HomeMy WebLinkAboutSPR - EWEB ApplicationPage 1 of 2
M E M O R A N D U M
EUGENE WATER & ELECTRIC BOARD
WATER DIVISION
TO: Ms. Miller, City of Springfield
FROM: Nathan Endicott PE (EWEB)
DATE: 01/23/2024
SUBJECT: Site Plan Review Type 2 - Narrative
The intent of this memorandum is to provide the required narrative to document compliance with the applicable approval criteria contained in SDC 5.17.125, Site Plan Review Approval Standards.
RESPONSE:
EWEB is proposing the installation of a carport in an existing storage yard next to an existing carport.
1. General Requirements. See SDC 5.17.115(A).
• No exceptions taken. 2. Existing Conditions Plan. (SDC 5.17.115(B)).
• There are no potential natural hazard areas mapped by the City, County, or State as having a potential for geologic hazards on this project site.
• See attached geotechnical evaluation for the site to as required to determine the soil types and water table information as mapped and specified in the Soils Survey of Lane County.
• There are no wetlands, streams, surface mines, and wildlife habitat areas requiring protection on the project site.
• EWEB is not aware of any watercourses on the project site.
• There are no 100-year floodplain and floodway boundaries on the project site.
• EWEB is not aware of any time of Travel Zones associated with the project site.
• There are no impacts to trees and other vegetation on the project site because it is an existing gravel storage yard.
• There is no impacts to locally or federally designated historic and cultural resources on this project site. 3. Proposed Site Plan. (SDC 5.17.115(C)).
• There is no impacts to setbacks or waste disposal, loading, and delivery or outdoor recreation spaces, common areas, plazas, outdoor seating, street furniture, and similar improvements. 4. Utility and Improvement Plan. (SDC 5.17.115(D)).
• There are no existing or proposed public and private streets, traffic control devices, fire hydrants, streetlights, power poles, transformers, neighborhood mailbox units, and similar public facilities within or on the boundary of the project site.
• The are no sidewalks, sidewalk ramps, pedestrian access ways, and trails on the project site.
Page 2 of 2
• The are no non-EWEB utilities on or within 100-ft. of the proposed carport.
• The are no existing and proposed easement and public dedications on the project site. 5. Landscape Plan. (SDC 5.17.115(E)).
• There are no impacts to buildings, pavement, terraces, retaining walls, decks, patios, shelters, and play areas, landscaping, or screening. The existing fence has screening slats.
• The existing site is covered in ¾” Minus rock and there are no proposed plantings and stormwater will infiltrate into the layers of rock and ground maintaining existing conditions. Stormwater will be naturally filtered and there are no proposed irrigation. 6. Access, Circulation, Parking, and Lighting Plan. (SDC 5.17.115(F)).
• The storage yard is not accessible to the public and is not a parking lot. 7. Grading, Paving, and Stormwater Management Plan. (SDC 5.17.115(G)).
• Water will sheet flow from the carport roof to the existing gravel and infiltrate gravel and soil. This natural filtration is based on 120-SQ. FT. of impervious surface. The roof spans slopes south and north and is not a significant relative to the project site area 13,750-SQ. FT. of existing ¾” minus rock.
• No changes to existing drainage, site grades, elevations, or contours. 8. Phased Development Plan.
• There are no future phases, just this one carport.
