipe and discharged to an approved storm drain. In addition, the wall design should include positive drainage measures to prevent ponding of surface water behind the top of the wall. Soldier Pile and Lagging Walls. Lagging should be installed and any voids backfilled using controlled- density fill, if necessary, as the excavation proceeds. The excavation should not extend more than about 1 ft below a bracing level until the tie-backs, lagging, and backfill at that level are in place. Tied-Back Walls. For a tied-back soldier pile retaining wall, we recommend all tie-back anchors develop their pull-out resistance beyond a no-load zone defined by a plane, as shown on Figure 4. Verification tests should be conducted to at least 200% of the design anchor load for at least one anchor per level. The results of the tests will be used to review and revise, if necessary, the anchor design criteria. In addition, ' R G RU 12 1 each production anchor should be proof tested to at least 133% of the design load. The shoring contractor should have a proven record of successful shoring and tie-back installations in similar materials. Soil-Nail Wall. We anticipate soil nail walls may be used to retain the cut. Soil nail walls can be designed with relatively steep, near-vertical faces using reinforced shotcrete facing between the individual soil nails, ' which are typically installed in drilled holes and grouted into place. Soil nail walls typically have proprietary design and installation procedures developed by a specialty contractor to satisfy a performance-based specification. However, soil nail walls should be designed, constructed, and tested in substantial conformance with the guidelines provided in the Federal Highway Administration (FHWA) Soil Nail Walls Reference Manual (FHWA-NHI-14-007). Based on a review of the subsurface information for the site, we anticipate soil nail installation would encounter primarily silty sand and sandy silt soils. In our opinion, it is appropriate for preliminary planning to assume the following soil properties for the soil nail design. ' Static Conditions Seismic Conditions Moist Unit Moisture Effective Effective Undrained Weight,pcf Content,% Friction Angle,d' Stress Cohesion,psf Shear Strength,psf ' 115 30 32° 0 700 It should be understood that a soil nail wall must undergo some lateral deformation to mobilize the shear ' strength of the nails. Based on our experience, it is anticipated the lateral deformation could be about 1/2 in. fora 10-ft-high wall. Additional Retaining Wall Considerations. In addition, we recommend the following performance provisions be included in the project specifications. ' 1) Horizontal movement of the retaining wall system along the adjacent streets should be accurately measured and recorded at each stage of the excavation by the contractor. Horizontal movement should be measured at the top and at each intermediate bracing level on at least every second soldier pile, or about every 10 ft. Settlement of the ' ground surface near the adjacent street should be monitored at a minimum spacing of 20 ft along the curb line closest to the excavation. 2) Horizontal movement of the shoring system should not exceed 1/2 in. toward the excavation. Pavement Design We anticipate the bus loop pavement will be subjected to bus, automobile, and light truck traffic and the parking lot will be subjected primarily to automobile and light truck traffic, with occasional heavy truck traffic. We anticipate the majority of the site will be paved with AC pavement; however, areas subjected to repeated heavy truck traffic, such as trash-enclosure and service areas, may be paved with PCC pavement. ' Traffic estimates for the bus loop and parking areas are presently unknown. Based on our experience with similar projects and subgrade soil conditions, we recommend the following ' pavement sections. GIl 13 RECOMMENDED PAVEMENT SECTIONS CRB AC Thickness,in. Thickness,in. Areas Subject to School-Bus Traffic(Bus 14 5 Loop) Areas Subject to Primarily Automobile 12 4 Traffic(Service Road&Vehicle Drive Lanes) Areas Subject to Automobile Parking 8 3 (Parking Stalls) CRB PCC Thickness,in. Thickness,in. Areas Subject to Repeated Heavy Truck 6 6 Traffic(Trash-Enclosure and Service Areas) The recommended pavement sections should be considered minimum thicknesses and underlain by a woven geotextile fabric. It should be assumed some maintenance will be required over the life of the pavement (15 to 20 years). The recommended pavement sections are based on the assumption pavement ' construction will be accomplished during the dry season and after construction of the building has been completed. If wet-weather pavement construction is considered, it will likely be necessary to increase the thickness of CRB to support construction equipment and protect the subgrade from disturbance. The indicated sections are not intended to support extensive construction traffic, such as dump trucks and concrete trucks. Pavements subject to construction traffic may require repair. For the above-indicated sections, drainage is an essential aspect of pavement performance. We recommend all paved areas be provided positive drainage to remove surface water and water within the base course. This will be particularly important in cut sections or at low points within the paved areas, such as at catch basins. Effective methods to prevent saturation of the base course materials include providing weep holes in the sidewalls of catch basins, subdrains in conjunction with utility excavations, and separate trench- drain systems. To ensure quality materials and construction practices, we recommend the pavement work conform to Oregon Department of Transportation standards. Prior to placing base course materials, all pavement areas should be proof rolled with a fully loaded, 10-cy dump truck. Any soft areas detected by the proof rolling should be overexcavated to firm ground and backfilled with compacted structural fill. Provided the pavement section is installed in accordance with the recommendations provided above, it is our opinion the site-access areas will support infrequent traffic by an emergency vehicle having a gross vehicle weight(GVW) of up to 75,000 lbs. For the purposes of this evaluation, "infrequent" can be defined as once a month or less. DESIGN REVIEW AND CONSTRUCTION SERVICES ' We welcome the opportunity to review and discuss construction plans and specifications for this project as they are being developed. In addition, GRI should be retained to review all geotechnical-related portions of the plans and specifications to evaluate whether they are in conformance with the recommendations provided in our report. To observe compliance with the intent of our recommendations, the design concepts, and the plans and specifications, we are of the opinion that all construction operations dealing with earthwork and foundations should be observed by a GRI representative. Our construction-phase ` `g 14 ' services will allow for timely design changes if site conditions are encountered that are different from those described in our report. If we do not have the opportunity to confirm our interpretations, assumptions, and ' analyses during construction, we cannot be responsible for the application of our recommendations to subsurface conditions different from those described in this report. ' LIMITATIONS This report has been prepared to aid the architect and engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents ' our understanding of the significant aspects of the project relevant to the design and construction of the new foundations and floors. In the event any changes in the design and location of the project elements as outlined in this report are planned, we should be given the opportunity to review the changes and modify or reaffirm the conclusions and recommendations of this report in writing. The conclusions and recommendations submitted in this report are based on the data obtained from the ' explorations made at the locations indicated on Figure 2 and other sources of information discussed in this report. In the performance of subsurface investigations, specific information is obtained at specific locations at specific times. However, it is acknowledged that variations in soil conditions may exist ' between exploration locations. This report does not reflect any variations that may occur between these explorations. The nature and extent of variation may not become evident until construction. If during construction, subsurface conditions differ from those encountered in the explorations, we should be ' advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. ' Please contact the undersigned if you have any questions. Submitted for GRI, ' oat)PROFes ' �GINE S/0,W (e, 18281 9 4t. -j2-44 N t / ✓4 99 � N 6,SLEY SPP' / //1707 -2-- Renews 6/2018 Wesley Spang, PhD, PE, GE Nicholas M. Hatch, PE Principal Project Engineer ' This document has been submitted electronically. ' References Idriss, I.M., and Boulanger, R.W., 2008, Soil liquefaction during earthquakes: Earthquake Engineering Research Institute, EERI MNO-12. ' Idriss, I.M.,and Boulanger, R.W.,2014,CPT and SPT based liquefaction triggering procedures: Department of Civil & Environmental Engineering,College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. G RA 15 1 Madin, I.P.,1990,Earthquake-hazard geology maps of the Portland metropolitan area:Oregon Department of Geology and Mineral Studies,Open-File Report 90-02. Personius, S. F., Dart, R. L., Bradley, Lee-Ann, and Haller, K. M., 2003, Map and data for Quatemary faults and folds in Oregon: U.S.Geological Survey Open-File Report 03-095. 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Cook City „f,���� _iu Park Boat �/1Il,Y/f,.I' t 1 c/ USGS TOPOGRAPHIC MAP BEAVERTON,OREG.(2014) I North I0 1/2 1 MILE I I G R 13 TIGARD TUALATIN SCHOOL DISTRICT I TWALITY MIDDLE SCHOOL I VICINITY MAP I JUNE 2017 JOB NO.5970-B FIG. 1 r , :1 A t/e I Y •f , I / DMT-1 : VW/ :, \I firI'd; i CPT-1 .4) 6.;ay ,- ' 7. -;-\,-. "- ----,, ' 7Z 0-j,/ -- _ �- �- d B1 N.:,:k,;4:4 J 9 /7r// . 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' SITE PLAN JUNE 2017 JOB NO.5970-B FIG.2 I ' WALL H,FT I ► t h,FT V , (200 PCF)h _ (35 PCF)H+ h (SEE NOTE 2) < (SEE NOTE 2&4) (PASSIVE) (ACTIVE) NOTES: 1) SURCHARGE EFFECTS FROM THE ADJACENT ROAD SHOULD BE ADDED TO THE ABOVE DESIGN PRESSURES.LATERAL LOADS ON THE SHORING DUE TO SURCHARGE EFFECTS CAN BE COMPUTED USING THE CRITERIA PROVIDED IN FIGURE 5.HOWEVER,WE RECOMMEND A MINIMUM ADDITIONAL VERTICAL PRESSURE OF 250 PSF BE ADDED BEHIND THE WALL. 2) FOR CANTILEVERED SOLDIER PILES WITH LAGGING,BELOW THE BOTTOM OF THE WALL,PASSIVE PRESSURE ACTS OVER TWO PILE DIAMETERS(ACTUAL AREA),AND ACTIVE PRESSURE ACTS OVER ONE PILE DIAMETER(ACTUAL AREA)ASSUMES A MINIMUM SOLDIER PILE SPACING OF THREE DIAMETERS. 3) DESIGN ACTIVE PRESSURES ASSUME FULLY DRAINED CONDITIONS. 4) ACTIVE PRESSURE ACTS OVER THE ENTIRE EXPOSED SHORING AND/OR WALL AREA. 5) SOLDIER PILES SHOULD EXTEND AT LEAST 5 FT BELOW THE LOWEST ADJACENT EXCAVATION LEVEL. G R TIGARD TUALATIN SCHOOL DISTRICT TWALITY MIDDLE SCHOOL ' EARTH PRESSURES FOR CANTILEVER WALLS ' JUNE 2017 JOB NO.5970-B FIG.3 WALL A 1. SOLDIER PILE 30° 25H(PSF)FOR TEMPORARY SHORING H,FT (SEE NOTE 4) NO LOAD ' ZONE I_I-III I_II h III III 111-111 III=III X111 111=111 III �I11it III II H/4 > h,FT 1 (200 PCF)h(SEE NOTE 2) 1 NOTES: 1) FOR TIED-BACK SOLDIER PILES WITH LAGGING,SURCHARGE EFFECTS FROM THE ADJACENT ROAD SHOULD BE ADDED TO THE ABOVE DESIGN PRESSURES.LATERAL LOADS ON THE SHORING DUE TO SURCHARGE EFFECTS CAN BE COMPUTED USING THE CRITERIA PROVIDED IN FIGURE 5.HOWEVER,WE RECOMMEND A MINIMUM ADDITIONAL VERTICAL PRESSURE OF 250 PSF BE ADDED BEHIND THE WALL. 2) FOR TIED-BACK SOLDIER PILES WITH LAGGING BELOW THE BOTTOM OF THE WALL,PASSIVE PRESSURE ACTS OVER TWO PILE DIAMETER(ACTUAL AREA).ASSUMES A MINIMUM SOLDIER PILE SPACING OF THREE DIAMETERS. 3) DESIGN PRESSURES ASSUME FULLY DRAINED CONDITIONS. 4) ACTIVE PRESSURE ACTS OVER THE ENTIRE EXPOSED SHORED AND/OR WALL AREA. 5) SOLDIER PILES SHOULD EXTEND AT LEAST 5 FT BELOW THE LOWEST ADJACENT EXCAVATION LEVEL. G R TIGARD TUALATIN SCHOOL DISTRICT TWALITY MIDDLE SCHOOL EARTH PRESSURES FOR TIED-BACK WALLS JUNE 2017 JOB NO.5970-B FIG.4 I I < X=mH H LINE LOAD,QL -<-----____a STRIP LOAD,q I .TTTE irWe"-_ ___....,...6.---- (3,2 I Z=nH NM If For m S 0.4: VW/ Or is 111 aro __ Qi 0.2n Hoh H (0.16+n2)2 pI,r VrI or Form > 0.4: oh= q 2 (/I-SING COS 2a) ' ah ah = Qi 1.28m2n ah H (m2 — (fi'in radians) I LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL I < X=mH >1 I POINT LOAD,Qp I A A �' ��rl((fi► Z=nH MP For m S 0.4: I A-*___ W 011.11 -.A' ah = Qp 0.28n2 H Oar H2 (0.16+ n2)3 I V, Form >0.4: o ah = Qp 1.77m2n2 h H2 (m2+ n2)3 I I p a'h=ah COS2(1.10) NOTES: Ink kii ah 1. THESE GUIDELINES APPLY TO RIGID WALLS WITH POISSON'S I CD 0 --- ED RATIO ASSUMED TO BE 0.5 FOR BACKFILL MATERIALS. 2. LATERAL PRESSURES FROM ANY COMBINATION OF ABOVE a'h LOADS MAY BE DETERMINED BY THE PRINCIPLE OF SUPERPOSITION. I X=mH > I DISTRIBUTION OF HORIZONTAL PRESSURES IVERTICAL POINT LOAD R U TIGARD TUALATIN SCHOOL DISTRICT CJ TWALITY MIDDLE SCHOOL SURCHARGE-INDUCED LATERAL PRESSURE 1 JUNE 2017 JOB NO.5970-B FIG.5 G RH 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 P 503-641-3478 fI 503-644-8034 ' June 28, 2017 5970-C GEOTECHNICAL RPT Tigard-Tualatin School District 1 6960 SW Sandburg Street Tigard, OR 97223 Attention: Debbie Pearson/DAY CPM Services, LLC SUBJECT: Geotechnical Investigation and Site-Specific Seismic-Hazard Evaluation Templeton Elementary School Tigard, Oregon At your request, GRI completed a geotechnical investigation and site-specific seismic hazard evaluation for the planned improvements at Templeton Elementary School in Tigard, Oregon. The Vicinity Map, Figure 1, shows the general location of the site. The purpose of the investigation was to evaluate subsurface conditions at the site and develop geotechnical recommendations for use in the design and construction of the proposed improvements. The investigation included a review of existing geotechnical information for the site and surrounding area, subsurface explorations, laboratory testing, and engineering analyses. As part of our investigation, GRI completed a site-specific seismic-hazard evaluation to satisfy the requirements of the 2012 International Building Code (IBC), which was adopted by the 2014 Oregon Structural Specialty Code (OSSC). This report describes the work accomplished and provides conclusions and recommendations for use in the design and construction of the proposed project. PROJECT DESCRIPTION We understand the existing Templeton Elementary School will be demolished and rebuilt under the 2016 Tualatin-Tigard School District Bond Program. The existing Community Building located north of the existing Templeton Elementary School will remain in its current configuration for this project. The Site Plan, Figure 2, shows the location of the existing school, Community Building, and associated improvements. Based on our review of conceptual plans, we understand the new school will have a partially embedded lower level that will daylight near the southern property boundary. The northern and eastern portions of the first floor will be constructed at grade, and the remainder of the first floor will be constructed above the lower level. In general, the northern and eastern portions of the building will be located within the existing building footprint and the southern portion will extend about 150 ft south of the existing building. Although structural loads for the new building are not currently available, we anticipate column and wall loads will be on the order of 100 to 200 kips and 3 to 4 kips/ft, respectively. We anticipate the finished floor elevation for the lower level will be established at or near the lowest existing site grade, which occurs near the southern property boundary. Based on our review of topographic maps provided by the client, we estimate an excavation of about 5 to 10 ft will be required to construct the partially embedded lower level. We anticipate the finished floor elevation for the first floor will generally be consistent with existing site grades, and cuts and fills to establish grade across the remainder of the site will be minimal. Providing geotechnical,pavement,and environmental consulting services since 1984 1 1 1 We understand a new bus loop will surround the new school on the east and south, and a new service road and parking areas will be constructed around the existing Community Building. We anticipate the 1 new bus loop and parking areas will be paved with asphalt concrete(AC) pavement, and areas subjected to frequent heavy truck traffic, such as trash-enclosure and service areas, will be paved with Portland cement concrete (PCC) pavement 1 SITE DESCRIPTION General 1 The existing Templeton Elementary School consists of four, independent buildings that will be demolished for this project. The existing school buildings are bordered by a parking lot, bus loop and drop-off area, and the Community Building on the north; a grass field and play areas on the east and south; and 1 residential structures on the west. The Community Building and parking lot will remain in their current configuration for this project. The new bus loop will be constructed between the new school and residential structures, and the new service road and parking areas will be constructed within the footprint of the two easternmost school buildings. Review of satellite imagery and our observations at the site indicate the ground surface gently slopes downward from northwest to southeast across the site; however, the grass field and play areas are recessed about 5 ft lower than the existing school buildings and are 1 separated by an approximate 5H:1V (Horizontal to Vertical) slope. Geology 1 Published geologic mapping indicates the site is mantled with Missoula flood deposits, locally referred to in the project area as the Willamette Silt Formation (Madin, 1990). In general,Willamette Silt is composed ' of unconsolidated beds and lenses of silt and sand. Stratification within this formation commonly consists of 4-to 6-in.-thick beds, although in some areas, the silt and sand are massive and the bedding is indistinct or nonexistent. Based on the explorations completed for this project, the Willamette Silt is underlain by 1 Columbia River Basalt at depths of about 41.5 to 75 ft at the site. SUBSURFACE CONDITIONS General Subsurface materials and conditions at the site were investigated between May 3 and May 5, 2017, with three borings, designated B-1 through B-3;three cone penetrometer test(CPT) soundings, designated CPT-1 1 through CPT-3; and one dilatometer(DMT) sounding, designated DMT-1. The borings were advanced to a depth of about 41.5 ft,the CPT probes to depths of about 42.3 to 76.3 ft, and the DMT sounding to a depth of about 39 ft below existing site grades. The approximate locations of the explorations completed for this 1 investigation are shown on Figure 2. Logs of the borings, CPT probes, and DMT sounding are provided on Figures 1A through 9A. The field and laboratory programs conducted to evaluate the physical engineering properties of the materials encountered in the explorations are described in Appendix A. The terms and 1 symbols used to describe the materials encountered in the explorations are defined on Tables 1A through 3A and in the attached legend. 1 In addition, GRI is completing a concurrent geotechnical investigation for Twality Middle School located immediately northwest of Templeton Elementary School. As part of our Twality Middle School investigation,three borings, designated B-1TW through B-3TW; one CPT probe, designated CPT-1TW; and 1 one DMT sounding, designated DMT-1TW, were completed between May 3 and May 5, 2017. The G Rfl 2 1 borings were advanced to depths of about 27.8 to 51.5 ft, the CPT probe to a depth of about 26.3 ft, and the DMT sounding to a depth of about 34 ft below existing site grades at the approximate locations shown on Figure 2. Logs of the explorations and results of laboratory testing completed for the Twality Middle School project are included in Appendix B for reference. Sampling Disturbed and undisturbed soil samples were obtained from the borings at 2.5-ft intervals of depth in the upper 15 ft, 5-ft intervals to a depth of 30 ft, and 5-to 10-ft intervals below 30 ft. Disturbed soil samples were obtained using a 2-in.-outside-diameter (O.D.) standard split-spoon sampler (SPT). Penetration tests were conducted by driving the samplers into the soil a distance of 18 in. using a 140-lb hammer dropped 30 in. The number of blows required to drive the SPT sampler the last 12 in. is known as the Standard Penetration Resistance, or SPT N-value. SPT N-values provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. Relatively undisturbed soil samples were collected by pushing a 3-in.-0.D. Shelby tube into the undisturbed soil a maximum of 24 in. using the hydraulic ram of the drill rig. The soil in the Shelby tubes was extruded in our laboratory and Torvane shear strength measurements were recorded on selected samples. Soils For the purpose of discussion, the materials disclosed by our investigation have been grouped into the following categories based on their physical characteristics and engineering properties: 1. PAVEMENT 2. Sandy SILT and Silty SAND 3. SILT and CLAY , 4. BASALT The following paragraphs provide a detailed description of the materials encountered in the explorations and a discussion of the groundwater conditions at the site. 1. PAVEMENT. Exploration DMT-1 was advanced in an existing paved area and encountered approximately 3 in. of AC pavement at the ground surface. The pavement is underlain by about 10 in. of crushed-rock base (CRB) course. 2. Sandy SILT and Silty SAND. Interbedded layers of sandy silt and silty sand were encountered at the ground surface in explorations B-1 through B-3 and CPT-1 through CPT-3 and beneath pavement in exploration DMT-1. The interbedded layers of silt and sand extend to depths of about 38 to 58 ft. The thicknesses of the interbedded layers typically range from about 2 in. to 10 ft; however, layers of silty sand up to 35 ft thick were encountered in explorations B-1 and B-2. The soils are generally dark brown to brown with varying degrees of rust mottling and grade to gray below a depth of 30 to 35 ft. In general, the sandy silt contains fine-to medium-grained sand and up to trace clay; and the silty sand is fine to medium grained. The natural moisture contents of the silt and sand soils range from 24 to 39% and 24 to 35%, respectively. The relative consistency of the sandy silt is soft to hard based on SPT N-values of 4 to 12 blows/ft, Torvane shear strength values of 0.40 to 0.50 tsf, CPT tip-resistance values of about 5 to 210 tsf, and DMT GRD 3 1 constrained modulus values of about 120 to 1,000 tsf and is typically medium stiff. The relative density of the silty sand is very loose to very dense based on SPT N-values of 4 to 33 blows/ft, CPT tip-resistance values of about 10 to 290 tsf, and DMT constrained modulus values of about 375 to 1,500 tsf and is typically medium dense. It should be noted the borings were completed using solid-stem auger drilling techniques and SPT N-values tend to be underestimated in sandy soils below the groundwater level using ' this drilling method. Explorations B-1 through B-3 and DMT-1 were terminated in sandy silt to silty sand at depths of about 39 to 41.5 ft 3. SILT and CLAY. Interbedded layers of silt and clay were encountered beneath interbedded layers of silty sand and sandy silt based on interpretations of explorations CPT-1 through CPT-3. The interbedded layers of silt and clay extend to depths of about 41.5 to 75 ft. The thicknesses of the interbedded layers ' range from about 2 in. to 5 ft. The silt has a variable clay content ranging from a trace of clay to clayey, and the clay has a variable silt content ranging from a trace of silt to silty. Typically, the silt is clayey and the clay is silty. The silt and clay contain a variable amount of fine-grained sand, ranging from a ' trace of sand to sandy, and are interbedded with layers of sand ranging in thickness from 1 to 3 in. at depths of 55 and 60 ft in CPT-2. The relative consistency of the silt and clay soils is stiff to hard based on CPT tip-resistance values of about 15 to 240 tsf and is typically stiff to very stiff. ' 4. BASALT. Extremely soft (RO) basalt of the Columbia River Basalt Group was encountered beneath interbedded layers of silt and clay based on interpretations of explorations CPT-1 through CPT-3 and our ' experience in the project vicinity. The basalt extends to the maximum depth explored of 76 ft and is likely predominantly decomposed to decomposed. CPT tip-resistance values of about 150 to 500 tsf were recorded in the basalt. Explorations CPT-1 through CPT-3 were terminated in basalt at depths of about 42 to 76 ft. Groundwater Our review of U.S. Geological Survey (USGS) groundwater data suggests the regional groundwater level at the site typically occurs at depth in the highly fractured, hard basalt that underlies the site. However, groundwater was encountered at depths of 8 to 10 ft below the ground surface in borings B-1 through B-3. ' Explorations completed for this project and our experience in the project vicinity indicate perched groundwater occurs in the silt and sand soils that mantle the site throughout the year. We anticipate the ' local perched groundwater level typically occurs at a depth of 15 to 20 ft below the ground surface during the normally dry summer and fall months and may approach the ground surface during the wet winter and spring months or during periods of heavy or prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS General ' Subsurface explorations completed for this investigation indicate the site is mantled with interbedded layers of medium-stiff sandy silt and medium-dense silty sand. The interbedded layers of sandy silt and silty sand extend to depths of 38 to 58 ft and are underlain by interbedded layers of stiff to very stiff silt and clay. ' Based on our interpretation of CPT data and our experience in the project vicinity, we estimate basalt underlies the site at depths of 42 to 76 ft. We anticipate the local perched groundwater level typically occurs at depths of 15 to 20 ft below the ground surface throughout the year; however, perched ' groundwater may approach the ground surface during the wet winter months and following periods of intense or prolonged precipitation. G RQ 4 I In our opinion, foundation support for new structural loads can be provided by conventional spread and wall foundations established in firm, undisturbed, native soil or compacted structural fill. The primary geotechnical considerations associated with construction of the proposed building and associated improvements include the presence of fine-grained soils at the ground surface that are extremely sensitive to moisture content and the potential for shallow, perched groundwater conditions. The following sections of this report provide our conclusions and recommendations for use in the design and construction of the project. Seismic Considerations General. We understand the project will be designed in accordance with the 2012 IBC with 2014 OSSC modifications. For seismic design, the 2012 IBC references the American Society of Civil Engineers (ASCE) document 7-10, titled 'Minimum Design Loads for Buildings and Other Structures" (ASCE 7-10). A site- specific seismic-hazard evaluation was completed for the project in accordance with the 2014 OSSC. Details of the site-specific seismic-hazard evaluation and the development of the recommended response spectra are provided in Appendix C. ' Code Background. The 2012 IBC and ASCE 7-10 seismic hazard levels are based on a Risk-Targeted Maximum Considered Earthquake (MCER),with the intent of including the probability of structural collapse. The ground motions associated with the probabilistic MCER represent a targeted risk level of 1% in 50 years probability of collapse in the direction of maximum horizontal response with 5% damping. In general, these risk-targeted ground motions are developed by applying adjustment factors of directivity and risk coefficients to the 2% probability of exceedance in 50 years, or 2,475-year return period, hazard level (MCE) ground motions developed from the 2014 USGS Unified Hazard Tool. The risk-targeted probabilistic values are also subject to a deterministic limit. The code-based, ground-surface, MCER-level ' spectrum is typically developed using the mapped bedrock spectral accelerations, Ss and Si, and corresponding site coefficients, Fa and Fv,to account for site soil conditions. Site Response. In accordance with Section 20.4.2 of ASCE 7-10, the site is classified as Site Class D, or a stiff-soil site, based on an estimated Vs3o of about 950 ft/sec in the upper 100 ft of the soil profile. However, our analysis has identified a potential risk of seismically induced settlement at the site. In accordance with ASCE 7-10, sites with soils vulnerable to failure or collapse under seismic loading should be classified as Site Class F, which requires a site-specific site-response analysis unless the structure has a fundamental period of vibration less than or equal to 0.5 sec. The design response spectrum for sites with structures having a fundamental period of less than or equal to 0.5 sec can be derived using the non-liquefied subsurface profile. For periods greater than 0.5 sec, the code requires a minimum spectral response value equal to 80% of Site Class E. We anticipate the new structure will have a fundamental period of less than 0.5 sec; therefore, the code- based Site Class D conditions are appropriate for design of the structure. The maximum horizontal- direction spectral response accelerations were obtained from the USGS Seismic Design Maps for the coordinates of 45.4124° N latitude and 122.7740° W longitude. The Ss and Si parameters identified for the site are 0.96 and 0.42 g, respectively, for Site Class B or bedrock conditions. To establish the ground- surface MCER spectrum, these bedrock spectral coefficients are adjusted for site class using the short- and long-period site coefficients, Fa and Fv, in accordance with Section 11.4.3 of ASCE 7-10. The design-level response spectrum is calculated as two-thirds of the ground-surface MCER spectrum. ci RD 5 t I The recommended MCER- and design-level spectral response parameters for Site Class D conditions are tabulated below and discussed in further detail in Appendix C. 1 RECOMMENDED SEISMIC DESIGN PARAMETERS(2012 IBC/2014 OSSC) Recommended Seismic Parameter Value 1 Site Class D MCER 0.2-Sec Period 1.07 g Spectral Response Acceleration,SMS 1 MCER 1.0-Sec Period 0.66 g Spectral Response Acceleration,SM, Design-Level 0.2-Sec Period 0.72 g 1 Spectral Response Acceleration,Sos Design-Level 1.0-Sec Period 0.44 g Spectral Response Acceleration,So, 1 Liquefaction/Cyclic Softening. Liquefaction is a process by which loose, saturated granular materials, such as clean sand and, to a somewhat lesser degree, non-plastic and low-plasticity silts, temporarily lose 1 stiffness and strength during and immediately after a seismic event. This degradation in soil properties may be substantial and abrupt, particularly in loose sands. Liquefaction occurs as seismic shear stresses propagate through a saturated soil and distort the soil structure, causing loosely packed groups of particles 1 to contract or collapse. If drainage is impeded and cannot occur quickly, the collapsing soil structure causes the pore- water pressure to increase between the soil grains. If the pore-water pressure becomes sufficiently large, the inter-granular stresses become small and the granular layer temporarily behaves as a viscous liquid rather than a solid. After liquefaction is triggered, there is an increased risk of settlement, loss of bearing capacity, lateral spreading, and/or slope instability, particularly along waterfront areas. Liquefaction-induced settlement occurs as the elevated pore-water pressures dissipate and the soil 1 consolidates after the earthquake. Cyclic softening is a term that describes a relatively gradual and progressive increase in shear strain with 1 load cycles. Excess pore pressures may increase due to cyclic loading but will generally not approach the total overburden stress. Shear strains accumulate with additional loading cycles, but an abrupt or sudden decrease in shear stiffness is not typically expected. Settlement due to post-seismic consolidation can 1 occur, particularly in lower-plasticity silts. Large shear strains can develop, and strength loss related to soil sensitivity may be a concern. 