If you have any questions, please contact me at 541-685-7367 or via email at nathan.endicott@eweb.org
Sincerely,
Nathan Endicott
Staff Engineer - Water
Attachment 1 – Deed
Attachment 2 – Drawings
FUNCBYCHK APPDESDWNEWEB WORK ORDER NO.DATE:REV DATEDWNCHK APPDWG NO:REV1/22/2024 3:29 PM ANDERS LOVENDAHLSTD
STANDARDS CHECKEWEBPROJECT SHEET NO:SCALE:REVISION DESCRIPTIONLINE IS 2 INCHESAT FULL SIZE(IF NOT 2" - SCALE ACCORDINGLY)REV NO.02103890NONE01/22/24D-40006-G1ENDICOTTASLWATER SYSTEMSHAYDEN BRIDGE FILTRATION PLANTEWEB - CARPORT INSTALLTITLE SHEET, LOCATION MAP & INDEX OF DRAWINGSEUGENE WATER & ELECTRIC BOARDEUGENE, OREGONHAYDEN BRIDGE FILTRATION PLANTEWEB - CARPORT INSTALLNORTHEWEB PROJECT 2103890NORTH1-599W4726
FUNCBYCHKAPPDESDWNEWEB WORK ORDER NO.DATE:REV DATEDWNCHKAPPDWG NO:REV1/22/2024 3:29 PM ANDERS LOVENDAHLSTD
STANDARDS CHECKEWEBPROJECT SHEET NO:SCALE:REVISION DESCRIPTIONLINE IS 2 INCHESAT FULL SIZE(IF NOT 2" - SCALE ACCORDINGLY)REV NO.02103890NONE01/22/24D-40006-G2ENDICOTTASLWATER SYSTEMSHAYDEN BRIDGE FILTRATION PLANTEWEB - CARPORT INSTALLSITE PLAN, LEGEND & ABBREVIATIONSNORTH
FUNC BYCHK APPDESDWNEWEB WORK ORDER NO.DATE:REV DATEDWNCHK APPDWG NO:REV1/22/2024 3:29 PM ANDERS LOVENDAHLSTD
STANDARDS CHECKEWEBPROJECT SHEET NO:SCALE:REVISION DESCRIPTIONLINE IS 2 INCHESAT FULL SIZE(IF NOT 2" - SCALE ACCORDINGLY)REV NO.02103890AS NOTED01/22/24D-40006-C1ENDICOTTASLWATER SYSTEMSHAYDEN BRIDGE FILTRATION PLANT EWEB - CARPORT INSTALL EXISTING SITE PLANNORTH
FUNC BYCHK APPDESDWNEWEB WORK ORDER NO.DATE:REV DATEDWNCHK APPDWG NO:REV1/22/2024 3:29 PM ANDERS LOVENDAHLSTD
STANDARDS CHECKEWEBPROJECT SHEET NO:SCALE:REVISION DESCRIPTIONLINE IS 2 INCHESAT FULL SIZE(IF NOT 2" - SCALE ACCORDINGLY)REV NO.02103890AS NOTED01/22/24D-40006-C2ENDICOTTASLWATER SYSTEMSHAYDEN BRIDGE FILTRATION PLANTEWEB - CARPORT INSTALLPROPOSED SITE PLANNORTH
1 OF 7COVER SHEET
2.23.285.1
PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:THE INFORMATION CONTAINED IN THESE
DRAWINGS IS THE SOLE PROPERTY OF ITIEL'S
CARPORT AND METAL BUILDINGS, LLC ANY
REPRODUCTION IN PART OR WHOLE WITHOUT THE
WRITTEN PERMISSION OF ITIEL'S CARPORT AND
METAL BUILDINGS, LLC IS PROHIBITED.WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD, SPRINGFIELD, OR 97477(LANE COUNTY, OR)30' X 25' X 12'1 ........ COVER SHEET2 ........ ELEVATIONS3A ....... FOUNDATION PLAN3B ....... FOUNDATION DETAILS4 ........ COLUMN LAYOUT PLAN & DETAILS5 ........ FRAME SECTION & DETAILS6 ........ SIDE WALL FRAMING & DETAILS7A ....... END WALL FRAMING & DETAILS7B....... END WALL FRAMING DETAILSGENERAL STRUCTURAL DESIGN NOTESPREVAILING CODE: OSSC 2022 (IBC 2021)OCCUPANCY / USE GROUP: B (COMMERCIAL / BUSINESS)CONSTRUCTION TYPE: V B (ANY MAT'L - IBC 602.5)RISK CATEGORY:IIBUILDING FOOTAGE:750 SQ.FT1.DEAD LOAD (D)COLLATERAL LOAD 2.0 PSF2.ROOF LIVE LOAD (Lr)Lr = 25 PSF3.SNOW LOAD (S)GROUND SNOW LOADPg = 36 PSFFLAT ROOF SNOW LOADPf = 25 PSFSLOPED ROOF SNOW LOADPs = 25 PSF4.WIND LOAD (W)DESIGN WIND SPEEDVult = 110 MPHEXPOSUREC5.SEISMIC LOAD (E)Ss / S10.653/0.376SDs / SD10.556/NULLDESIGN CATEGORYDSITE CLASSD (DEFAULT)IMPORTANCE FACTORIe = 1.00ASD LOAD COMBINATIONS:1.D + (Lr OR S)2.D + (0.6W OR ±0.7E)3.D + 0.75 (0.6W OR ±0.7E) + 0.75 (Lr OR S)4.0.6D + (0.6W OR ±0.7E)1.ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH , IBC2021, ASCE7-16, OSHA, AISC 360, AISI S100, AWS D1.3 CODES AND ALLOTHER APPLICABLE LOCAL CITY OR COUNTY REQUIREMENTS.2.ALL WELDS ARE TO BE SHOP WELDS. FIELD WELDING IS NOT PERMITTEDNOR REQUIRED. WELDING ELECTRODES PER AWS CODE, E70XX UNLESSNOTED OTHERWISE ON PLANS.3.ALL STRUCTURAL FIELD CONNECTIONS SHALL BE #12-14 x 34" SDS(ESR-2196) U.N.O.4.ALL STRUCTURAL LIGHT GAUGE TUBING SHALL BE ASTM A500 GRADE C(Fy = 50 KSI, Fu = 62 KSI) OR EQUAL. ALL CHANNELS SHALL BE A653 (HSLA)GRADE 50 STEEL (Fy = 50 KSI, Fu = 65 KSI) OR EQUAL.5.STRUCTURAL TUBE TS 2 12" x 2 12" x 14GA (0.083") IS EQUIVALENT TOTS 2 14" x 2 14" x 12GA (0.109") AND EITHER ONE MAY BE USED IN LIEU OFTHE OTHER.6. GYPSUM BOARD OR DRYWALL FINISH OR ANY BRITTLE BASE MATERIAL ISNOT CONSIDERED OR ACCOUNTED FOR ON THE DESIGN CRITERIA OFTHIS STRUCTURE, U.N.O.7.INSERTED POST: INSERT FULL LENGTH & FIELD BOLT W/ #12X1" FASTENERS(ESR-2196) @ 12" C/C STAGGERED OPPOSITE FACE.STRUCTURAL DESIGN CRITERIASTRUCTURAL DRAWING INDEXSCOPE OF PLANS:1. TO PROVIDE STRUCTURAL DESIGN FOR THE PRE-FAB METALBUILDING PER THE SPECIFIED DESIGN LOADS, AND APPLICABLEBUILDING CODES. ANY DISCREPANCIES IN DESIGN LOADS SHALLBE BROUGHT TO THE ATTN. OF THE ENGINEER OF RECORD.2. DOES NOT PROVIDE ANY ARCHITECTURAL, SITE, ZONING, HVAC,ELEC, MECH DESIGN OR REQUIREMENTS. THESE ITEMS MUST BEADDRESSED BY THEIR RESPECTIVE PROFESSIONALS IN CHARGE.FOR QUESTIONS, MODIFICATIONS, REVISIONS OR CORRECTIONS NEEDED TO PLANS, PLEASE CONTACT THE METAL
BUILDINGS MANUFACTURER LISTED ON PLANS. ENGINEER OF RECORD REQUIRES AUTHORIZATION FROM THE
METAL BUILDINGS MANUFACTURER TO MAKE ANY CHANGES TO PLANS.MARKCOMMENTSDATE-ISSUED FOR PERMIT & CONST.REVISIONS LISTOCT 31 2023DATE EXPIRES: 06/30/2024