1 The potential for liquefaction and/or cyclic softening is typically estimated using a simplified method that compares the cyclic shear stresses induced by the earthquake (demand) to the cyclic shear strength of the soil available to resist these stresses (resistance). Estimates of seismically induced stresses are based on ' earthquake magnitude and peak ground-surface acceleration (PGA). The cyclic resistance of soils is dependent on several factors, including the number of loading cycles, relative density, confining stress, plasticity, natural water content, stress history, age, depositional environment (fabric), and composition. The cyclic resistance of soils is evaluated using in-situ testing in conjunction with laboratory index testing but may also include monotonic and cyclic laboratory strength tests. For sand-like soils, the cyclic resistance is typically evaluated using SPT N-values or CPT tip-resistance values normalized for overburden 1 pressures and corrected for factors that influence cyclic resistance, such as fines content. For clay-like soils, GRI] 6 1 I the cyclic resistance is typically evaluated using estimates of the undrained shear strength, overconsolidation ratio (OCR), and sensitivity, or directly from cyclic laboratory tests. The potential for liquefaction and/or cyclic softening at the site was evaluated using the simplified method , based on procedures recommended by Idriss and Boulanger(2008)with subsequent revisions (2014). This method utilizes the PGA to predict the cyclic shear stresses induced by the earthquake. The USGS National Seismic Hazard Mapping Project (NSHMP) was used to determine the contributing earthquake magnitudes that represent the seismic exposure of the site for the MCEG hazard level. A crustal event on the Portland Hills fault and an event on the Cascadia Subduction Zone (CSZ)were determined to represent the sources of seismic shaking. For our evaluation, we have considered a magnitude MW 7 crustal earthquake and MW 9 CSZ earthquake with code-level PGAs (PGAM) of 0.45 and 0.36 g, respectively. We have conservatively assumed a groundwater depth of about 10 ft below the ground surface, which corresponds to the anticipated highest sustained groundwater level at the site. The results of our evaluation indicate there is a potential that zones of the interbedded sandy silt and silty sand deposit below the groundwater surface at the site could lose strength or liquefy during a code-based earthquake. Based on our analysis, potentially liquefiable soils are present about 10 ft below the ground surface and extend to a depth of about 40 ft. Our analysis indicates the potential for 1 to 2 in. of seismically induced settlement, which may occur during the earthquake and after earthquake shaking has ceased. Conventional geotechnical practice is to assume differential settlements may approach 50% of the calculated total seismic settlement. Discussion of seismically 1 induced building foundation settlement is presented in the Foundation Support section later in this report. Other Seismic Hazards. Based on site topography, the risk of earthquake-induced slope instability and/or lateral spreading is low. The risk of damage by tsunami and/or seiche at the site is absent. The inferred location of the Canby-Mollala Fault underlies the site (Personius et al., 2003); however, the USGS does not consider the Canby-Mollala Fault to be an active, contributing source in their Probabilistic Seismic Hazard Analysis (PSHA). The USGS considers the Portland Hills Fault, located about 12 km northeast of the site, to be the closest crustal fault source contributing to the overall seismic hazard at the site. Unless occurring on a previously unmapped or unknown fault,the risk of fault rupture at the site is low. I Earthwork General. The fine-grained soils that mantle the site are sensitive to moisture, and perched groundwater may approach the ground surface during the wet winter months. Therefore, it is our opinion earthwork can be completed most economically during the dry summer months, typically extending from June to mid-October. It has been our experience that the moisture content of the upper few feet of silty soils will decrease during extended warm, dry weather. However, below this depth, the moisture content of the soil tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result, the contractor must use construction equipment and procedures that prevent disturbance and softening of the subgrade soils. To minimize disturbance of the moisture-sensitive silt soils, site grading can be completed using track-mounted hydraulic excavators. The excavation should be finished using a smooth-edge bucket to produce a firm, undisturbed surface. It may also be necessary to construct granular haul roads and work pads concurrently with excavation to minimize subgrade disturbance. If the subgrade is disturbed during construction, soft, disturbed soils should be overexcavated to firm soil and backfilled with structural fill. GRD 7 1 1 1 If construction occurs during wet ground conditions, granular work pads will be required to protect the underlying silt subgrade and provide a firm working surface for construction activities. In our opinion, a 1 12-to 18-in.-thick granular work pad should be sufficient to prevent disturbance of the subgrade by lighter construction equipment and limited traffic by dump trucks. Haul roads and other high- density traffic areas will require a minimum of 18 to 24 in. of fragmental rock, up to 6-in. nominal size, to reduce the risk of ' subgrade deterioration. The use of a geotextile fabric over the subgrade may reduce maintenance during construction. Haul roads can also be constructed by placing a thickened section of pavement base course and subsequently spreading and grading the excess CRB after earthwork is complete. As an alternative to the use of a thickened section of crushed rock to support construction activities and protect the subgrade,the subgrade soils can be treated with cement. It has been our experience in this area 1 that treating the silt soils to a depth of 12 to 14 in. with about a 6 to 8% admixture of cement overlain by 6 to 12 in. of crushed rock will support construction equipment and provide a good, all-weather, working surface. 1 Site Preparation. Demolition of the existing improvements within the limits of the proposed improvements should include removal of existing pavements, floor slabs, foundations, walls, and ' underground utilizes (if present). The ground surface within all building areas, paved areas,walkways, and areas to receive structural fill should be stripped of existing vegetation, surface organics, and loose surface soils. We anticipate stripping up to a depth of about 4 to 6 in. will likely be required in the grass field and ' play areas near the southern and eastern property boundaries; however, deeper grubbing may be required to remove brush and tree roots. All demolition debris, trees, brush, and surficial organic material should be removed from within the limits of the proposed improvements. Excavations required to remove existing ' improvements, brush, and trees should be backfilled with structural fill. Organic strippings should be disposed of off site, or stockpiled on site for use in landscaped areas. Following stripping or excavation to subgrade level, the exposed subgrade should be evaluated by a qualified geotechnical engineer or engineering geologist. Proof rolling with a loaded dump truck may be part of this evaluation. Any soft areas or areas of unsuitable material disclosed by the evaluation should be ' overexcavated to firm material and backfilled with structural fill. Due to previous development at the site, it should be anticipated some overexcavation of subgrade will be required. 1 Excavation. We estimate an excavation of about 5 to 10 ft will be required to found the partially embedded lower level. Temporary excavation slopes should be no steeper than about 1H:1V, and permanent cut and fill slopes should be no steeper than 2H:1V. It should be understood the steeper the 1 temporary slopes, the more risk there is of sloughing of the exposed surface during construction. In our opinion, the short-term stability of temporary slopes will be adequate if surcharge loads due to existing footings, construction traffic, vehicle parking, material laydown, etc., are maintained an equal distance to 1 the height of the slope away from the top of the open cut. Other measures that should be implemented to reduce the risk of localized failures of temporary slopes include (1) using geotextile fabric to protect the exposed cut slopes from surface erosion; (2) providing positive drainage away from the top and bottom of the cut slopes; (3) constructing and backfilling walls as soon as practical after completing the excavation; (4) backfilling overexcavated areas as soon as practical after completing the excavation; and (5) periodically monitoring the area around the top of the excavation for evidence of ground cracking. It must be ' emphasized that following these recommendations will not guarantee sloughing or movement of the 1 GR0 8 1 1 temporary cut slopes will not occur; however, the measures should serve to reduce the risk of a major 1 slope failure. It should be realized, however, that blocks of ground and/or localized slumps may tend to move into the excavation during construction. Depending on the depth of the excavation and the time of year the work is completed, perched groundwater may be encountered in the excavation. We anticipate seepage, if encountered, can be controlled by pumping from temporary sumps in the bottom of the excavation. A blanket of relatively clean, well-graded crushed rock placed on the slopes may be required to reduce the risk of raveling soil conditions if temporary excavation slopes encounter perched groundwater. The thickness of the granular blanket should be evaluated based on actual conditions but would likely be in the range of 12 to 24 in. Structural Fill. We anticipate minor amounts of structural fill will be placed for this project. We recommend structural fill consist of granular material, such as sand, sandy gravel, or crushed rock with a maximum size of 2 in. Granular material that has less than 5% passing the No. 200 sieve (washed analysis) can usually be placed during periods of wet weather. Granular backfill should be placed in lifts and compacted with vibratory equipment to at least 95% of the maximum dry density determined in accordance with ASTM D698. Appropriate lift thicknesses will depend on the type of compaction equipment used. For example, if hand-operated vibratory-plate equipment is used, lift thicknesses should be limited to 6 to 8 in. If smooth-drum vibratory rollers are used, lift thicknesses up to 12 in. are appropriate, and if backhoe- or excavator-mounted vibratory plates are used, lift thicknesses of up to 2 ft may be acceptable. 1 On-site, fine-grained soils and site strippings free of debris may be used as fill in landscaped areas. These materials should be placed at about 90% of the maximum dry density as determined by ASTM D698. The moisture contents of soils placed in landscaped areas are not as critical, provided construction equipment can effectively handle the materials. Utility Excavations. In our opinion, there are three major considerations associated with design and construction of new utilities. 1) Provide stable excavation side slopes or support for trench sidewalls to minimize loss of ground. 2) Provide a safe working environment during construction. 3) Minimize post-construction settlement of the utility and ground surface. The method of excavation and design of trench support are the responsibility of the contractor and subject to applicable local, state, and federal safety regulations, including the current Occupational Safety and Health Administration (OSHA) excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for the use of our client and should not be interpreted to mean we are assuming responsibility for the contractor's actions or site safety. According to current OSHA regulations, the majority of the fine-grained soils encountered in the explorations may be classified as Type B. In our opinion, trenches less than 4 ft deep that do not encounter groundwater may be cut vertically and left unsupported during the normal construction sequence, GRD 9 1 ' assuming trenches are excavated and backfilled in the shortest possible sequence and excavations are not allowed to remain open longer than 24 hr. Excavations more than 4 ft deep should be laterally supported or alternatively provided with side slopes of 1 H:1 V or flatter. In our opinion, adequate lateral support may be provided by common methods, such as the use of a trench shield or hydraulic shoring systems. ' We anticipate the groundwater level will typically occur below the anticipated maximum excavation depth; however, perched groundwater may approach the ground surface during intense or prolonged precipitation. Groundwater seepage, running soil conditions, and unstable trench sidewalls or soft trench ' subgrades, if encountered during construction, will require dewatering of the excavation and trench sidewall support. The impact of these conditions can be reduced by completing trench excavations during the summer months, when groundwater levels are lowest, and by limiting the depths of the trenches. We anticipate groundwater inflow, if encountered, can generally be controlled by pumping from sumps. To facilitate dewatering, it will be necessary to overexcavate the trench bottom to permit installation of a granular working blanket. We estimate the required thickness of the granular working blanket will be on the order of 1 ft, or as required to maintain a stable trench bottom. The actual required depth of overexcavation will depend on the conditions exposed in the trench and the effectiveness of the ' contractor's dewatering efforts. The thickness of the granular blanket must be evaluated on the basis of field observations during construction. We recommend the use of relatively clean, free-draining material, such as 2- to 4-in.-minus crushed rock, for this purpose. The use of a geotextile fabric over the trench ' bottom will assist in trench-bottom stability and dewatering. All utility trench excavations within building and pavement areas should be backfilled with relatively ' clean, granular material, such as sand, sandy gravel, or crushed rock of up to 11/2-in. maximum size and having less than 5% passing the No. 200 sieve (washed analysis). The bottom of the excavation should be thoroughly cleaned to remove loose materials and the utilities should be underlain by a minimum 6-in. ' thickness of bedding material. The granular backfill material should be compacted to at least 95% of the maximum dry density as determined by ASTM D698 in the upper 5 ft of the trench and at least 92% of this ' density below a depth of 5 ft. The use of hoe-mounted vibratory-plate compactors is usually most efficient for this purpose. Flooding or jetting as a means of compacting the trench backfill should not be permitted. Foundation Support ' We anticipate column and wall loads will be on the order of 100 to 200 kips and 3 to 4 kips/ft, respectively. In our opinion, the proposed structural loads can be supported on conventional spread and wall footings in accordance with the following design criteria. As discussed earlier, our analysis indicates 1 to 2 in. of settlement could occur following a code-based seismic event. Based on the thickness of the non- liquefiable soil that mantles the site, we estimate the risk of ground manifestation of the seismically induced ' settlement is generally low. For design purposes, we recommend assuming differential seismic settlement will approach 50% of the calculated total seismic settlement over the length of the building. ' The 2015 National Earthquake Hazards Reduction Program (NEHRP) document titled "Recommended Seismic Provisions for New Buildings and Other Structures" provides guidance for acceptable limits of seismic differential settlement for different types of structures and different risk categories. In our opinion ' and based on Table 12.13-3 of 2015 NEHRP, 0.5 to 1 in. of seismic differential settlement over the length of the building is acceptable and consistent with current standards of practice for a life-safety performance GRD 10 I level. However, the structural engineer should determine if the structure can accommodate the estimated , total and differential seismic settlement. Tying the foundations together with a network of grade beams could be considered to help reduce the potential adverse effects associated with differential vertical movement. The grade beams should be designed in accordance with the guidelines presented in the 2015 NEHRP document. All footings should be established in the medium-stiff, native soil that mantles the site. The base of all new footings should be established at a minimum depth of 18 in. below the lowest adjacent finished grade. The footing width should not be less than 24 in. for isolated column footings and 18 in. for wall footings. Due to the variable subgrade conditions, we recommend all foundations be underlain by a minimum 6-in. thickness of compacted crushed rock. Relatively clean, 314-in.-minus crushed rock is suitable for this purpose. Excavations for all foundations should be made with a smooth-edge bucket, and all footing subgrades should be observed by a member of GRI's geotechnical engineering staff. Soft or otherwise unsuitable material encountered at foundation subgrade level should be overexcavated and backfilled with granular structural fill. Local areas of softer subgrade may require deeper overexcavation and should be evaluated by a member of GRI's geotechnical engineering staff. Footings established in accordance with these criteria can be designed on the basis of an allowable soil bearing pressure of 2,500 psf. This value applies to the total of dead load and/or frequently applied live loads and can be increased by one-third for the total of all loads: dead, live, and wind or seismic. We estimate the total static settlement of spread and wall footings designed in accordance with the recommendations presented above will be less than 1 in. for footings supporting column and wall loads of up to 200 kips and 4 kips/ft, respectively. Differential static settlements between adjacent, comparably loaded footings should be less than half the total settlement. Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of the footings and the underlying soil and by soil passive resistance. The total frictional resistance ' between the footing and the soil is the normal force times the coefficient of friction between the soil and the base of the footing. We recommend an ultimate value of 0.35 for the coefficient of friction for footings cast on granular material. The normal force is the sum of the vertical forces (dead load plus real live load). If additional lateral resistance is required, passive earth pressures against embedded footings can be computed on the basis of an equivalent fluid having a unit weight of 250 pcf. This design passive earth pressure would be applicable only if the footing is cast neat against undisturbed soil or if backfill for the footings is placed as granular structural fill and assumes up to 1h in. of lateral movement of the structure will occur in order for the soil to develop this resistance. This value also assumes the ground surface in front of the foundation is horizontal, i.e., does not slope downward away from the toe of the footing. Subdrainage/Floor Support To provide a capillary break and reduce the risk of damp floors, slab-on-grade floors established at or above adjacent final site grades should be underlain by a minimum 8 in. of free-draining, clean, angular rock. This material should consist of angular rock such as 11h- to 3/4-in. crushed rock with less than 2% passing the No. 200 sieve (washed analysis) and should be placed in one lift and compacted to at least 95% of the maximum dry density (ASTM D698) or until well keyed. To improve workability, the drain rock can be capped with a 2-in.-thick layer of compacted, 3/4-in.