TOP OF CONC.25'-0"16'-1 34"
FRONT
BACK
16'-1 34"30'-0"12'-0"123TOP OF CONC.16'-1 3
4"30'-0"12'-0"123TOP OF CONC.TOP OF CONC.25'-0"16'-1 34"
BACK
FRONT REF NOTE 3 FORROOF SHEATHINGELEVATIONSFRONT END WALL ELEVATIONSCALE: 1/8" : 1'BACK END WALL ELEVATIONSCALE: 1/8" : 1'RIGHT SIDE WALL ELEVATIONSCALE: 1/8" : 1'LEFT SIDE WALL ELEVATIONSCALE: 1/8" : 1'PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:2 OF 7DESIGN NOTES1. THE INTENTION OF ELEVATIONS PROVIDED ONTHIS SHEET IS TO INDICATE STRUCTURALCOMPONENTS, DIMENSIONS, AND BUILDINGORIENTATION ONLY.2. ARCHITECTURAL DESIGN REQUIREMENTS ARENOT COVERED IN THIS PLAN SET. THESE DESIGNREQUIREMENTS SHALL BE ADDRESSED IN ASEPARATE ARCHITECTURAL SET BY RESPONSIBLELICENSED PROFESSIONALS IN CHARGE, ASNEEDED.3. ALL EXT ROOF SHEATHING SHALL BE:CLASS A RATED 29GA. 3/4" STRATA RIB - PER UESER 0550 OR EQ.4. ALL EXT WALL SHEATHING SHALL BE:CLASS A RATED 29GA. 3/4" STRATA RIB - PER UESER 0550 OR EQ.5.SHEATHING CONNECTIONS SHALL BE #12-14 X 34"SDS. NEOPRENE WASHERS ARE REQUIRED.DATE EXPIRES: 06/30/2024
CONCRETE ANCHORAGE1A(1) 1/2"Ø x 7" LG. STRONG-BOLT 2EXPANSION ANCHOR(PER ESR 3037)2A(2) 1/2"Ø x 7" LG. STRONG-BOLT 2EXPANSION ANCHOR(PER ESR 3037)LEVEL GRADEBY OTHERS25'-10 34"1'-6"
31'-3 12"13B2A1A1A1A1A1A1A2A2A1A1A1A1A1A1A2A1A1A1A1A1A1AFOUNDATION NOTES:1.CONCRETE ANCHORS SHALL BE LOCATED AS SHOWN ON THE FOUNDATION PLAN. A MINIMUM OF (1) ANCHOR IS REQUIREDNEXT TO EVERY POST AND ON EITHER SIDE OF OPENINGS. MINIMUM (2) ANCHORS ARE REQUIRED AT CORNERS OF ENCLOSEDBUILDINGS, (1) ON EACH BASE RAIL.2.MIN. FOOTING DEPTH NEEDED TO RESIST BUILDING LOADS IS INDICATED ON FOUNDATION DETAILS.HOWEVER, A GREATER FOOTER DEPTH MAYBE REQUIRED TO MEET THE LOCAL FROST LINE DEPTH PER CODE.3.DEPTH OF FOOTINGS SHALL EXTEND INTO UNDISTURBED SOIL OR COMPACTED ENGINEERING FILL.4.ASSUMED SOIL BEARING CAPACITY IS TO BE A MIN. OF 1500 PSF.5.CONC STRENGTH TO BE A MIN OF 3000 PSI @ 28 DAYS FOR MODERATE WEATHERING POTENTIAL.SPECIAL INSPECTION IS NOT REQUIRED AS ALL CONC FOUNDATION DESIGN IS BASED ON A MAX COMPRESSIVE STRENGTH OF2500 PSI @ 28 DAYS.CONCRETE STRIP
PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:FOUNDATION PLAN:FOUNDATION PLANSCALE: 3/16" : 1'3A OF 7DATE EXPIRES: 06/30/2024