-minus crushed rock. In areas where floor coverings will be provided or moisture-sensitive materials stored, it would be appropriate to also install a GRD 11 t 1 1 vapor-retarding membrane. The membrane should be installed as recommended by the manufacturer. In addition, a foundation drain should be installed around the building perimeter to collect water that could 1 potentially infiltrate beneath the foundations and should discharge to an approved storm drain. We anticipate the finished floor elevation for the majority of the partially embedded lower level will be 1 established below final site grades. Unless the partially embedded lower level is designed to be watertight and resist hydrostatic pressures, subdrainage should be provided for the portion of the structure established below final site grades. A subdrainage system will reduce hydrostatic pressure and the risk of groundwater 1 entering through the embedded wall and floor slabs. Typical subdrainage details for embedded structures are shown on Figure 3. The figure shows peripheral subdrains to drain embedded walls and an interior granular drainage blanket beneath the concrete floor slab,which is drained by a system of subslab drainage 1 pipes. All perched groundwater collected should be drained by gravity or pumped from sumps into the stormwater disposal facility. If the water is pumped, an emergency power supply should be included to prevent flooding due to power loss. 1 In our opinion, it is appropriate to assume a coefficient of subgrade reaction, k, of 175 pci to characterize the subgrade support for point loading with 8 in. of compacted crushed rock beneath the floor slab. 1 Retaining Walls General. We anticipate construction of the partially embedded lower level will require embedded walls 1 with a maximum height of 10 ft. We anticipate the walls will be cast-in-place concrete. Foundation design and subgrade preparation should conform to the recommendations provided above for spread footings. 1 Lateral Earth Pressures. Design lateral earth pressures for retaining walls depend on the type of construction, i.e.,the ability of the wall to yield. Possible conditions are 1) a wall that is laterally supported at its base and top and therefore unable to yield to the active state and 2) a retaining wall, such as a typical 1 cantilever or gravity wall, that yields to the active state by tilting about its base. A conventional basement wall and cantilever retaining wall are examples of non-yielding and yielding walls, respectively. 1 For completely drained, horizontal backfill, yielding and non-yielding walls may be designed on the basis of equivalent fluid unit weights of 35 and 50 pcf, respectively. To account for seismic loading, the earth pressure should be increased by 10 and 18 pcf for yielding and non-yielding walls, respectively. This 1 results in a triangular distribution with the resultant acting at 1/3H up from the base of the wall, where H is the height of the wall in feet. Additional lateral loading due to surcharge loads can be evaluated using the criteria shown on Figure 4. 1 The lateral earth pressure criteria presented above are appropriate if the retaining walls are fully drained. We recommend installation of a permanent drainage system behind all the retaining walls. The drainage 111 system can either consist of a drainage blanket of rock or continuous drainage panels between the retained soil/backfill and the face of the wall. The drainage blanket should have a minimum width of 12 in. and consist of crushed drain rock that contains less than 2% fines content(washed analysis). A typical drainage 1 system for embedded walls is shown on Figure 3. The drainage blanket or drainage panels should extend to the base of the wall, where water should be collected in a perforated pipe and discharged to a suitable 1 outlet, such as a sump or approved storm drain. In addition, the wall design should include positive drainage measures to prevent ponding of surface water behind the top of the wall. 1 GRD 12 1 1 Overcompaction of backfill behind walls should be avoided. Heavy compactors and large pieces of ' construction equipment should not operate within 5 ft of any retaining wall to avoid the buildup of excessive lateral earth pressures. Compaction close to the walls should be accomplished with hand-operated vibratory-plate compactors. Overcompaction of backfill could significantly increase lateral earth pressures behind walls and cause damage to cast-in-place concrete retaining walls. Pavement Design We anticipate the bus loop pavement will be subjected to bus, automobile, and light truck traffic and the parking areas will be subjected primarily to automobile and light truck traffic, with occasional heavy truck traffic. We anticipate the majority of the site will be paved with AC pavement; however, areas subjected to repeated heavy truck traffic, such as trash-enclosure and service areas, may be paved with PCC pavement. Traffic estimates for the roadways and parking areas are presently unknown. ' Based on our experience with similar projects and subgrade soil conditions, we recommend the following pavement sections. RECOMMENDED PAVEMENT SECTIONS CRB AC Thickness,in. Thickness,in. Areas Subject to School-Bus Traffic(Bus 14 5 Loop) Areas Subject to Primarily Automobile 12 4 Traffic(Service Road&Vehicle Drive Lanes) Areas Subject to Automobile Parking 8 3 (Parking Stalls) CRB PCC Thickness,in. Thickness,in. Areas Subject to Repeated Heavy Truck 6 6 Traffic(Trash-Enclosure&Service Areas) 1 The recommended pavement sections should be considered minimum thicknesses and underlain by a woven geotextile fabric. It should be assumed some maintenance will be required over the life of the pavement (15 to 20 years). The recommended pavement sections are based on the assumption pavement construction will be accomplished during the dry season and after construction of the building has been completed. If wet-weather pavement construction is considered, it will likely be necessary to increase the thickness of CRB to support construction equipment and protect the subgrade from disturbance. The indicated sections are not intended to support extensive construction traffic, such as dump trucks and concrete trucks. Pavements subject to construction traffic may require repair. For the above-indicated sections, drainage is an essential aspect of pavement performance. We recommend all paved areas be provided positive drainage to remove surface water and water within the base course. This will be particularly important in cut sections or at low points within the paved areas, such as at catch basins. Effective methods to prevent saturation of the base course materials include providing weep holes in the sidewalls of catch basins, subdrains in conjunction with utility excavations, and separate trench drain systems. To ensure quality materials and construction practices, we recommend the pavement work conform to Oregon Department of Transportation standards. G R 0 13 1 Prior to placing base course materials, all pavement areas should be proof rolled with a fully loaded, 10-y dump truck. Any soft areas detected by the proof rolling should be overexcavated to firm ground and ' backfilled with compacted structural fill. Provided the pavement section is installed in accordance with the recommendations provided above, it is our opinion the site-access areas will support infrequent traffic by an emergency vehicle having a gross ' vehicle weight(GVW) of up to 75,000 lbs. For the purposes of this evaluation, "infrequent" can be defined as once a month or less. ' DESIGN REVIEW AND CONSTRUCTION SERVICES We welcome the opportunity to review and discuss construction plans and specifications for this project as ' they are being developed. In addition, GRI should be retained to review all geotechnical-related portions of the plans and specifications to evaluate whether they are in conformance with the recommendations provided in our report. To observe compliance with the intent of our recommendations, the design concepts, and the plans and specifications, we are of the opinion that all construction operations dealing with earthwork and foundations should be observed by a GRI representative. Our construction-phase services will allow for timely design changes if site conditions are encountered that are different from those ' described in our report. If we do not have the opportunity to confirm our interpretations, assumptions, and analyses during construction, we cannot be responsible for the application of our recommendations to subsurface conditions different from those described in this report. ' LIMITATIONS This report has been prepared to aid the architect and engineer in the design of this project. The scope is ' limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the new foundations and floors. In the event any changes in the design and location of the project elements as outlined in this report are planned, we should be given the opportunity to review the changes and modify or reaffirm the conclusions and recommendations of this report in writing. The conclusions and recommendations submitted in this report are based on the data obtained from the explorations made at the locations indicated on Figure 2 and other sources of information discussed in this report. In the performance of subsurface investigations, specific information is obtained at specific locations at specific times. However, it is acknowledged that variations in soil conditions may exist between exploration locations. This report does not reflect any variations that may occur between these explorations. The nature and extent of variation may not become evident until construction. If during construction, subsurface conditions differ from those encountered in the explorations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations ' where necessary. Please contact the undersigned if you have any questions. G R0 14 1 Submitted for GRI, ' PROpe 8,9, e . ,4, 18281 9 9 1 N f / AN 16199 FSLEY VIAle ' ftf1712---Renews 06/2018 Wesley Spang, Ph.D, PE, GE Nicholas M. Hatch, PE Principal Project Engineer This document has been submitted electronically. References Idriss, I.M., and Boulanger, R.W., 2008, Soil liquefaction during earthquakes: Earthquake Engineering Research Institute, EERI MNO-12. Idriss, I.M.,and Boulanger, R.W.,2014, CPT and SPT based liquefaction triggering procedures: Department of Civil & Environmental Engineering,College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. Madin, I.P.,1990,Earthquake-hazard geology maps of the Portland metropolitan area:Oregon Department of Geology and Mineral Studies,Open-File Report 90-02. Personius, S. F., Dart, R. L., Bradley, Lee-Ann, and Haller, K. M., 2003, Map and data for Quatemary faults and folds in Oregon: U.S.Geological Survey Open-File Report 03-095. U.S.Geological Survey(USGS),Unified hazard tool,Conterminous U.S.2014(v4.Ox),accessed 5/30/17 from USGS website: https://earthquake.usgs.gov/hazards/interactive/. 1 1 GRD 15 ff fin I AI ir 4411-11. ik �' _ ) , ' TriMe\Tigard '�� Transit Center Park- r j5 _ �� t andRide O \� ti I '9;i SWFONNERV 247 Ott(, , K. 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I - 4k1q ,, : f4.10'/"�' TWALITY MIDDLE SCHOOL � �� ir 410 /I // /;i:: ;' :zl -,t1 ,�j /l - //// �/�a '";/, / / ,7/ / 11 7 / 1 \ I I: , ,:-.),'4' 4_74•17- 0 I , , / , ,, ., 7 y z 6 ' c> /c) ; .1*L �� / j CONE PENETRATION TEST COMPLETED BY GRI I `�' Y9 i i � � �, CPT-1 (MAY 5,2017) / 5 �r o� .� ��/ DILATOMETER COMPLETED BY GRI / //VA,A). , -f / (MAY 7//, � 5,2017) / e ' O : r COMMUNITY 00 BUILDING a ��% %��;% ' ��� DILATOMETER COMPLETED BY GRI _ - F — 1 `/- -'7' c.'//t..'"'‘ ,' ,., / % / (MAY 017) `� ._!,/, M 5 2 � i, �; jI _ -may' l - / / /I CONE PENETRATION TEST COMPLETED BY GRI �uillW , - . -a ,� �4'-- J/�/ e-- t:21:77 (MAY 4 5,2017) 1', DMT-1 _ '1'., O //�� �' S BORING COMPLETED BY GRI /1 / / 1 (MAY 3-4,2017) BORING COMPLETED BY GRI ' ���o s o- /j j�%�_ /I ■ (MAY 3 4,2017) ��&1(\' �%6 j/ , '� �/ �� SITE PLAN FROM FILE BY DAY CPM SERVICES,LLC B-2 i;; l ''d North /'� /i/ / % / i 0 120 240 FT i'/4%, % / /// /i CPT-2 • • 111 • %�/ --;,)/ / / j % /6 UB-1 \ //z/ d �r -3iii� 7 // (. 1 7 2 \ \ f i /�� I TIGARD TUALATIN SCHOOL DISTRICT a / / "' �� 1, ;/ ��4 // )7 )/7)/////7--\. / G R TEMPLETON ELEMENTARY SCHOOL cr . ' . *- R`.- _6 , , i'` 0 ';; if SITE PLAN a, JUNE 2017 JOB NO.5970-C FIG.2 I /V I 3/4-IN.-MINUS CRUSHED ROCK WITH SEAL WITH ON-SITE (LESS THAN 5%PASSING NO.200 SIEVE /IMPERVIOUS MATERIAL (WASHED ANALYSIS) / SLOPE TO DRAIN —r. I Pe � 2 IN.— °.• �, CONCRETE SLAB ' ° ° V Viitt ii.R:V i�'';�~y;�y NN►RDWAVA �;�M. 3+%�is'�i ,y ,i•. •po •�!•.•�! �, ^VARIES ^ VAPOR-RETARDING MEMBRANE SYSTEM O" • •o ° t sv,pitt;V: .�,: '0•1.�� moo% MIN.) 8 IN.(MIN.) I• o .� (2 IN. (SEE NOTE 1) • •• ,,, 1101 \ • "1-1a 11 elk VARIES(2 IN.MIN.) I .a. I GRANULAR BACKFILL COMPACTEDI 1 FT I TO ABOUT 95%OF THE MAXIMUM (MIN.)>._ SEE DETAIL'A'FOR TYPICAL ROCK OF UP TO 2-IN.SIZE WITH 4-IN.-DIAMETER PERFORATED DRAIN PIPES DRY DENSITY AS DETERMINED BY ° a UNDERSLAB RECOMMENDATIONS NOT MORE THAN 2%PASSING THE ARE TYPICALLY PLACED ON 20-FT CENTERS ASTM D 698 I NO.200 SIEVE(WASHED ANALYSIS) AND SLOPED TO DRAIN(SEE NOTE 2) I TEMPORARY I ° DETAIL 'A' CONSTRUCTION ° 04 ° . a SLOPE I0 NOT TO SCALE I • °•• ° 11/2 TO3/4 GRAVEL WITH LESS THAN as:: r 2%PASSING THE NO.200 SIEVE (WASHED ANALYSIS) UNDERSLAB DRAIN 4-IN.-DIAMETERNOTES:PERFORATED PLASTIC N TES: , DRAIN PIPE,SLOPE TO DRAIN 1) A VAPOR-RETARDING MEMBRANE SYSTEM IS RECOMMENDED FOR I MOISTURE-SENSITIVE AREAS AND SHOULD BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 2) INTERNAL 4-IN.-DIAMETER PERFORATED DRAIN PIPES ARE TYPICALLY I PERIMETER DRAIN NOT ABOVE CESSARY PERIMETERGRADES.N THOSE EAS WHERE THE FINISH FLOOR WILL BE I I G110 TIGARD TUALATIN SCHOOL DISTRICT I TEMPLETON ELEMENTARY SCHOOL TYPICAL SUBDRAINAGE DETAILS I JUNE 2017 JOB NO.5970-C FIG.3 < X=mH H LINE LOAD,Qr E� STRIP LOAD,q a _ U.,., Z=nH p Form 50.4:Form > H ah0.4:= QL 0.2n22 OF H (0.16+ n ) pI� vir2 ah= 4 (/3-SIN/3 COS 2a) rr in radians) ah ah = QL 1.28m2n ah H (m2+ (� LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL --< X=mH >� POINT LOAD,QP A Z=nH01P Form 5 0.4: _-A' ah = Qv 0.2802 H2 (0.16+02)3 Form > 0.4: _ QP 1.77m2n2 vr jah ah HZ (m2+02)3 OL.a'h=ah COS2(1.10) NOTES: OP ah 1. THESE GUIDELINES APPLY TO RIGID WALLS WITH POISSON'S RATIO ASSUMED TO BE 0.5 FOR BACKFILL MATERIALS. O e �'� 02. LATERAL PRESSURES FROM ANY COMBINATION OF ABOVE a'h LOADS MAY BE DETERMINED BY THE PRINCIPLE OF SUPERPOSITION. X=mH > DISTRIBUTION OF HORIZONTAL PRESSURES VERTICAL POINT LOAD 0 TIGARD TUALATIN SCHOOL DISTRICT TEMPLETON ELEMENTARY SCHOOL SURCHARGE-INDUCED LATERAL PRESSURE JUNE 2017 JOB NO.5970-C FIG.4 ' Appendix B ' Detention Calculations and Hydrographs 1 1 1 t Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT I I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers I STORMWATER DRAINAGE REPORT MN MN NMI OM Ell MI GI Ni in NM I MI NM NM s mg N. an " '~- EXISTING CONDITION AREAS) AC.2ma., _ „;�; jt b�=T.i7-tom s3 y ` - BASIN A-93,000 SF IMPERV •1�1i'L*���Sr�r .,• er" • .O • -i. 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INSTALL 6'GHMNLINK FENCE AROUNF GENERATOR PAD. phase Record ® CONSTRUCT CONCRET SLAB ak t e • • © RE-INSTALL IS TALL GREEN C1AN LNK FENCE ANO SWING GATE l JuDrawingse 00 I Vli WITH•TATX LOCK. date!June 2005 • RE-INSTALL SAVAGED BYE RACKS revisionsI I I 1 , // ® SAVE AND PROTECT DUSTING ADA PARKING STALL / ^. ® SEE ELECTRICAL PLANS FOR UGHT POLE NFORMA0ON • SAVE AND PROTECT EIOSTOG SIGN ® SALVAGE AND RELOCATE EI95TNC ADA PARKING SIGN ®B INSTALL'FIRE LANG'SIGN- E3 CONSTRUCT STENCILED PAVEMENT MARKINGS{WHITE) VVV1111✓✓✓✓ —,._ ® TRANSITION TO RUSH CURS ALONG EXISTING SIDEWALK pr0)eCt#I 03021 I R PROVIDE PRECAST WHEELSTOPS SITE PLAN i:I_ 20' 020' 4n' C3 I ' _,.DD— ,� .DD 300 5.00D 2005 Improvements at Twality lot/ i ---- ..DO----5.00 D----5.00 4.00 SOD ,Loo 1.00 SOD-- 26.0 t i`,_ — I Reduce pre-de Impervious areas to account for •„�,TE`*y^E.1N1FP0R8•PLANNING t. _.._ T_ iaar /"/v, /� 5.00— ' s v sm lam I % y 077.x-v, � % G� �/� % ya 5.a0 4 2 ::” , +1% sm.— ''� ,7i,�,vAll A �/.4 i f.� SDD these "new" improvements I .r - N Y///9% /94169"., ',.////% .,gi ,%/,,.! /,�//////, 5ffi 900 - ®_�� � 0� �1� G� IOP_���w!,Y/frY//di�t//��.��////�� Sa5- r .r . . � � i/ �ry%/pH�/�l.r/J/,/i%'p./h�� S50 500 0.00 I— iJ A�V / ,,, ... :mmmissoNKIM/..... 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V ea 1 jr / I �/ ADDITIVE BID ITEM �liJ ♦ $ • CO g � T / �./ /E41- .1,1;,-;;;--_!_-'-7. fi s 6 sr ]0 3 F ® /i/91\ ,. ,' — El . : -� =-�'•�= ��. 92.50 -..., _ I b: 1 r rl.lo -- _ —— —— \ \�\` �E R CK INFORM TAPLANS FOR ON MFOKIMT7195 DNPROVDEDSOLELY BY i, .. I � �I TIECONTRACTOR.DULL OLSON co RASED UFON .N • d I - - - RffXFS ARCHITECTS PIC HAS NOT I '.. / J� - 12.50• J-. _ -� REVIEWED THE PJFDRY4TKIN • I 3 .• - ��' - © I SWARM BY THE CONTRACTOR FOR Y`\ 1'- I I t'''••711 I ACCURACY DR FOR MY OTHER +/ �•-EIIJEYENT FOR I E. 55.00 I 'II '• 1 V - 7. MASON.ASARESIAT.D1Al OLSON I rtl - '�--,..1:. t®03 ARCWlECTS TC ANO TFER PUBLIC WATER p 1 , ( 4.( 1 ..., .'.-c' I•r I I - WIsrATANTS HAVE... _� I 1] - I rf TX�XI NTHTHE URACY O . .. 4.. \ ® a• 11,587sf I' _ .T — I I}I: DRAwINGS ! __ \ — 1 - 7,© 1-A 2, T SITE CONSTRUCTION NOTES • ( .li - yam. I �1 SANCUT PAVEMENT A STRAIGHT LANES. OALL OFF-SITE. ❑4 i `B! PAVEMENT YATHIN SANCUT UNITS AND DISPOSE OF OFF-STEL TkOO' .. [ F-' ,.I I I: © SAVE AND PR0TECT EXISTING ASPHALT THROUGHOUT ! I kh CONSTRUCTION ACmttEs . T 03 SAVE AND PROTECT COSTING CURB THROUGHOUT CONSTRUCTION \� EU ACTVITIES \ IID SAVE AND PROTECT EXISTNG LANDSCAPE THROUGHOIT CONSULTING, ENGINEERS INC. 4 ' _..