5% GRADEUP TO 10'ANCHOR(MAX 6" FROM POST)COL. POSTTO BE CENTEREDOVER FOOTINGFLUSH NOT PERMITTED314"18"3"(2) #4 CONT.T&BUNDISTURBEDGRADE9"9"CONT. BASE RAILGREATER OF:LOCAL FROSTOR12" BELOWGRADEMAX 2"OPTIONALFOUNDATION DETAILSCALE: 3/4" : 1'25% GRADEUP TO 10'ANCHOR(MAX 6" FROM POST)COL. POSTTO BE CENTEREDOVER FOOTINGFLUSH NOT PERMITTED314"18"3"(2) #4 CONT.T&BUNDISTURBEDGRADE9"9"CONT. BASE RAILGREATER OF:LOCAL FROSTOR12" BELOWGRADEMAX 2"OPTIONALFOUNDATION DETAILSCALE: 3/4" : 1'2ANCHORAGE NOTES:1.ANCHOR INSTALLATION REQUIREMENTS (REF ANCHORAGE DETAIL):A.L. - ANCHOR LENGTH:7.00"E.D. - ANCHOR EDGE DISTANCE:MIN. 4.00" OR U.N.O.H. - ANCHOR HOLE DEPTH:MIN. 3.00"D. - CONCRETE EMBEDMENT DEPTH:MIN. 2.75"SPACING BETWEEN (2) ANCHORS:MIN. 2.75" OR U.N.O.2.ANCHORS TO BE SPACED NO MORE THAN 6" FROM POSTS OR U.N.O.3.ANCHORS TO BE INSTALLED PER MANUFACTURER'S REQ. PER SPECIFIED ESR.REINFORCEMENT NOTES:1.REINFORCING STEEL: DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, WITH AMINIMUM YIELD OF 60 KSI FOR ALL BARS.2.CLEAR DISTANCE BETWEEN BARS SHALL BE NOT LESS THAN 1-1/2 TIMES THE MAXIMUM SIZE OFCOARSE AGGREGATE OR U.N.O.3.CONCRETE REINFORCEMENT COVER SHALL BE NOT LESS THAN THE FOLLOWING:A. CONCRETE POURED AGAINST AND PERMANENTLY EXPOSED TO GROUND: 3"B. EXTERIOR FACE (EXPOSED TO WEATHER BUT NOT IN CONTACT WITH GROUND): 2"CLANCHOR E.D.H.D.A.L.T / CONC. EL.TUBEBASE RAILANCHORAGE DETAILSCALE: 1" : 1'CONCRETE ANCHORAGE1A(1) 1/2"Ø x 7" LG. STRONG-BOLT 2EXPANSION ANCHOR(PER ESR 3037)2A(2) 1/2"Ø x 7" LG. STRONG-BOLT 2EXPANSION ANCHOR(PER ESR 3037)CONCRETE STRIP
PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:FOUNDATION DETAILS:3B OF 7DATE EXPIRES: 06/30/2024
1424345 SPACES @ 3'-7" CC = 17'-11"3'-6 12"5 SPACES @ 3'-7" CC = 17'-11"3'-6 12"4'-3 12"5 SPACES @ 4'-3 38" CC = 21'-4 78"4'-3 12"25'-0"25'-0"30'-0"
30'-0"
OPEN END FRAME WITH DOUBLE WELDED POSTSFRAME
FRAME
FRAME
FRAME
FRAME
FRAME 8"2'-10 1/2"2'-10 1/2"8"EXTRA END FRAME WITH DOUBLE WELDED POSTSDOORPOSTANCHORBASE RAILSEEELEVATIONANCHOR DETAILSCALE: 1/2" : 1'1COLUMNPOSTANCHORBASE RAILANCHOR DETAILSCALE: 1/2" : 1'2CORNERCOLUMNPOSTANCHORBASE RAILANCHOR DETAILSCALE: 1/2" : 1'3COLUMNPOSTCOLUMN LAYOUT PLAN
PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:COLUMN LAYOUT PLANSCALE: 3/16" : 1'NOTE:SEE SHEET 3A / 3B FOR ANCHOR TYPESEE SHEET 5 FOR FRAME SECTION AND DETAILS4 OF 7DATE EXPIRES: 06/30/2024
30'-0" O/O12'-0"
7
6