-I' CONSTRUCTION ACTIVITIES. ea,o NNwDOI unA.VIM aro I �, ll 05 CONSTRUCT ASPHALT SPEED HUMP COMPLETE MTH CHEVRON � romAN1. Fu MARKINGS AND-111A/P-STENCIL. qv III.1'u0)xm aesl .(Owl VD-39211 Q� Lk 1.1111111111111 ® CONSTRUCT STANDARD CURB— ©0/ phase Record Q _ Q7 CONSTRUCT STANDARD SIDEWALK OB CONSTRUCT STANDARD ASPHALT SECTION ©©o I Drawings II / \ 08 CONSTRUCT HEAVY ASPHALT SECTION ® date'June 20O5 CONSTRUCT ADA PARKING STALL revisions' „ INSTALL ADA SIGN(TYPICAL) ©©� VVV�►►►��T"' / \ , ® CONSTRUCT ADA RAMP - IRIJ INSTALL 3-AHI7E PAVEMENT MARKINGS(TYPICAL)- -©©Q _. © INSTALL PRE-CAST CONCRETE CURB STOP \- IB CONSTRUCT KEYSTONE RETAINING WALL - %;1 © SEE�NARCC ARCHITECTURAL PLANS FOR BUILDING CONSTRUCTION \ project — 4 03020 ® SEE LANDSCAPE PLANS FOR CONSTRUCTION INFORMATION ® SEE ELECTRICAL PLANS FOR LIGHT POLE INFORMATION j► PLAN ® RELOCATED FLAGPOLE.SEE ARCHITECTURAL PLANS FOR SITE CDNSTRUCTIOR INFORMATION. 20r 0 20' 40' 60' ® C 3 PROVIDE PAINTED CRO55wALK. \ I ® RELOCATED EXISTING UGIT. I -.- I r I ® MESAL FENCE. 4 r\-7., A-- -----�-I- F -- --- -- 1 1 1 PROPOSED BASIN A AND B "1 �'' }( C4.1 IMPERVIOUS AREAS MAP C4.4 i , I t 1101; ' - 1 I - 1 _.. ,p� �- wt 3. / ,....,,..., • , „ , 1 00 LOY. . , / ,,t .. , , � ( , �$ . N. \:114.17:1- 1 1 11 �� -_' • , t-1 I I BASIN A ]�n n � . ��� �) ►, -�-- ziar --- \- �- 1 - _ ,I B 155,681 sfAR :is', � HI' f r 3 ^,‘,;-, 7,7 A\ __ T NO WORK IN .. ?% e / •'�—-- 1 Dull 011600 wwees•IBI Group 11-: < ¥ ,�4! / J �• S1 • I • i Architects,Inc. 1 = ' / /• -. /lir i” iI ��� t.�' THIS AREA �_ _--.1`_�... �, I I ao�sw sw"s�rm.m OR VMS use ex sot I r (, l f /7F / `'.._ \.� • \t + 1 I SW SW S68 Street 401NgM161St 273 1 1 I l � I - � ` / / >t � '� *vox tl...:dm«.�, ....•wow-wm I mmaniami 1 _ , __-- r I / / . F 8l / ' // NhEf`y• / 1 I e� ! r f�00f,AC�GOf1CI ,//A///// �II I / ri I ! i1 '.3 .1 Sf 1-- F / 101 i / i II' I f I J j / j 1 / / 6'1 i _': ;/ { ` /y �� I G/ /�t! / / 44 1 1'.1!11 / // _____ _._1I It ; / / / v 1 / ...:.F..1-1 1,-n-- SW PEMBROOK I -a_il x / u u : ....—— �;— /i/ / STREET t 4 � v/ -—--- --- L '- -- `. f " • i/ r r -s—j "'{ 1 - C4 5 �� ` J I 1 t. / 1 ��. I,'/ TN PITY MIDDLE SCHOOL - �i e �% �4•L A�,il f.._ / /// !!! 1 n / / I *, // III , - /8 > /i i i ��y I I I II „ - i y i `t` / is I 4 . I I i 1 //mss /T./ � �� / C�� // - — U/f. il•Pkts�8y/i i • CI ft �✓ i NO WORK INI z 11 /• i/� �4 d, THIS AREA ill: cn 8 f G'' r►&' �� i tt y I .4 1 ,f., , -- / y+ E I • 'I ,.' _ / 91,508 St /ll //�% I `-=_ = a' ,_ LIP/ 0. 4. Ijij ., ,,,/ z , liS - ,-.-?:1- ,„ , ..; 44i : 1: SW MURDOCK ,11 /A# , i•� / H F— STREET 4-- _a -= ---- 1x„ ,�rf,.,...rr. ,.:r. - ( _y- _ - — - ---- --— I ' 0 — _�._ T�16�16�I�1!l�1�11.1�lT�tM►f"1"Ir�PeltlRi - _ � T. :i - hEr I --- `q� s I ( • C / / I o.�«. fz 1 / ✓.. 1 - i / e. -/ 1 raraJabiam w • ' / / r-..ba i I”- \' a PRE-K/DISTRICT BUILDING p„tipi -' > / .�'._i ..,,,,,,:,, :111 // / h �\ /! / rZ I \ 1{idPx I' EEiiI.,I.�fl 'S1� 1 /+/ /"- f f' I ter p 116 0 , Nsit / t o \ \_ I ,-aL. i� \\N`I AT i,ii/i,,,,,,,,,/,/,,,,,_,I /;/ ' ii PIS 50%CD's I `I CI \. I r___—_- _< � ;Y , r. • / ' / _ date November 2,2018 F : = u5uEEseMa H , /d/, I ., : i� j ; �, revNions1. I " // %' ,,,/,,,,,,/,,,,,,,,,,:i/,/..",:_:,:•1:1, I/ �,13/C8.1. 1 I I / �`�_'// / ' / 2 CONTRACTOR SHALL COORDINATE AND VERIFY LOCATION AND �1� `� lIL �I O." �' / / ' // I INVERT ELEVATION AT PLUMBING PONT OF CONNECTIONS PRIOR _ �; ... I tt! I ' q/ ii:///,,,,/ ! / /TO CDI57RUC110N.PROVDE THAN9TNIN Fli11NR AS REWNtED. .f�41111P/( / / /F1 Ilip TA PROMOE SIX1D LOCKRiC UDS all ALL MANHOLE STRUCTURES Ie! f -'\g:�::::may, ♦ I +o .. / ,-` �. i /// * # ,6055 r+/-•.❖.,•:...•. Iproject 4. PROP09:.D UTILITY IMPflOVDAEN75 910tH SCREENED FOR ' , / / / // / COORDNMION. L tw ''',....-'!''''''. ..-.-1_. ......, �. ��� rel. �1 / .,L�,.,.- / _ I III 311� /v , / __ - STORM PLAN•OVERALL & STORM MANHOLES SHALL BE I9'DIAMETER UNLESS NOM - ,r. 06 OTHERWISE. I " - '�/ - __'I �,, ti �.. 7 j� '/% // // Et , I 1 t r III � i�, �� ���I�t��� rrr� .'��� /! // �- SALE nNOH_�afEEr C4.0 LI I �)(.. TEMPLETON ELEMENTARYSCHOOLL. ' 1 — I —— —— / / /' — i 7 / I / £ /'/, / I G / f _ l ,i J S51 � n���` �� I - PROPOSED BASIN C ANDDis- I / ,i 4 �? 0? IMPERVIOUS IMPERVIOUS AREAS MAP I� L ./ �FUIUE,IQtlf FOR pLTREFDEIILE !r— — — — xd�1 i11ti"! _' "�_`..."" _�" _ " -- ��� „� �..'�"r.� —1 � ) � ... J � ` !` .moi/: .� ��r `��:__: ::.� C4.3 �,,,, , FIB I BASIN C ' -1 1145,693s� 3 za,�oas( / ' o uROOF ClitrAll � � � .T wun rw.k..-UN Group 1 13 / PRE•RlDISTRICT aINIDIFM. t !� • '•'•!�IB�IB,N,A,N,Z �/ � DS. r / . ,c �Ic. BB Pa.qT BW BIxN Btr•e DR BPNS NBA • �w503 t38 BB50 Iv YqtTi B1.2 I 1 . ` / I ` �'�1� .a...tb,wom�„ ...uwaro.m.I —..� ••MMFWM••••iM•iNrH•syMMt / 4[3.E. .:�i i .•[aC: � ! ��/ �II i ,it.,_ 0o sf w I - , ....2 d,.. I` / � , ..r• s :••FAC/•• - (- i / {�� - ll • ii4,3: e♦ WNtt•11fflM••I•Y / .fie: • ------ 84 Sa I ` IN ' 3Ii �, , .. 1 _ . •N NNNNN N . a / / ..,::I i I I .1'I ''\\I or. / / I / /1 h -c i1 I F / % / / , . , ..,.. ----- 1 �• - / -- -- I s BYP S D- I/ / // 1 ,. .. I/ 32, j _„,_.// /� _ ep _1 — � -1 - I S / / 1 — ---_A_____,,,,,,_,..-./.4_____sf �I / 11 1 . ""t • �- .. TTMFIETONpEAAENTAscTlooE = c // \ r U R�P;. �IC s X4.2 I , II C4.4 �� ne;,e4d -� z O N BASIN D 179,683 si - 1 I -—- c (n ce o *t, ('' /I I L_ as _1 I L L " I l� I .. W Fri 1 1 \ c m g , i 03 I A ... ■ +wit --- H H m ailkai ..„,"001.7, , I , ____ _ , _ . , _ __ ,.... �IkPff , ....,, )peop. ,r ..,_ , m..........2.„,i :„ .....,....../ I L 1 __ L �J L —I �/ i o` o I I I / _r -----� I I I I I II I -- I I \ 1 I I I I I I - I I I I I I I I k • Y pies Q Q ALIGN CATCH BASALS AL11NG FACE OF CURB MERE APPLICABLE UTILITY LABEL LEGEND STRUCALLGIJI CTURE TYPE SHEET NOTES d�eseIBIDBPERMITSET 1 1. ON-SITE PPE BEDDING AND BACKFILL FOR ALL UIIJTI0S SHALL s STRUCTURE LABEL AD AREA MAN TYPE, BE DMSIRUCTED PER DETAIL Midi. da(eI February 9,2018 UOUIY TYPE(SD-STMM DRAINAGE) CB CATCH BASIN rrevisions I ER VALVE COTS BCLEAOOUT IS GRADE K STRUCNRE TYPE CAL1L%1T 2. CONTRACTOR SHALL COORDNAIE AND VERIFY LOCADON AND PRIOR 1-1 .-i---ID NUMBER(WHERE APPLICABLE) DI DITCH INLET TO CONSTRUCTION.AT PROVIDE DUN5DONFlTTNGSINVERT ELEVATOR PLUMBING POINTECTIONS AS REQUIRED. Z MN FLOW CONTROL MANHOLE W %%IIX-XX FD FOUNDASQI DRAINAGE 1 PROVIDE SOLD LOPING UDS ON ALL MANHOLE STRUCTURES w )(440(.1(RT RX—LOCATION(WERE APPLICABLE) LANDSCAPE MAN.SEE LANDSCAPE 1PANS E IN:pL% �SIRUCNRE INFO(WIDE APPLICABLE) YH MANHOLE .. PROPOSED UNITY IMPROVEMENTS SHOWN SCREENED FOR o IE OUT-XK% M WTFALL COMDINADON. 0 PIPE LABEL STUB SNB OVERFLOW INLET W INT-CO INTERIOR CLEANOUT,SEE ARCHITECTURAL 17 UDUtt LENGTH DRAWN6 - project# 16054 I U Wtt SIZE Fr--UDutt TYPE STORM PLAN-OVERALL rs- en cr.- .- DU- ('v PLAN �VO S-X� C4•0 � L SLOPE(MERE APPLICABLE) SCALE ,INCH=�O RFt • LL AO 0 40 80 EN MN N EN I - EN I M N ! I M I - e NE - NII On-site Catchment Areas PRE-DEVELOPMENT Impervious Areas Pervious Areas Basin Total Area Roof/AC/Paving Pre Ex Adjustment Net Green pace Weighted (SF) (SF) (SF) (SF) (SF) CN = 98 98 98 74 CN Basin A 163,600 92,927 -9,327 83,600 80,000 86.3 Basin B 183,750 112,583 -9,643 102,940 80,810 87.4 Basin C 133,500 112,363 -20,638 91,725 41,775 90.5 Basin D 224,500 39,307 0 39,307 185,193 78.2 705,350 357,180 -39,608 317,572 PROPOSED Impervious Areas Pervious Areas Basin Total Area Roof/d axing u is Roadway Pervious pavement--Greens•' Weighted (SF) (SF) (SF) (SF) (SF) CN = 98 98 60 74 CN Basin A 155,850 82,500 0 73,350~ 86.7 Basin B 191,500 142,500 0 49,000 91.9 Basin C* 154,000 116,500 8,000 29,500 93.4 Basin D 179,750 116,250 0 63,500 89.5 D-Bypass 32,500 0 0 32,500 74.0 713,600 457,750 8,000 * - Basin area increased by 8,250 sf to account for additional SW Murdock Street drainage 1 IWatershed Model Schematic H draflowH dro ra hs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc v12 I �_. ..-J 1 1 1 ,. � ee I i [5 r 1 I II . -. .mak. 1 ; I I 1 I 18 I IIVI 1 21 I Nr 22 I I 2AJI$ I I IProject: 20180202-Storm-Detention.gpw Thursday, 12/6/2018 1 I I arget release raw 2 Release rate at point of compliance I Hydrograph Return Period Recydow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph I No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SBUH Runoff ---- 0.963 -- -- 1.782 2.213 PRE DEV-Basin A I 2 SBUH Runoff -- ------ 0.954 ------ --- 1.742 2.154 ---- POST DEV-BASIN A I 4 SBUH Runoff - 1.185 ------ ----- 2.127 2.618 -- PRE DEV-BASIN B 5 SBUH Runoff - ---- 1.685 ------ 2.728 3.253 - - POST DEV-BASIN B I 6 Reservoir 5 --- 1.469 --- ----- 2.369 2.910 ROUTED POST B->POND 2 9 SBUH Runoff - 1.070 L--- 1.787 2.150 ---- PRE DEV-BASIN C I 10 SBUH Runoff --- 1.485 -- --- 2.329 2.750 ------ POST DEV-BASIN C 11 Reservoir 10 - 1.147 - - 1.721 2.212 - ROUTED POST C->POND 3 I 14 SBUH Runoff --- 0.613 - ---- 1.502 2.005 PRE DEV-BASIN D 15 SBUH Runoff ---- - 1.349 - ----- 2.304 2.793 ----- POST DEV-BASIN D I 16 Reservoir 15 - 0.491 - - 1.310 1.674 --- - ROUTED POST D->POND 4 17 SBUH Runoff 0.048 - ---- 0.157 0.222 ----- POST DEV BYPASS-BASIN D I 18 Combine 16, 17 -- 0.522 ---- .4 : ----- -- POC BASIN D 21 Combine 4,9, --- 2.255 --- 3.914 4.768 ----- - PRE DEV-Basin B&C I 22 Combine 5, 10, ------ 3.170 -- --- 5.057 6.002 --- ------ POST DEV-Basin B&C 23 Reservoir 22 ----- 0.964 ----- ----- 3.819 4.235 ROUTED POST B&C->POND I I I I I I I I Project: 20180202-Storm-Detention.gpw Thursday, 12/6/2018 I 2-YEAR FLOW 3 I Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 I Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) I1 SBUH Runoff 0.963 2 480 16,040 -- PRE DEV-Basin A I2 SBUH Runoff 0.954 2 480 15,698 --- POST DEV-BASIN A 4 SBUH Runoff 1.185 2 480 19,224 PRE DEV-BASIN B I5 SBUH Runoff 1.685 2 480 25,436 POST DEV-BASIN B 6 Reservoir 1.469 2 486 25,399 5 101.45 731 ROUTED POST B->POND 2 I9 SBUH Runoff 1.070 2 480 16,445 ----- PRE DEV-BASIN C 10 SBUH Runoff 1.485 2 480 22,108 POST DEV-BASIN C I11 Reservoir 1.147 2 490 22,099 10 101.35 1,146 ROUTED POST C->POND 3 14 SBUH Runoff 0.613 2 480 13,706 --- — PRE DEV-BASIN D 1 I15 SBUH Runoff 1.349 2 480 21,055 ---- POST DEV-BASIN D 16 Reservoir 0.491 2 550 20,224 15 102.20 5,647 ROUTED POST D->POND 4 I17 SBUH Runoff 0.048 2 482 1,505 ----- — POST DEV BYPASS-BASIN D 18 Combine 0.522 2 548 21,729 16, 17 --- POC BASIN D I21 Combine 2.255 2 480 35,668 4,9, ----- PRE DEV-Basin B&C 22 Combine 3.170 2 480 47,543 5, 10, --- POST DEV-Basin B&C 23 Reservoir 0.964 2 564 42,957 22 102.61 16,434 ROUTED POST B&C->POND I I I I I I I IProject: 20180202-Storm-Detention.gpw Thursday, 12/6/2018 4 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 Hyd. No. 14 I PRE DEV - BASIN D I Hydrograph type = SBUH Runoff Peak discharge = 0.613 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 13,706 cuft I Drainage area = 5.150 ac Curve number = 78.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min I Total precip. = 2.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a I I PRE DEV - BASIN D I Q(cfs) Hyd. No. 14--2 Year Q (cfs) 1.00 1.00 I 0.90 0.90 0.80 0.80 I 0.70 0.70 I 0.60 0.60 I 1 0.50 - 0.50 0.40 — 0.40 I 0.30 — 0.30 �.....�s._._ I 0.20 0.20 0.10 0.10 I 0.00 -- I - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 14 I I I Hydrograph Report 5 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,inc.v12 Friday, 12/7/2018 I Hyd. No. 15 I POST DEV - BASIN D III Hydrograph type = SBUH Runoff Peak discharge = 1.349 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs I 1 Time interval = 2 min Hyd. volume = 21,055 cuft Drainage area = 4.130 ac Curve number = 89.5 Basin Slope = 0.0 % Hydraulic length = 0 ft ITc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.40 in Distribution = Type IA s Storm duration = 24 hrs Shape factor = n/a I IPOST DEV - BASIN D Q (cfs) Hyd. No. 15--2 Year Q(cfs) 1 2.00 2.00 I I I I1.00 • — 1.00 I I 1 I 0.00 -F _..../.' - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 I Hyd No. 15 Time(hrs) 6 Hydrograph ReportIl Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 Hyd. No. 16 ROUTED POST D->POND 4 Hydrograph type = Reservoir Peak discharge = 0.491 cfs Storm frequency = 2 yrs Time to peak = 9.17 hrs Time interval = 2 min Hyd. volume = 20,224 cuft 1 Inflow hyd. No. = 15 - POST DEV - BASIN D Max. Elevation = 102.20 ft Reservoir name = Pond 4 Max. Storage = 5,647 cuft I Storage Indication method used. I 1 ROUTED POST D->POND 4 Q (cfs) Hyd. No. 16--2 Year Q (c 2.00 2.001 I I I 1.00 1.001 I I .1r . '441111111841411111IL 0.00 ' 0.00' 0 10 20 30 40 50 60 70 80 90 100 Time (hrs), Hyd No. 16 Hyd No. 15 Total storage used = 5,647 cult I Pond Report 7 I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 I Pond No. 7- Pond 4 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=100.00 ft 1 Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) I 0.00 100.00 1,850 0 0 1.00 101.00 2,450 2,150 2,150 2.00 102.00 3,150 2,800 4,950 3.00 103.00 3,850 3,500 8,450 4.00 104.00 4,700 4,275 12,725 I Culvert/Orifice Structures Weir Structures I [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 12.00 0.75 8.00 0.00 Crest Len(ft) = 3.14 0.00 0.00 0.00 Span(in) = 12.00 0.75 8.00 0.00 Crest El.(ft) = 103.00 0.00 0.00 0.00 I No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 100.00 100.01 101.80 0.00 Weir Type = 1 Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a I N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 I Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs I 0.00 0 100.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.00 2,150 101.00 0.01 ic 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.014 2.00 4,950 102.00 0.16 ic 0.02 ic 0.13 ic --- 0.00 --- --- --- --- --- 0.155 I 3.00 8,450 103.00 1.59 oc 0.02 ic 1.56 ic =__ 0.00 ___ ___ --- --- ___ 1.587 4.00 12,725 104.00 5.38 ic 0.02 ic 2.04 ic 3.31 is 5.375 I I I I I I I 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 Hyd. No. 17 I POST DEV BYPASS - BASIN D Hydrograph type = SBUH Runoff Peak discharge = 0.048 cfs Storm frequency = 2 yrs Time to peak = 8.03 hrs Time interval = 2 min Hyd. volume = 1,505 cuft I Drainage area = 0.750 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min I Total precip. = 2.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a I I POST DEV BYPASS - BASIN D I Q (cfs) Hyd. No. 17--2 Year Q (cfs) 0.10 0.10 I 0.09 0.09 0.08 0.08 I 0.07 0.07 I 0.06 0.06 I 0.05 0.05 I 0.04 i 0.04 1 0.03 0.03 0.02 0.02 0.01 0.01 I 0.00 — i - - 0.00 o 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 17 I I Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 I Hyd. No. 18 I POC BASIN D Hydrograph type = =Combine Peak discharge0.522 cfs Storm frequency = 2 yrs Time to peak = 9.13 hrs 1 Time interval = 2 min Hyd. volume = 21,729 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 0.750 ac I I I I POC BASIN D Q(cfs) Hyd. No. 18--2 Year Q (cfs; 1.00 1.00 I 0.90 0.90 I0.80 0.80 I0.70 0.70 I 0.60 0.60 ' 0.50 ._ 0.50 0.40 0.40 I 0.30 I 0.30 0.20 0.20 I0.10 0.10 I 0.00 — �� I - 0.00 0 10 20 30 40 50 60 70 80 90 100 Time(hrs) 1 • Hyd No. 18 - Hyd No. 16 Hyd No. 17 I 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday,12/7/2018 Hyd. No. 21 I PRE DEV - Basin B & C I Hydrograph type = Combine Peak discharge = 2.255 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 35,668 cuft I Inflow hyds. = 4, 9 , Contrib. drain. area = 7.280 ac I I I PRE DEV- BasinB & C I Q(cfs) Q(cfs) Hyd. No. 21 --2 Year 3.00 3.00 I I 2.00 1 2.00 I I 1.00 1.00 1 \iN,,,,,,,,,.......................................... I 0.00 / 0.00 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) ---- Hyd No. 21 — Hyd No. 4 Hyd No. 9 I I 11 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 22 I POST DEV - Basin B & C Hydrograph type = Combine Peak discharge = 3.170 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs ITime interval = 2 min Hyd. volume = 47,543 cuft Inflow hyds. = 5, 10 Contrib. drain. area = 7.940 ac I I I IQ(cfs POST DEV - Basin B & C Hyd. No. 22--2 Year Q(cfs) I 4.00 4.00 I ' 3.00 3.00 I I 2.00 2.00 I I1.00 1.00 I I 0.00 - ,rnis \Ill%66'1111".4.--"""--------------------------------__________ - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) I Hyd No. 22 «- Hyd No. 5 Hyd No. 10 I 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 Hyd. No. 23 I ROUTED POST B&C->POND IlHydrograph type = Reservoir Peak discharge = 0.964 cfs Storm frequency = 2 yrs Time to peak = 9.40 hrs Time interval = 2 min Hyd. volume = 42,957 cuft I Inflow hyd. No. = 22 - POST DEV - Basin B & C Max. Elevation = 102.61 ft Reservoir name = POND 5 Max. Storage = 16,434 cuft 1 Storage Indication method used, I I ROUTED POST B&C->POND Q (cfs) ill Hyd. No. 23 --2 Year Q (c 4.00 - 4.00' I 3.00 - ' 3.00 I 2.00 2.00' I 1.00 1.00' I 0.00 - — — 0.00' 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 23 -- Hyd No. 22 Total storage used = 16,434 cuft I 1 Pond Report 13 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Pond No. 9- POND 5 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=100.00 ft IIStage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) I 0.00 100.00 5,125 0 0 1.00 101.00 5,970 5,548 5,548 2.00 102.00 6,870 6,420 11,968 3.00 103.00 7,830 7,350 19,318 I 4.00 104.00 8,840 8,335 27,653 Culvert/Orifice Structures Weir Structures 1 [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 12.00 1.10 9.00 0.00 Crest Len(ft) = 3.14 0.00 0.00 0.00 Span(in) = 12.00 1.10 9.00 0.00 Crest El.