°16'-0"35PEAK BRACE153'-0"(2) HAT CHANNELKNEE BRACESBACK-TO-BACK25ROOF MEMBERBASE RAIL123TOP OF CONC.PURLIN @ 3'-1" C/C - TOTAL 12123PEAK BRACECOLUMN POSTROOF MEMBERTYP.6" LG. CONNECTORSLEEVE - FIELD BOLTE.S. W/ (4) #12 X 1"SELF DRILLINGSCREWS AS SHOWN12" RET.TYP.18"18"18"1"-12"1"-12"18"INSERTED POST -FULL LENGTHFIELD BOLT W/ #12 X1"FASTENERS (ESR 2196) @12" C/C STAGG. ONEACH FACEROOF SHEATHING - SEESCHEDULE FOR FASTENERREQUIREMENTSPURLINSMAX. 42"SIDE WALLSHEATHING - SEESCHEDULE FORFASTENERREQUIREMENTS11(2) KNEE BRACES (BACK TO BACK) -ATTACH W/ (3) #12 X 1" TEKS SCREWT.B., EACH SIDE (12 TOTAL)PROVIDE MIN. 1" EDGE DIST.3'-0"COLUMNPOST6" LG. COLUMNSLEEVE - FIELD BOLTW/ (4) #12 X 1" TEKSSCREWS AT EACHSLEEVESIDE WALLSHEATHING - SEESCHEDULE FORFASTENERREQUIREMENTSBASE RAIL18"18"12" RET.TYP.INSERTED POST -FULL LENGTHFIELD BOLTW/ #12 X1"FASTENERS(ESR 2196) @12" C/CSTAGG. ONEACH FACEMEMBER PROPERTIESCOLUMN POST2 1/2" SQ. x 14GA TUBE W/ 2 1/4" SQ. X 12GA TUBE INSERTROOF MEMBER2 1/4" SQ. X 12GA TUBEBASE RAIL2 1/4" SQ. X 12GA TUBEPEAK BRACE2 1/4" SQ. X 12GA TUBEKNEE BRACE(2) 4" X 1" X 14GA HAT CHANNELCONNECTOR SLEEVE2 1/4" SQ. X 12GA TUBEPURLINS4" X 1" X 14GA HAT CHANNELSHEATHING FASTENER SCHEDULELOCATIONCORNER PANELSIDE LAPSEDGE LAPSELSEWHERESPACING9" CCMIN. 14 1/2" CC9" CCFASTENER TYPE: # 12x1" SELF-DRILL SCREWS(ESR-2196) W/ NEOPRENE/STEEL WASHERPEAK BRACE - DOUBLED ALONGROOF MEMBER TILL EAVEROOF MEMBER18"1"-12"1"-12"18"36/4 (9" C/C) PATTERN36/8 (4 12" C/C) PATTERN36"34"9" TYP6" PANELLAPS
E
E
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E
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EC
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TYP 3'-0"PANELEND LAP(±4 12" C/C)PURLINSSIDE LAP (STITCHSCREW) MIN (1) #12-24SDSCORNER LAP /ELSEWHERE36/4 PATTERN (±9" C/C )FRAME SECTION & DETAILSFRAME DETAIL1SCALE: 3/4" : 1'BASE DETAIL2SCALE: 3/4" : 1'PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:PEAK BRACE DETAIL3SCALE: 3/4" : 1'TYPICAL FRAMESCALE: 3/16" : 1'29GA. - 3/4" RIB - CORRUGATED SHEETSCALE: 34" : 1'SCALE: 3/16" : 1'SHEATHING FASTENER PATTERN5 OF 7DATE EXPIRES: 06/30/2024
25'-0"3'-6 12"5 SPACES @ 3'-7" CC = 17'-11"12'-0"
16'-1 34"37A47A166 PURLINS @ 3'-1" C/C26OPEN ENDPOSTSCOLUMNPOSTSBASE RAILLEFT SIDE WALL FRAMINGSCALE: 3/16" : 1'8"2'-10 1/2"NEW FRAME27B25'-0"3'-6 12"5 SPACES @ 3'-7" CC = 17'-11"12'-0"