(ft) = 102.50 0.00 0.00 0.00 I No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 100.00 100.01 102.20 0.00 Weir Type = 1 Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a IN-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 I Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Extil User Total I ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.00 0.00 0.00 0.00 0.000 1.00 5,548 101.00 0.03 ic 0.03 ic 0.00 --- 0.00 --- --- --- --- --- 0.030 2.00 11,968 102.00 0.04 ic 0.04 ic 0.00 --- 0.00 --- --- --- --- --- 0.044 I 3.00 19,318 103.00 3.88 oc 0.04 ic 1.39 ic 2.34 ic ___ ___ --- --- ___ 3.767 4.00 27,653 104.00 7.01 ic 0.01 ic 0.52 ic 6.48 s 7.011 I I 1 I I I I I 10-YEAR FLOW 14 Hydrograph Summary Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SBUH Runoff 1.782 2 480 27,658 -- -- ---- PRE DEV-Basin A I 2 SBUH Runoff 1.742 2 480 26,871 POST DEV-BASIN A I 4 SBUH Runoff 2.127 2 480 32,575 ---- --- PRE DEV-BASIN B 5 SBUH Runoff 2.728 2 480 40,434 -- -- POST DEV-BASIN B 6 Reservoir 2.369 2 486 40,398 5 102.39 1,570 ROUTED POST B->POND 2 9 SBUH Runoff 1.787 2 480 26,661 ---- --- -- PRE DEV-BASIN C 10 SBUH Runoff 2.329 2 480 34,412 --- POST DEV-BASIN C 11 Reservoir 1.721 2 492 34,404 10 102.14 2,161 ROUTED POST C->POND 3 14 SBUH Runoff 1.502 2 480 26,827 ---- --- ----- PRE DEV-BASIN D 15 SBUH Runoff 2.304 2 480 34,623 ----- ---- POST DEV-BASIN D I 16 Reservoir 1.310 2 504 33,783 15 102.72 7,478 ROUTED POST D->POND 4 17 SBUH Runoff 0.157 2 480 3,189 ---- -- POST DEV BYPASS-BASIN D I 18 Combine 1.418 2 500 36,972 16, 17 -- ---- POC BASIN D 21 Combine 3.914 2 480 59,236 4,9, -- PRE DEV-Basin B&C 22 Combine 5.057 2 480 74,847 5, 10, --- — POST DEV-Basin B&C 23 Reservoir 3.819 2 492 70,243 22 102.89 18,528 ROUTED POST B&C->POND I I i I I I I I Project: 20180202-Storm-Detention.gpw Thursday, 12/6/2018 I 15 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 I Hyd. No. 14 1 PRE DEV - BASIN D Hydrograph type = SBUH Runoff Peak discharge = 1.502 cfs Storm frequency = 10 yrs Time to peak = 8.00 hrs ITime interval = 2 min Hyd. volume = 26,827 cuft Drainage area = 5.150 ac Curve number = 78.2 Basin Slope = 0.0 % Hydraulic length = 0 ft ITc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a 111 I I PRE DEV - BASIN D Q (cfs) Hyd. No. 14-- 10 Year Q(cfs) ' 2.00 2.00 1 I I I1.00 1.00 I I I I 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 IHyd No. 14 Time(hrs) I 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 Hyd. No. 15 ' POST DEV - BASIN D I Hydrograph type = SBUH Runoff Peak discharge = 2.304 cfs Storm frequency = 10 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 34,623 cuft I Drainage area = 4.130 ac Curve number = 89.5 Basin Slope = 0.0 % Hydraulic length = 0 ft I Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a I POST DEV - BASIN D I Q(cfs) Hyd. No. 15-- 10 Year Q(cfs) 3.00 3.00 I I I 2.00 2.00 I 1.00 - 1.00 II 1 -----------------------\" 0.00 0.00 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 15 I I 17 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 16 I ROUTED POST D->POND 4 II Hydrograph type = Reservoir Peak discharge = 1.310 cfs Storm frequency = 10 yrs Time to peak = 8.40 hrs ITime interval = 2 min Hyd. volume = 33,783 cuft Inflow hyd. No. = 15 - POST DEV - BASIN D Max. Elevation = 102.72 ft • Reservoir name = Pond 4 Max. Storage = 7,478 cuft I Storage Indication method used. I I I ROUTED POST D->POND 4 Q (cfs) Hyd. No. 16-- 10 Year Q (cfs) ' 3.00 3.00 I I 2.00 - 2.00 I 1.00 - -- 1.00 I ' 0.00 0.00 0 8 16 24 32 40 48 56 64 72 Time (hrs) IHyd No. 16 Hyd No. 15 Total storage used = 7,478 cuft I 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 17 POST DEV BYPASS - BASIN D I Hydrograph type = SBUH Runoff Peak discharge = 0.157 cfs Storm frequency = 10 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 3,189 cuft I Drainage area = 0.750 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft I Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.40 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a I I POST DEV BYPASS - BASIN D I Q(cfs) Hyd. No. 17-- 10 Year Q (cfs) 0.50 0.50 I 0.45 0.45 0.40 0.40 I 0.35 0.35 0.30 0.30 1 0.25 0.25 1 0.20 0.20 I 0.15 0.15 A 0.10 0.10 I 0.05 - 0.05 I 0.00 - 1 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 I Time(hrs) Hyd No. 17 I I 19 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 18 POCBASIND IHydrograph type = Combine Peak discharge = 1.418 cfs Storm frequency = 10 yrs Time to peak = 8.33 hrs ITime interval = 2 min Hyd. volume = 36,972 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 0.750 ac I I I I Q(cfs) POC BASIN D Hyd. No. 18-- 10 Year Q (cfs) I 2.00 2.00 I I I I1.00 1.00 I I I I 0.00 -1111111111111111 - 0.00 0 6 12 18 24 30 36 42 48 54 60 66 Time(hrs) Hyd No. 18 - Hyd No. 16 Hyd No. 17 I 20 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday,12/7/2018 Hyd. No. 21 I PRE DEV - Basin B & C I Hydrograph type = Combine Peak discharge = 3.914 cfs Storm frequency = 10 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 59,236 cuft I Inflow hyds. = 4, 9 Contrib. drain. area = 7.280 ac 1 I I PRE DEV- Basin B & C IQ(cfs) Q(cfs) Hyd. No. 21 -- 10 Year 4.00 4.00 I I 3.00 3.00 ' 2.00 2.00 I Alkik 1 1.00 1.00 I 1 0.00 0.00 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 21 --- Hyd No. 4 - Hyd No. 9 I Hydrograph Report 21 IHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 Hyd. No. 22 I POST DEV - Basin B & C in Hydrograph type = Combine Peak discharge = 5.057 cfs IStorm frequency = 10 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 74,847 cuft Inflow hyds. = 5, 10 Contrib. drain. area = 7.940 ac I I I IPOST DEV - BasinB & C Q (cfs) Hyd. No. 22 -- 10 Year Q (cfs) I6.00 6.00 1 5.00 5.00 I 4.00 4.00 1 I3.00 3.00 I2.00 2.00 I 1.00 \ ‘. 1.00 �....� R 1 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) I — Hyd No. 22 Hyd No. 5 Hyd No. 10 I 22 Hydrograph Report 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 i Hyd. No. 23 ii ROUTED POST B&C->POND Hydrograph type = Reservoir Peak discharge = 3.819 cfs Storm frequency = 10 yrs Time to peak = 8.20 hrs Time interval = 2 min Hyd. volume = 70,243 cuft Inflow hyd. No. = 22 - POST DEV - Basin B & C Max. Elevation = 102.89 ft Reservoir name = POND 5 Max. Storage = 18,528 cuft Storage Indication method used. I I ROUTED POST B&C->POND Q (cfs) Hyd. No. 23 -- 10 Year Q (cfs) 6.00 6.00 i 5.00 5.00 1 II4.00 — — 4.00 11 1 L'` 3.00 I 3.00 - � i K E 2.00 ;t-- 2.00 11 i 1.00 - \\..; 1.00 I 0.00 - -----"L:::::::=r - 0.00 0 6 12 18 24 30 36 42 48 54 60 Time (hrs) Hyd No. 23 Hyd No. 22 Total storage used = 18,528 cuftI I 25-YEAH bLO\\ 23 I Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 IHyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 1 SBUH Runoff 2.213 2 480 33,762 ---- ------ PRE DEV-Basin A I2 SBUH Runoff 2.154 2 480 32,724 ---- POST DEV-BASIN A 4 SBUH Runoff 2.618 2 480 39,542 ---- PRE DEV-BASIN B 5 SBUH Runoff 3.253 2 480 48,092 POST DEV-BASIN B 6 Reservoir 2.910 2 484 48,055 5 102.64 1,853 ROUTED POST B->POND 2 I9 SBUH Runoff 2.150 2 480 31,911 --- PRE DEV-BASIN C 10 SBUH Runoff 2.750 2 480 40,656 POST DEV-BASIN C I11 Reservoir 2.212 2 488 40,648 10 102.37 2,514 ROUTED POST C->POND 3 14 SBUH Runoff 2.005 2 480 34,070 ----- PRE DEV-BASIN D I15 SBUH Runoff 2.793 2 480 41,627 POST DEV-BASIN D 16 Reservoir 1.674 2 500 40,784 15 103.02 8,539 ROUTED POST D->POND 4 I17 SBUH Runoff 0.222 2 480 4,147 POST DEV BYPASS-BASIN D 18 Combine 1.825 2 500 44,932 16, 17 ----- POC BASIN D I21 Combine 4.768 2 480 71,453 4,9, PRE DEV-Basin B&C 22 Combine 6.002 2 480 88,748 5, 10, POST DEV-Basin B&C I23 Reservoir 4.235 2 494 84,139 22 103.13 20,369 ROUTED POST B&C->POND I I I I I I I IProject: 20180202-Storm-Detention.gpw Thursday, 12/6/2018 24 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 ' Hyd. No. 14 PRE DEV - BASIN D I Hydrograph type = SBUH Runoff Peak discharge = 2.005 cfs Storm frequency = 25 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 34,070 cuft I Drainage area = 5.150 ac Curve number = 78.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min I Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a I I PRE DEV - BASIN D I Q(cfs) Hyd. No. 14--25 Year Q (cfs) 3.00 3.00 ' I I 2.00 2.00 I I 1.00 1.00 I 1 1 0.00 - - ./ - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 I Hyd No. 14 Time(hrs) I I 25 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 Hyd. No. 15 I POST DEV - BASIN D ll Hydrograph type = SBUH Runoff Peak discharge = 2.793 cfs Storm frequency = 25 yrs Time to peak = 8.00 hrs ITime interval = 2 min Hyd. volume = 41,627 cuft Drainage area = 4.130 ac Curve number = 89.5 Basin Slope = 0.0 % Hydraulic length = 0 ft ITc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.90 in Distribution = Type IA ' Storm duration = 24 hrs Shape factor = n/a I IPOST DEV - BASIN D Q (cfs) Hyd. No. 15--25 Year Q (cfs) ' 3.00 3.00 I 4 I 2.002.00 I I I 1.001.00 t 111 ' 0.00 — ./'1 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) I Hyd No. 15 26 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 , Hyd. No. 16 ROUTED POST D->POND 4 I Hydrograph type = Reservoir Peak discharge = 1.674 cfs Storm frequency = 25 yrs Time to peak = 8.33 hrs I Time interval = 2 min Hyd. volume = 40,784 cuft Inflow hyd. No. = 15 - POST DEV - BASIN D Max. Elevation = 103.02 ft Reservoir name = Pond 4 Max. Storage = 8,539 cuft I Storage Indication method used. I I ROUTED POST D->POND 4 I Q (cfs) Hyd. No. 16 --25 Year Q (cfs) 3.00 3.00 ' I I 2.00 2.00 I I 1.00 1.00 I I 0.00 L 1- 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 Time (hrs) ' Hyd No. 16 Hyd No. 15 Total storage used = 8,539 cuft I 27 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 17 1 POST DEV BYPASS - BASIN D Hydrograph type = SBUH Runoff Peak discharge = 0.222 cfs Storm frequency = 25 yrs Time to peak = 8.00 hrs ITime interval = 2 min Hyd. volume = 4,147 cuft Drainage area = 0.750 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft ITc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.90 in Distribution = Type IA • Storm duration = 24 hrs Shape factor = n/a I IPOST DEV BYPASS - BASIN D Q(cfs) Hyd. No. 17--25 Year Q (cfs) I 0.50 0.50 0.45 0.45 I 0.40 0.40 0.35 0.35 I0.30 0.30 III0.25 0.25 0.20 0.20 0.15 0.15 I0.10 0.10 0.05 "'---.....„ 0.05 1 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 I Hyd No. 17 Time (hrs) 28 Hydrograph ReportI Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v12 Friday, 12/7/2018 I Hyd. No. 18 POC BASIN D I Hydrograph type = Combine Peak discharge = 1.825 cfs Storm frequency = 25 yrs Time to peak = 8.33 hrs Time interval = 2 min Hyd. volume = 44,932 cuft I Inflow hyds. = 16, 17 Contrib. drain. area = 0.750 ac I I I POC BASIN D Q(mss) Hyd. No. 18--25 Year Q (cfs) 2.00 2.00 I I 1 I I 1.00 v 1.00 \111111 .41004404 I 1 0.00 - <- 0.00 I 0 4 8 12 16 20 24 28 32 36 40 Time(hrs) - Hyd No. 18 - Hyd No. 16 Hyd No. 17 29 I Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 I Hyd. No. 21 IPRE DEV - Basin B & C Hydrograph type = = Combine Peak discharge4.768 cfs Storm frequency = 25 yrs Time to peak = 8.00 hrs ITime interval = 2 min Hyd. volume = 71,453 cuft Inflow hyds. = 4, 9 Contrib. drain. area = 7.280 ac I I I PRE DEV- Basin B & C I Q(cfs) Hyd. No. 21 --25 Year Q (cfs) 5.00 I 5.00 I4.00 4.00 I I3.00 3.00 I 2.00 — i 2.00 I I1.001.00 I 0.00 - 000"1"......°) ''"Ni...."............ - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) IHyd No. 21 Hyd No. 4 --- Hyd No. 9 I 30 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v12 Friday, 12/7/2018 I Hyd. No. 22 POST DEV - Basin B & C I Hydrograph type = Combine Peak discharge = 6.002 cfs Storm frequency = 25 yrs Time to peak = 8.00 hrs Time interval = 2 min Hyd. volume = 88,748 cuft I Inflow hyds. = 5, 10 Contrib. drain. area = 7.940 ac I I I POST DEV - Basin B & C I Q(cfs) Hyd. No. 22--25 Year Q(cfs) 7.00 7.00 I 6.00 6.00 5.00 5.00 1 4.00 4.00 I I 3.00 3.00 I 2.00 2.00 I 1.00 \,.. 1.00 0.00 - L - 0.00 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 22 Hyd No. 5 Hyd No. 10 I I I I Appendix C I Water Quality Calculations I I I I I I I I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT I I I I I I This page left blank for double sided printing 1 1 t Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT I 1600329-Twality MS Water Quality Calculations Water Quality Bioswale Sizing IDate: 12/10/2018 1 Basin A Swale Calculations I Vegetated Swale North Swale I Basin Characteristics Impervious Area 82,500 sf 1.89 ac Pervious Area 73,350 sf 1.68 ac IArea Total 155,850 sf 3.58 ac C Impervious 0.98 I C Pervious 0.74 C Composite 0.87 I Calculated Flows WQ event 0.36 in (CWS Standard) WQ Vol w/4 hr Storm 2,475 cf I WQ Flow 0.17 cfs (Avg flow over 4 hrs) Intensity 25-year 3.90 in/hr (Based on 10 min Tc) Peak Flow 25-yr 1.02 cfs (Based on SBUH) I Bioswale Parameters IBottom Width 4.00 ft n 0.24 I Slope 0.025 ft/ft Side Slope (Z:1) 4.00 Required residence Time 9.00 min 540.00 sec IHydraulic Analysis (Based on Manning's Equation) Water Quality Treatment I Calculated Depth WQ 0.15 ft Okay Area WQ 0.71 sf WQ Velocity 0.24 ft/sec 1 ICalculated Length 131.52 ft Minimum length Hydraulic Capacity ICalculated Depth 25-yr 0.45 ft Okay Area 25-yr 2.58 sf I 25-yr Velocity 0.40 ft/sec Okay I I Templeton/Twality Schools Clean Water Services Stormwater Standards Extended Dry Basin Design Calculations for WQ Storage and Orifice Design Per Section 4.06.3 of the CWS Design Standards December 6, 2018 1 Combined Basins B&C Area 1 Impervious 267,000 sf 6.13 ac Pervious 78,500 sf 1.80 ac Total 345,500 sf 7.93 ac Water Quality Sizing Precip 0.36 in WQV 8 010 cf Pond 2 sized with 8,116 cf Drawdown Time 48 hrs capacity at 1.4 foot Depth of Storage 1.4 ft storage depth Max Orifice Size 1.180 in 1.10 in bottom orifice used in detention Basin D calculations Area Impervious 116,250 s' 2.67 ac Pervious 63,500 sf 1.46 ac Total 179,750 sf 4.13 ac Water Quality Sizing Precip 0.36 in WQV 3,488 cf Pond 3 sized with 3,550 cf Drawdown Time 48 hrs capacity at 1.5 foot Depth of Storage 1.5 ft storage depth Max Orifice Size 0.765 in 0.75 in bottom orifice used in detention calculations 1 I 1 1 Appendix D Conveyance Calculations 1 1 1 ' Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT I I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers I STORMWATER DRAINAGE REPORT 411111111*'' 0 `\ I%� ! _ LEGEND v*/ /1 �// �/� O SUBBASIN BOUNDARY AND NUMBER �•�, ,meq - --- / Juuunl / - \, J j f NOT M CON1RACT F QLY /// _ — OVERALL BASIN BOUNDARY IL ...A _ .,.. — ,_ : I ) j I ii1,7..v, - _ms 's' _._ _ -_ - —_ _#,Yus1�0-_T. f F1WWW • .nc � _M O l' s s., _ 0 ��•–`� OFFSITE BASIN TREATED ONSITEINIIMM 1 ,.,._li ' T.. —1"-- r - 't � • ..... `-1 /�,:.:..... .•,...,.....•X •- IMPERVIOUS SURFACE `J 111 I 1 1145,693 s ; ii ,-. -—--— I, co '` r:.% – Dull Olson Weekesinaal Group Architects,s. s PRFK DISTRICT BUILDING Il_.,..,,. / I `• °N Stork B01°I Pork.OR a USA WA.1111011.11"11 tot SO3 22.050 192 11.16• / stF 4, ifittl /4,� 0 r ' . YYI• MWI �(+ I � I , - )11 ,,,„,, 1116##r BDOWST I P•.. 1 1 - \ • 1 1 7/ lel:41k 401 , A________ IE!; C /' / t/ / / , �// — it I 1 l 'Jr r I 1 ;?"4.,.1,-- _ r} C4.2 , ' _ _ TEMP,I TON ELEMENTARY SCHOOLti 1 1 , ao .L.—.— I I I i 0 r`T I ,..___ ( I 4. BASIN D 1 1 m1 1 ––—––— c CO 0 o 22 L---- 179,683 si 1 i 1 r-" 0 / ! a> • I1711-1, :if' I • \ CD ara 15 -6W II :, '-i..,,,,,,_____ . .i iN 1 /I/ r ___ tn. L an a I <I 3 -C13— :i§ _ ; � 1(13ff __.. i 1 I ' ..503217.1251 0 L . --:., I_ i . L 11 L -1 OQ o I i \ 1 I I i 11 I I ,� 0 I • ` I I I I I I I I o _– I I 1 I I k e y P I 6 Phase I BID&PERMIT SET I date I February 9,2018 revisions z I 8 W I g J 6 WIT project al 16054 I STORM PLAN-OVERALL F46 C4.0 I F.9� SCALE 1INCH=40 F. J 40 o a 80 LL INN I= IMO ION MINI =I =II NM IIIIII =I =II MIN IMO OM l<PifCalculation Spreadsheet: Job Name:Templeton ES KPFF Job#:1600327 Storm Drainage Conveyance Summary Design Engineer:JKA Templeton Check Engineer: PMD Appendix D Max Flow 25 Year Max Flow Design Flow Max Flow/ Total Time From(Inlet) To(Outlet) Average Pipe Manning's Travel Time Depth/ Max Flow F Element ID Length(ft) Peak Flow Velocity Capacity Design Flow Surcharged C Node Node Slope(%) Diameter(in) Roughness (min) Total Depth Depth Z (cfs) (ft/sec) (cfs) Ratio (min) Ratio Link-04 MH-2 MH-4 129.00 1.5700 15.000 0.0150 4.25 4.85 0.44 7.01 0.61 0.67 0.00 0.84 Link-05 CB-08 MH-5 16.00 23.3100 8.040 0.0150 0.10 5.53 0.05 5.06 0.02 0.10 0.00 0.07 Link-06 MH-4 MH-5 156.00 1.0000 15.000 0.0150 4.35 4.78 0.54 5.59 0.78 0.70 0.00 0.87 Link-08 MH-7 MH-6 108.00 0.9400 12.000 0.0150 0.32 2.08 0.87 2.99 0.11 0.25 0.00 0.25 Link-30 MH-10 MH-11 120.00 2.5600 9.960 0.0150 0.96 4.81 0.42 3.04 0.31 0.39 0.00 0.33 Link-31 MH-11 MH-12 123.00 0.9900 9.960 0.0150 1.11 3.49 0.59 1.89 0.59 0.57 0.00 0.47 Link-36 MH-13 MH-14 155.00 1.4800 12.000 0.0150 2.00 4.70 0.55 3.76 0.53 0.53 0.00 0.53 Link-38 MH-15 MH-14 82.00 0.9800 9.960 0.0150 0.85 3.22 0.42 1.88 0.45 0.49 0.00 0.41 Link-39 CB-04 MH-16 327.00 3.5200 8.040 0.0150 0.04 2.24 2.43 1.97 0.02 0.10 0.00 0.07 Link-40 MH-16 MH-15 87.00 1.7200 9.960 0.0150 0.37 1.94 0.75 2.49 0.15 0.38 0.00 0.32 Link-42 CB-24 MH-18 61.00 7.0500 8.040 0.0150 0.32 4.24 0.24 2.78 0.12 0.27 0.00 0.18 Link-43 MH-18 MH-15 124.00 2.1800 8.040 0.0150 0.32 2.00 1.03 1.55 0.21 0.47 0.00 0.31 Link-44 EX-MH-1 Out-02 150.00 8.1900 12.000 0.0150 5.40 11.33 0.22 8.83 0.61 0.58 0.00 0.58 Link-45 MH-14 POND-B 79.00 6.9600 12.000 0.0150 3.03 4.97 0.26 8.15 0.37 0.73 0.00 0.73 Link-46 FCS-2 EX-MH-1 346.00 0.5900 12.000 0.0150 1.67 3.27 1.76 2.37 0.71 0.63 0.00 0.63 Link-47 MH-5 POND-A 111.00 3.6000 15.000 0.0150 5.46 4.90 0.38 10.63 0.51 0.85 0.00 1.07 Link-48 FCS-1 MH-17 165.00 5.1600 12.000 0.0150 3.74 5.84 0.47 7.01 0.53 0.76 0.00 0.76 Link-49 MH-17 EX-MH-1 96.00 1.3100 12.000 0.0150 3.74 5.55 0.29 3.54 1.06 0.80 0.00 0.80 Link-51 MH-8 MH-3 141.00 1.3100 8.040 0.0150 0.47 2.99 0.79 1.20 0.39 0.47 0.00 0.31 Link-52 MH-19 MH-3 104.00 3.7100 8.040 0.0150 0.27 3.96 0.44 2.02 0.13 0.25 0.00 0.17 Link-53 MH-1 MH-2 122.00 1.0100 15.000 0.0150 3.22 4.49 0.45 5.62 0.57 0.57 0.00 0.71 Link-54 MH-3 MH-2 120.00 0.8100 9.960 0.0150 1.03 3.21 0.62 1.71 0.60 0.57 0.00 0.47 Link-55 MH-5 MH-6 119.00 0.7600 12.000 0.0150 0.43 2.44 0.81 2.69 0.16 0.27 0.00 0.27 Link-56 MH-9 MH-10 110.00 1.0700 9.960 0.0150 0.67 3.17 0.58 1.97 0.34 0.41 0.00 0.34 Link-57 MH-12 MH-13 166.00 1.5000 9.960 0.0150 1.38 4.33 0.64 2.33 0.60 0.57 0.00 0.47 *=Pipe surcharged, B=pipe surcharded due to backwater conditions Updated 2/14/18 (connected structures provied 1-foot minimum freeboard) Page 1 I I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers I STORMWATER DRAINAGE REPORT -I-I- __ 1\ - I - I I C4.4 /EI ' �' 1----— - C4.1 , t\ 3s50 MI r, ,� �.��_ ,1 ` 111 I II 13 I 711+� IWeO., /' I I � �.1 ' mss _ __ ,r—iI L , etw I 1- pJ st / `f. `, 7....--_,-......____T::,_„:,80,,_,,,•.....„. `J NO WORK IN / i' Dull Olson Wakes-IB Group r/ . ,` ' ,-� ... + I ' Arehlbeb,Inc. L a ■ y0 �,` . i THIS AREA —_-- ��� I I 1�-�i7 �al`►�f , \ ' /I ` \ /1 I 907SWSMtStreet Po.Iend OR 9T205 USA CJ '/s,_ �, \� .� ,� �, ``\� R\ `, i 1 I `I'°3.ea eq°an.rum �`agraua min 1 4A5 / �� IES l �. I I 1 1 I I li I- f - ��_ % j % es`- O `'�" !/ �� �` i J I Ir 1L_ ,„,,, igh,- / , 2p2Z7 sl , l 4/ r I ;;'':11\1)11:1 fl'i 1 1 L , t ♦ lett•ii / I — LIIIIIIIP*, / , I SWPEMBROOK _ I � ----�--- O -- `. ��— -- = /rte' 7L!_ ——� --r �- 'I STREET t ,; / h�i a 9sr r/�y ¢" u/ 1I--- I • I rea3rii/ ' , / �• 'iii, ' / ,/ ll, ' C4.5 olp ' 1 / II .� ., TW�IY MIDDLE SCHOOL �•. �, 4.2 :4'. r ,� !!.. ,, --.. I i 4 j fir{ { ! CO g. n' / / I ky• i i NO WORK IN C �I I I s r Q / / THIS AREA 1 CH— I r � �r / {.. 503 -11;. r! / �� I O --.4 hl . , i ,_ .//, / I . c.) ,., / i r it (---- t a 3 7 1 rr: • •, ,... , „,_, -_„ / Y dr N t,� r �iv- k� JI, l i{ /� `an '\ \ • / rig ! ,pin/r/i. E l I 1 t' / �alscs a 4.1,16.4 I g!! $/0// \ , T '-- a is I. Aiiii1111 it, 11 11 ti, y X� \r 1 , ' %; i g`\ 1 wnav 1_1 ItAr4FF — STREET = __.` – –– — - 1C13ff tt{ r -.II'S\ I\ do \ C/ / / , 0 IIII\ 4 ,lir � III SW FM Me,0.ree MO , Pertiand,CA MO. 0 503 227 3252 J";\ i / /r ,i --- I V Gy I I 1 � i \ \ "11- PRE-K!DISTRICT BUILDING '5ti, / 1 , / r �' ' \ 1 1 I / / / II 7. -..1 n , I /� '..t1 .\ / ! //„! _ I rIMOOMMEMI /.. / r ��\\\\\\\�: :///fit,o, �� . //�r / / ///' ' I One I50%CDS \ �lIUItI �� r + t in ' ! { / rewsrote November 2,2018 i / ,iI ns l F SHEET NOTES \ r (� P i,th 4,554,X ._1. ON-91E RPE BEDDNG AND BAIXFll FOR ALL UTUTIES SHALL \ I / pp/ / /� j �/ !' hJ� I BE COr/STRUCTED PER DETAL 1J/CE1 \ I �I l ! / / 1 I 7 CON 1 ;!Q ��” NAlE AND WM'LOCATOR AND INVERT OTOR ELEVATONN AT�P�WDMBINO POINT OP 11085 PROP I ���. I ,I �1✓�. `� I ! / , ! r{`` I I TO CONS1RULmOH.PROVIDE iRANSTgN FlTTNCS AS REQUIRED I / _ / #. �� <y/IWA:Se.v',:� \`_ ='�' , I '^ {� '// I prof 7 # 16055 J. PROVIDE SOUD LOOKING 11D5 ON ALL MANHOLE STRUCTURES ' ❖.e•S'..� ' ga 4. PROPCOOOSED UT1UTY IMPROVD ENTS SHORN SCREENED FOR I i! �r J.. f7 •��4.�.. / .. '/ i// __ STORM PLAN-OVERALL I • �� 6. STORM MAMIOIlS SHALL BE IB'DIAMETER UNLESS NOTE I a I i 1 `� \I■ �! r / , / 1/1 Ir 06 OTHERWISE I +N' �: ` . / / , I O 1 x n1 1. `.7 su �/ i I Ill \ C4■ m I �.tA■► � ��' a $CALF nNa-eoaT I 11lIrm �,v giZ I r %I i r TEMPLETON EtFMENTARY SCHOOL. � ,. / '�j, ` �' — —..,— ——r..J !' `r `} III - b_�—�— I N_� I Imo;—Y r'+�- /%%�r��.� I l 76/i'7�F .' � —— ! % / I _ �. 1 ME I OM N I ME M N 1.1111 IIIIII 1111111 I I = IIIIII = E M M 1<pff Calculation Spreadsheet: Job Name:Twality MS KPFF Job#:1600329 Storm Drainage Conveyance Summary Design Engineer: SL Twality Check Engineer: PMD Appendix D Max Flow Pipe 25 Year Max Flow Design Flow Max Flow/ Total Time v, From(Inlet) To(Outlet) Average Manning's Travel Time Depth/ Max Flow ~ Element ID Length(ft) Diameter Peak Flow Velocity Capacity Design Flow Surcharged G Node Node Slope(%) Roughness (min) Total Depth Depth (in) (ds) (ft/sec) (ds) Ratio Ratio (min) 2 Link-01 MH-1 WQ-MH-1 101.61 0.9800 12.000 0.0150 1.87 3.52 0.48 3.06 0.61 0.64 0.00 0.64 Link-03 MH-2 MH-3 113.00 1.0000 12.000 0.0150 0.08 1.62 1.16 3.09 0.02 0.11 0.00 0.11 Link-04 MH-3 M H-4 197.64 1.0000 12.000 0.0150 0.19 1.96 1.68 3.09 0.06 0.19 0.00 0.19 Link-05 MH-4 MH-5 123.95 1.0000 12.000 0.0150 1.02 3.42 0.60 3.09 0.33 0.41 0.00 0.41 Link-06 MH-5 MH-6 168.21 1.0000 12.000 0.0150 1.42 3.25 0.86 3.09 0.46 0.55 0.00 0.55 Link-07 MH-7 MH-6 203.75 5.7900 12.000 0.0150 0.83 3.78 0.90 7.43 0.11 0.42 0.00 0.42 Link-08 EX-MH-2 MH-7 71.00 1.9900 8.000 0.0150 0.75 4.08 0.29 1.48 0.51 0.52 0.00 0.35 Link-09 MH-11 MH-12 164.29 1.0000 12.000 0.0150 0.33 2.19 1.25 3.09 0.11 0.26 0.00 0.26 Link-10 MH-13 MH-12 134.55 2.8700 10.000 0.0150 0.11 2.73 0.82 3.22 0.03 0.13 0.00 0.11 Link-11 MH-12 MH-1 151.04 1.0000 12.000 0.0150 1.34 3.68 0.68 3.09 0.43 0.47 0.00 0.47 Link-12 WQ-MH-1 Stor-01 44.86 1.0000 18.000 0.0150 1.95 1.42 0.53 9.12 0.21 0.73 0.00 1.09 Link-14 MH-10 EX-MH-1 60.33 8.1100 12.000 0.0150 1.95 8.52 0.12 8.79 0.22 0.33 0.00 0.33 Link-15 MH-6 Out-02 29.55 1.0000 15.000 0.0150 3.11 4.11 0.12 5.59 0.56 0.59 0.00 0.74 *=Pipe surcharged, B=pipe surcharded due to backwater conditions Updated 12/10/18 (connected structures provied 1-foot minimum freeboard) Page 1 I I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers t STORMWATER DRAINAGE REPORT ' Appendix E ' Operations & Maintenance Plan 1 1 ' Templeton/Twality I KPFF Consulting Engineers STORMWATER DRAINAGE REPORT I I I I I I I I I This page left blank for double sided printing I I I I I I I I I Templeton/Twality I KPFF Consulting Engineers t STORMWATER DRAINAGE REPORT 1 Stormwater Operations 1 & 1 } Maintenance Plan 1 Templeton / Twality Prepared for: DOWA-IBI Group Prepared by: Paul Dedyo, PE Project Engineer: Paul Dedyo, PE 1 December 2018 I KPFF Project#1600327 1 1 1 i • lciff 1 1 1 1 1 1 I 1 1 1 1 1 1 1 KPFF'S COMMITMENT TO SUSTAINABILITY As a member of the US Green Building Council, KPFF is committed to the practice of sustainable design and the use of sustainable materials in our work. When hardcopy reports are provided by KPFF, ' they are prepared using recycled and recyclable materials, reflecting KPFF's commitment to using sustainable practices and methods in all of our products. 1 Table of Contents GENERAL INFORMATION 2 Responsibility 2 Schedule 2 Importance of Maintenance 2 SYSTEM DESCRIPTION 3 DETAILED VEGETATION MANAGEMENT 5 ' Facilities This Applies To 5 What to Look For 5 What To Do 5 Hiring Professionals 6 Water and Sediment Disposal 6 Reduce Sediment Accumulation and Pollution in the Facility 7 ' MAINTENANCE PROCEDURES 8 Area Drains (AD), Catch Basins (CB), and Manholes (SDMH) 8 Overflow Inlets (OF) 9 ' Extended Dry Basin 10 Vegetated Swale 13 INSPECTION AND MAINTENANCE LOG 17 Tables and Figures Figure 1—TES water quality facility location plan 3 Figure 2—TMS water quality facility location plan 4 1 1 Templeton Elementary School I KPFF Consulting Engineers 1 O&M PLAN I I I I I I I I I This page left blank for double sided printing 111 I I I I I I I I Templeton/Twality I KPFF Consulting Engineers I STORMWATER DRAINAGE REPORT I I GENERAL INFORMATION IResponsibility The stormwater facilities on this site are to be maintained Tigard-Tualatin School District (TTSD) personnel I or their contractor. TTSD employees will conduct regular inspections of the stormwater facilities and perform any tasks required to keep them in working order, such as removing weeds and debris from vegetated stormwater facilities and associated components. Any maintenance tasks that require special equipment should be conducted by a professional such as a landscape contractor hired by TTSD. Stormwater facilities must be accessible for monitoring and maintenance. Adequately maintain sidewalks and landscaping to ensure access to safely and efficiently locate and maintain all facilities. I Schedule I The entire stormwater conveyance system shall be inspected and maintained quarterly and within 48 hours after each major storm event. For this Operations and Maintenance Plan, a major storm event is defined as 1.0 inches of rain or more within a 24-hour period. All components of the storm system, as described in I Maintenance Procedures section, must be inspected and maintained frequently or they will cease to function effectively. The facility owner must keep a log, recording all inspection dates, observations, and maintenance activities. 111 Importance of Maintenance IThe purpose of a stormwater treatment facility is to remove pollutants, including suspended solids, by capturing sediment which includes sediment, dirt, leaves and litter. These materials can restrict or clog the I facility. Timely removal of sediment will improve infiltration rates and water quality, as well as prevent clogging and flooding. I Plants play an important role in stormwater facilities. Proper maintenance of vegetation improves the appearance and performance of facilities. They absorb water, improve infiltration rates of soil, prevent erosion by stabilizing soil, cool water, and capture pollutants. Plants also create habitat for birds and other I wildlife and provide aesthetic value to a property. To ensure that your facility is functioning properly, the presence of erosion should be noted and fixed. I When stormwater flows through a facility, it will cause erosion. Erosion can increase sediment buildup, clog inlets and outlets, reduce water quality benefits, add to pollution and cause facility components to fail. Eroded channels create an easy path for water to travel, reducing the ability for the facility to infiltrate I water and filter pollutants. Additionally, concrete, metal and plastic structural components of stormwater facilities need to be in good working order to direct stormwater into a facility and for the facility to function properly. IStormwater facilities often collect a variety of trash and debris. Trash and debris, especially floating debris, can clog pipes or treatment media. It can also cause odors through decay. Stormwater facilities are Idesigned to help prevent pollutants from entering rivers and streams. Any visible water quality pollutants may wash out of the facility, spreading the pollution problem. I I Templeton Elementary School I KPFF Consulting Engineers 2 O&M PLAN I Nuisance animals and pests will not thrive in a properly maintained facility. Mosquitoes can breed in I stagnant water and vegetated areas can be attractive habitats for rats, nutria, beaver and a variety of birds and amphibians. While some species are desirable, others can be public health or nuisance concerns. In I particular, mosquitoes and rats can breed quickly and cause a public health hazard if not removed. The presence of pests does not necessarily impact the ability of your facility to treat and manage stormwater, but may indicate maintenance needs, such as lack of proper infiltration. I SYSTEM DESCRIPTION The Templeton Elementary School (TES) project will include the construction of two new extended dry I basins to treat run-off from the building roof, impervious areas, and parking lots. The facilities are located on the east side of the parking lot and TES as indicated in Figure 1.Treatment is provided through a layer of I growing medium soil and plantings within the facility. The water is allowed to collect in the basins and conveyed to the existing storm drain system on the eastern property boundary. ; , I s.r L L Tr i 5` .. ry ' S )/ i reEx _ wnln WADING I1 I - ,W , /- ,X. 101,_.14171 i p,,, I: ,, ,, , ,,/ ,,, . , 1 ,/,/ 1 , __.. ,i ,, , c___,,, , _ _ _ . , 1 . w eiii ' . Iru.v. .- ; ,:,4-f-.,,,!.'..er,:.t1"tfit.LH"4.',"issItrq_a, Afe,.% ( ' i 7 C' 1 IMIIM A tin.*:, %...Ji a' . "e",,,,,, 4. i Ams L is ,.•r T a., ,d. 1 ,�_ r i . , 1 i . v Figure 1—TES water quality facility location plan The Twality Middle School (TMS) project will include the construction of one vegetated swale to treat run- I off from the building roof, impervious areas, and parking lot.The facility is located on the north end of the project site as shown in Figure 2. Drainage is conveyed through the facility and discharges to the existing I storm system along SW Inez Street. I Templeton Elementary School I KPFF Consulting Engineers 3 I O&M PLAN 1 I r_ _1r.1---4,.F. ,- ice\ I i\ • t jSW 1NEZ STREET:,,,,,4:(741 C,q.1 SI11 II, - # 7 E IE Mir! iy 11W*Ia U `,,�,'. -vEG�E•TEATED re' ... ,iii.,,,inr,„,,11 { / thr—ir—, ,,i !ill ..... IF IL:, ift,41:1: ,4* , /,.., , . '---.. -"Slik.44.:":11, 44' a pirffa 7 ! 1 e , r•1/!I1 r 1 tit i j : / f®1aylK,r. 1 t` SW PEMBROON ' .:,•'� i'4 ——— � ——... r r. I i I" �yitro TWAT MIooLt scwooI 4q 11 r1 C4.2 lt 1 = r i' i s r 1 '''''It.:: +�'�, •. ; �--.4Ijc ig . ' I. :\ l /7 ......s, ''.) 4'40/ '' ' (‘'•• • . rt.......... ...,... i j 1"' 414.MAK74.A #12,i4iii, i ,i,mi t7W44. --- 1 P. - ..tutstri ' kii,.. .::.:Am If; -Ae. .2-‘, _ _ .4 c, ,_, . •_...It.t1is7naliweiq_,.m.,,,,,,,t ii ,111,44, MOM 00.."-1`I1 1 -.-.".vIIiim aaarrc=�=Town...;� • STREET 4 — ' _ ._ a..S 1��I v. I Figure 2—TMS water quality facility location plan I I I I I I Templeton Elementary School I KPFF Consulting Engineers 4 O&M PLAN 1 DETAILED VEGETATION MANAGEMENT Facilities This Applies To ' • Vegetated facilities: extended dry basins and vegetated swale What to Look For When identifying maintenance needs, it is helpful to have a copy of the landscape plan; this shows the required plants for the facility. Annual inspections are required, and monthly inspections are recommended to ensure proper function. See the Extended Dry Basin inspection plan provided by Clean Water Services Private Water Quality Facility Management Program Inspection Guide for detailed instructions on maintenance timing for the various components of each facility. A facility needs maintenance when: • Areas of soil are bare. • Vegetation is buried by sediment. • Vegetation appears unhealthy or has died. • Nuisance and invasive plants are present. • Vegetation is compromising the facility's structure by blocking inlets or outlets, or roots are intruding into a component of the facility. • Dropped leaves and other debris are contributing to sediment accumulation or are blocking inlet or outlets. What To Do ' Vegetation should be maintained with a natural appearance to allow plants to properly establish themselves. General Maintenance: • Remove dropped leaves, dead plants, and grass and other plant clippings. Plant debris adds nutrient pollution as it breaks down and can clog facility piping and reduce infiltration. • Avoid using fertilizers, herbicides, or pesticides in the facility. These products add to the pollution problems the facilities are designed to remedy. • Use non-floating mulch or pea-gravel to inhibit weed growth and retain moisture. • Replenish as needed. Ensure that mulch does not inhibit water flow in the flow path. • Irrigate all new plantings as needed for the first 2 years. Caring for Vegetation: Facility owners are responsible for maintaining healthy vegetation and must replace any plants that have died or been removed. • You are required to maintain vegetation that covers approximately 80% of the treatment area. Required density may vary depending on the type and purpose of the facility. Templeton Elementary School I KPFF Consulting Engineers 5 O&M PLAN • Replant with vegetation approved for use in the original planting plan or from the recommended plant list in the Clean Water Services' Low Impact Development Approaches Handbook for the correct type of treatment facility. • Also see Appendix A of Clean Water Service's Design and Construction Standards for planting requirements. ' • Plant in late fall or early spring so plant roots can establish during the cool, rainy seasons, before summer. • Amend, aerate, and/or till compacted soils before replanting by adding compost to increase nutrients and enhance soil texture. • If plants are not surviving, determine the reason for the plant die-off. Survivability may be improved by planting vegetation better suited for the site conditions or by irrigating more. You may need to test planting in bed soils for pH, moisture, and other factors such as nutrient levels, soil structure, and organic matter content. • Grassy facilities are designed for routine mowing. Mow at least twice a year. • Grass should be mowed to keep it 4-to 9-inches tall. • Grass that is at least 4 inches tall captures more pollutants and is hardier. Grass over 10-inches tall 111 is considered a nuisance by City regulations. Nuisance and Unwanted Vegetation: • Remove nuisance and invasive vegetation. Do additional weeding in the fall. • Immediately remove vegetation that is clogging or impeding flow into the facility. • Remove potentially large and deep-rooted trees or brushes when they might impede the flow path or compromise facility structures. • Provide erosion control on any dirt exposed by vegetation removal. Hiring Professionals • Underground facilities such as manholes must be cleaned by a vactor truck. Do not enter these facilities. They are defined by the Oregon Occupational Safety and Health Division as confined spaces that require proper certification to enter. • Certain components, such as collection basins, piping, and pervious pavement systems may require vacuuming with a vactor truck or street sweeping equipment. • When heavy erosion occurs in a vegetated facility, professionals may be required to provide re- grading and re-planting services. ■ Water and Sediment Disposal ■ When deciding how to dispose of sediment, consider the types of activities and pollutants onsite. As the generator of this waste,you are responsible for deciding how to properly manage and remove solids. • Contaminated Water and Sediment Catch basins and stormwater facilities in areas used for chemical or hazardous waste storage, material handling, or equipment maintenance may collect the chemicals used in these activities from spills or via stormwater runoff. If you observe an oily sheen, odors, discoloration, or other signs of pollution, hire a Templeton Elementary School I KPFF Consulting Engineers 6 O&M PLAN I professional laboratory or sampling firm to assess whether the material needs specialized hauling, I treatment, or disposal to comply with Oregon State Department of Environmental Quality (DEQ) rules. If you need assistance deciding whether the solids should be managed as hazardous waste, contact DEQ at 1- I(800)-452-4011. • Non-Contaminated Water and Sediment Dispose of it in a sanitary sewer through a shop drain, sink, toilet or other appropriate drain. 1 If the pollutant load is non-hazardous, water may also be spread across onsite vegetation. Let the solids dry out, and then properly dispose of them. Dry materials may be reused elsewhere on your site, may be eligible for reuse by others, or can be disposed of at a designated solid waste facility. Reduce Sediment Accumulation and Pollution in the Facility I • Minimize outside sources of sediment, such as eroding soil upstream of the facility. • Sweep paved areas on the property regularly. I • Make sure chemical and waste storage areas are not exposed to rainfall and stormwater runoff. • Do not let water from washing vehicles or equipment drain to the stormwater facility. I I I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 7 I O&M PLAN I 1E MAINTENANCE PROCEDURES IArea Drains (AD), Catch Basins (CB), and Manholes (SDMH) IComponent What to look for What to do Season Debris and garbage Clear piping to facility when blockage occurs. All buildup I Piping Cracked drain pipe Repair/seal cracks. Replace when repair is All insufficient. I Trap/Outlet Debris and garbage Clear hooded outlet. All Hood buildup Depth of Remove sediment using vactor truck All I accumulated (manholes) or shovel (area drains and catch Sump sediments has basins only). reached 1/3 of the I capacity Missing cover Replace missing cover All Cracks in grates or Replace cracked grates or manhole cover All Imanhole cover Cover Remove debris from frame/collar and ensure All cover is level and secured. If settling has I Uneven cover occurred so that cover is no longer level with surrounding grades, adjust rim to remove tripping hazard. I Procedure Notes: I 1. It is illegal to hose sediments through your system. Sediments often can be removed by hand. 2. Large facilities and underground facilities will need to be cleaned with heavy equipment, such as vactor trucks, by trained professionals. I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 8 O&M PLAN 1 Overflow Inlets (OF) Component What to look for What to do Season Debris and garbage Clear piping to facility when blockage occurs. All buildup Piping Repair/seal cracks. Replace when repair is All Cracked drain pipe insufficient. Missing or cracked Replace grate All grate • Grate Debris build up on Remove debris on grate and in planter All grate Depth of Remove sediment using vactor truck when All accumulated sediment accumulation exceeds 8 inches of Sump sediments has depth or otherwise restricts flow into the flow- reached 1/3 of the control device. capacity ' Procedure Notes: 1. It is illegal to hose sediments through your system. Sediments often can be removed by hand. 2. Large facilities and underground facilities will need to be cleaned with heavy equipment, such as vactor trucks, by trained professionals. 1 1 Templeton Elementary School I KPFF Consulting Engineers 9 O&M PLAN I IExtended Dry Basin From CWS Inspection Guide—the following guidelines should be used: Extended Dry Basin Operation and Maintenance Plan I h Annual inspections are required,It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes �", insoectior and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for 3 more information, Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments trash and Debris Visual evidence of trash,debris or Remove trash and debris from facility. dumping Dispose of properly Ye ; SPRING SUMMER PALL WINTER I Contamination and Evidence of oil gasoline,contaminants, locate source of contamination and @ Pollution or other pollutants.Look for sheens, correct.Remove oil using oilabsorbent F• odor or signs of contamination pads or valor truck.it low levels of oil persist plant wetland plants that s. A can uptake small concentrations of oil such as Juncus effuses,(soft rush)If sRRrNc SUMMER r _. WINTER I t. fi high levels of contaminants or pollutants n. are present,coordinate removal! cleanup with local jurisdiction mIrvasive vegetation as Invasive vegetation found in facility. Remove excessive weeds and all I outlined in Appendix A. Examples include:Himalayan Blackberry, invasive plants.Attempt to control 3 Reed Canary Grass,Teasel,Engksh Ivy, even if complete eradication is not n Nightshade,Clematis,Cattail,Thistle, feasible;refer to Clean Water Services A o Scotch Broom Integrated Pest Management Plan for SPRING SUMMER MAS! to appropriate control methods including' proper use of chemical treatment Ubseructed In6ett0utlet Material such as vegetation,trash, Remove blockages from facility e o sediment is blocking more than 10% y.. a WIN'ER sRRINC: �, of inletloutiet pipe or basin opening I c Poor Vegetation Cover 80%survival of approved vegetation Determine cause of poor growth and Inspect after major storm (7-inch in 24 hours) and no bare areas large enough to correct the condition.Replant with affect function of facility. plugs or containerized plants per the sRRING TALE I approved planting plan and applicable Ideal time to plant is spring standards at time of construction and fall seasons Remove excessive weeds and all m invasive plants. I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 10 O&M PLAN I I Extended Dry Basin Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes I inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for more information. Identified Problem Condition to Check for Maintenance Activity Maintenance liming 11 E F.3 Vector Control Evidence of rodents or water piping Repair facility it damaged.Remove As Needed athrough facility via rodent holes.Harmful harmful insects,use professional if ° insects present such as wasps and needed.Refer to Clean Water Services 'Q hornets that interfere with Integrated Pest Management Plan for maintenance/inspection activities management options n. 12 Tree/Shrub Growth Tree/shrttb growth shades out wetland/ Prune trees and shrubs that block emergent grass in treatment area. sun from reaching treatment area. Interferes with access for maintenance! Remove trees that block access points. WINTER inspection Do not remove trees that are not Ideal time for pruning is winter I re interfering with access or maintenance ., without first contacting Clean Water __.� _ ..= .v_ Services or kcal City N Hazard Trees Observed dead.dying or diseased trees Remove hazard trees.A certified As Needed I et Arborist may need to determine health of tree or removal requirements L Excessive Vegetation Vegetation grows so tall that it Cut tall grass 4"to b"and remove I competes with approved emergent dopings.Prune emergent wetland wetland grasslshrubs,interferes with grass/shrubs that have become SPRING access or becomes a fire danger overgrown. Ideal time to prune emergent wetland grass is spring.Cut grass in dry months I Erosion Erosion or channelization that impacts Repair eroded areas and stabilize k or effects the function of the facility or using proper erosion control 4f- creates a safety concern measures.Establish appropriate A vegetation as needed rAu vn"r Tr srz,nc 1 Extended Dry Basin Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes I 4•' inspection and maintenance activates,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for 1' more information. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments Settlement of Pond Dike! Look for any part of dike/berm that Repair dike/berm to approved design As Needed I Berm has settled 4 inches or more lower specifications A licensed civil engineer than the design elevation should be consulted to determine the source of the settlement I Blockage of Emergency Blockage of overflow]spillway by Remove blockage. Overflow/Spillway trees,vegetation or other material Small root system(base less than Blockages may cause the berm to fail 4 inches)may be left in place;otherwise, WINTER SPRING E. due to uncontrolled overtopping roots are removed.A licensed civil Inspect after major storm I engineer should be consulted for (1-inch in 24 hours) proper bernvspiltway restoration. rs Erosion of Emergency Native soil is exposed at the spillway, Restore rock and pad depth to 4 Overflow/Spillway or there is only one layer of rock in an appropriate depth.Refer to design '� I 2 area of 5 square feet or larger specifications WNTER SPRING iv Inspect after major storm (1 inch in 24 hairs) Blockage of Overflow Excessive standing water or water is Inspect and if needed clear orifice r I Structure/Orifice Plate riot detained for required time. plate for proper drainage or re-install '4r to ensure required detention. WINTER SPRING Inspect after major storm (1•rich in 24 fours) I Sediment Accumulation it Sediment accumulation in pond Remove sediment from pond bottom. Pond Bottom bottom exceeds 6 inches or affects Re-establish designed pond shape facility inlet/outlet or plant growth in and depth.Establish appropriate suw aete r" treatment area vegetation in treatment area Ideally in the dry season I Templeton Elementary School I KPFF Consulting Engineers 11 I O&M PLAN I IExtended Dry Basin Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes I inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for more information_ Identified Problem Condition to Check for Maintenance Activity Maintenance Timing r✓Task Complete Comments a I iF Grate Damaged,missing or Grate is missing or only partially in Grate must be in place and meet As Needed n{, nut it place Place,may have missing or broken design standards.Replace or repair grate members. any open structure, replace grate if missing I n. Damage to Outlet Structure Damage to Frame or Top Slab.Frame Ensure frame is firmly attached and A;Needed 2 not sitting flush on top stab(more _mr.m� than Y inch between frame and top sits slab flush on the riser rings a top � slab):frame not securely attacher' 1 I ., Damage to Outlet Structure fractures or cracks in Walls or Bottom. Structure replaced or repaired to As Needed Maintenance person determines the design standards_ 3 structure is unsound.Soil entering structure through cracks I _ Damage to Outlet Structure Settlement or Misalignment of Basin. Structure replaced or repaired to A;PJtr. c; cs Failure of basin has created a safety, design standards function,or design problem I R S T. it I I I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 12 O&M PLAN I Vegetated Swale I From CWS Inspection Guide—the following guidelines should be used: Vegetated Swale Operation and Maintenance Plan I t Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for iS' i. more information. I Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments Obstructed Inlet/Outlet Material such as vegetation,sediment Remove blockages from facility is blocking more than 10%of Inlet/ outlet pipe or basin opening WINTER SPRING I Flow not distributed evenly Flows unevenly distributed through Level and clean the spreader so that swale due to uneven or clogged flow flows spread evenly over entire swale spreader width WINTER SPRING ', I', Sediment Accumulation in Sediment depth in treatment area Remove sediment from treatment m Treatment Area exceeds 3 inches area.Fnsure facility is level from side to side and drains freely toward SUNMER FALL o ! outlet;no standing water once inflow Ideally in the dry season I ti has ceased z c tree/Shrub Growth tree/shrub growth shades out Prune trees and shrubs that block sun I R' wetland/emergent grass in treatment from reaching treatment area.Remove area.Interferes with access for trees that block access points. WINTER maintenance/inspection Do not remove trees that are not Ideal timing for pruning is interfering with access or maintenance winter § without first contacting Clean Water Services or local City I Hazard Trees Observed dead,dying or diseased Remove hazard trees.A certified As Needed trees arborist may be needed to determine health of tree or removal requirements I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 13 I O&M PLAN 1,- I I I 1 : Vegetated Swale Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for I more information. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing V Task Complete Comments Erosion Erosion or channelization that impacts Repair eroded areas and stabilized I or effects the function of the facility or using proper erosion control measures. ''''t''''tcreates a safety concern Establish appropriate vegetation as nu wrsrrR s>it R Nc needed. ', Poor Vegetation Coverage 80%survival of approved vegetation Determine cause of poor growth and c and no bare areas large enough to correct the condition.Replant per the 41t. affect function of facility approved planting plan and applicable FAIL SPRIN4 o standards at time of construction. Ideal time to plant is spring and Remove excessive weeds and all fall seasons invasive plants. I 0 o Invasive Vegetation as Invasive vegetation is found in facility. Remove excessive weeds and all re outlined in Appendix A Examples include:Himalayan Blackberry; invasive plants.Attempt to control = Reed Canary Grass;Teasel;English Ivy; even if complete eradication is not VP.: 5 FlFR cam S' Nightshade;Clematis;Cattail;Thistle; feasible.Refer to Clean Water Services $ Scotch Broom Integrated Pest Management Plan for appropriate control methods,including proper use of chemical treatment Excessive Vegetation Vegetation grows so tall it competes Cut tall grass to 4'to b"and remove I with or shades approved emergent clippings. Prune emergent wetland pili wetland grass/shrubs;interferes with grass/shrubs that have become SPRING access or becomes fire danger overgrown. Ideal time to prune emergent wetland grass is spring.Cut grass in dry months I Trash and Debris Visual evidence of trash,debris or Trash and debris removed from facility. ti dumping Dispose of properly IYt SRNIN4 SUMMER TALL MINTER I I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 14 O&M PLAN I I Q IVegetated Swale Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes ��' inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for more information. I Identified Problem Condition to Check for Maintenance Activity Maintenance Timing ✓Task Complete Comments Standing Water Standing water in the swale between Remove sediment or trash blockages; * s A storms that does not drain freely improve grade from end to end of j swale;no standing water 24 hours WINTER SPRING after any major storm(1-inch in 24 Inspect after any major storm hours) (1-inch in 24 hours) Fri- I Vector Control Evidence of rodents or water piping Repair facility if damaged.Remove As Needed through facility via rodent holes. harmful insects,use professional if ci Harmful insects such as wasps and needed. s hornets interfere with maintenance/ Refer to Clean Water Services a inspection activities Integrated Pest Management Plan for R management options a d Contamination and Evidence of oil,gasoline,contaminants, If contaminants or pollutants present, 2- Pollution or other pollutants.Look for sheens, coordinate removal/cleanup with Ili S odor or signs of contamination local jurisdiction SPRING SUMMER FALL WINTER o, a Grate Damaged,missing or Grate is missing or only partially in Grate must be in place and meet As Needed I not in place place,may have missing or broken design standards.Replace or repair grate members any open structure,replace grate if missing. Damage to Outlet Structure Frame not sitting flush on top slab Ensure frame is firmly attached and As Needed (more than 3/4 inch between frame and sits flush on riser rings or on top of top slab);frame not securely attached slab.Structure replaced or repaired to design standards I I I I I I I I Templeton Elementary School I KPFF Consulting Engineers 15 O&M PLAN ' Vegetated Swale Operation and Maintenance Plan (continued) Annual inspections are required.It is recommended that the facility is inspected on a monthly basis to ensure proper function.The plan below describes inspection and maintenance activities,and may be used as an inspection log.Contact the design engineer,Clean Water Services or City representative for 111 more information. Identified Problem Condition to Check for Maintenance Activity Maintenance Timing ✓Task Complete Comments ' Damage to Outlet Structure Fractures or Cracks in Walls or Bottom. Structure replaced or repaired to As Needed Maintenance person determines the design standards 0 structure is unsound.Soil entering structure through cracks KDamage to Outlet Structure Settlement or Misalignment.Failure of Structure replaced or repaired to As Needed basin has created a safety,function, design standards or design problem 0 II 1 � 1 I ' Templeton Elementary School I KPFF Consulting Engineers 16 O&M PLAN I INSPECTION AND MAINTENANCE LOG I -4,4k•ks I CleanWater'\ Services i Private Water Quality Inspection Log Attention: This inspection log is to remain on site and must be made available upon request by District or City employees. I fituperty thletAlptiffun: Site address: I Inspection Date Inspected by. Comments I Inspection Date Inspected by Comments I Inspection Date Inspected by. Comments. I Inspection Date Inspected by Comments Inspection Date Inspected by I Comments I Inspection Date Inspected by. Comments I Inspection Date Inspected by Comments I 2650 SW-1olstoro Hrghway Hillsboro,Or.e.gon g7123 Pr.ore 1502'1681-3603 Fax (6-33:,681-3603 'mew Cie a,WaterServices org (lea likVate Services I 1700071-bd I Templeton Elementary School I KPFF Consulting Engineers 17 O&M PLAN I 1 t 1 1 1 t 1 1 111 SW 5th Avenue,Suite 2500,Portland,OR 97204 503-227-3251 I www.kpff.com 1cI