16'-1 34"166 PURLINS @ 3'-1" C/C26OPEN ENDPOSTSCOLUMNPOSTSBASE RAILRIGHT SIDE WALL FRAMINGSCALE: 3/16" : 1'2'-10 1/2"8"NEW FRAME27BSPLICE DETAILROOF BM(4) #12-14 SDS @ SPLICE(2) #12-14 SDSMIN 6"OVERLAPGIRTS ORPURLINSATTACHMENT DETAILGIRT/PURLIN DETAILSCALE: 3/4" : 1'2COLUMN POST FRAME W/FULL INSERT TYP.6" SLEEVE WELDED TO BASERAIL AND ATTACHED TOCOLUMN POST WITH (4)#12 SDS AS SHOWNBASE RAILINSERTED TUBE:2 14" X 2 14" X 12GA.FIELD BOLT W/ #12 X 1"FASTENERS (ESR 2196) @12" C/C STAGG. ONEACH FACE18"18"12" RET.TYP.COLUMN-BASE DETAILSCALE: 3/4" : 1'1DIAGONAL BRACES2" SQ. X 12GA TUBEHORZ. BRACE2 1/4" SQ x 14GA TUBEPURLINS4" X 1" X 14GA HAT CHANNELCONNECTOR SLEEVE2 1/4" SQ. X 12GA TUBEBASE RAIL2 1/4" SQ. X 12GA TUBESIDE WALL POST2 1/2" SQ. x 14GA TUBE W/ 2 1/4" SQ. X 12GA TUBE INSERTOPEN ENDWALL POST(2) 2 1/4" SQ. X 12GA TUBE -STITCH WELDEDCORNER POST2 1/4" SQ. X 12GA TUBEMEMBER PROPERTIESSIDE WALL FRAMING
PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:6 OF 7DATE EXPIRES: 06/30/2024
MEMBER PROPERTIESCORNER POST2 1/4" SQ. X 12GA TUBEOPEN ENDWALL POST(2) 2 1/4" SQ. X 12GA TUBE -STITCH WELDEDROOF MEMBER2 1/4" SQ. X 12GA TUBEBASE RAIL2 1/4" SQ. X 12GA TUBEEND WALL POSTS2 1/4" SQ. X 12GA TUBEDIAGONAL BRACES2" SQ. X 12GA TUBEHORZ. BRACE2 1/4" SQ x 14GA TUBEKNEE BRACE2 1/4" SQ. X 12GA TUBE30'-0"12'-0"16'-0"37BPEAK BRACE17B3'-0"KNEE BRACE27BROOF MEMBERBASE RAILOPEN ENDPOSTS123TOP OFCONC.FRONT END WALL FRAMINGSCALE: 3/16" : 1'30'-0"37A47A12'-0"123COLUMNPOSTSTOP OFCONC.17A27A57AREAR END WALL FRAMINGSCALE: 3/16" : 1'ROOF MEMBEREND WALL POST(2) 2" X 2" X 2" X 18GACLIP ANGLES. SECURETO ROOF MEMBERAND POST W/ (4) #12SDS AS SHOWN4" X 2" X 18GA FLAT CLIP.SECURE TO ROOF MEMBERAND POST W/(4) #12 SDSAS SHOWNROOF MEMBER DETAILSCALE: 3/4" : 1'1END WALLBASE RAILCORNERPOSTSIDE WALLBASE RAIL2" X 2" X 2" X 18GACLIP ANGLE W/ (4)#12 SDS AS SHOWN18"18"12" RET.TYP.6" SLEEVE WELDED TO BASERAIL AND ATTACHED TOCOLUMN POST WITH (4)#12 SDS AS SHOWNCORNER DETAILSCALE: 3/4" : 1'2LATTICE BRACE DETAILSCALE: 3/4" : 1'3LATTICE BRACE DETAILSCALE: 3/4" : 1'4BASE RAIL(2) 2" X 2" X 2" X 18GACLIP ANGLES. SECURETO POST AND BASE RAILW/ (4) #12 SDS ASSHOWNEND WALL POSTCOLUMN-BASE DETAILSCALE: 3/4" : 1'5COLUMN / ENDWALL POSTHORZ. BRACEDIAGONALBRACEPL 7" X 7" X 14GA(6) #12-24 SDS(4) #12-24 SDSAS SHOWNCOLUMN / ENDWALL POSTHORZ.BRACEDIAGONALBRACEPL 7" X 7" X 14GA(6) #12-24 SDS(5) #12-24 SDS ASSHOWNPROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:END WALL FRAMING & DETAILS
7A OF 7DATE EXPIRES: 06/30/2024
123PEAK BRACEROOF MEMBERCOLUMN POST76°TYP.TYP.6" LG. CONNECTORSLEEVES - FIELD BOLTE.S. W/ (4) #12 X 1"SELF DRILLINGSCREWS AT EACHSLEEVE12" RET.TYP.18"18"18"1"-12"1"-12"18"18"1"-12"1"-12"18"ROOF SHEATHING - SEESCHEDULE FOR FASTENERREQUIREMENTSPURLINSMAX. 42"SIDE WALLSHEATHING - SEESCHEDULE FORFASTENERREQUIREMENTS3'-0"11TUBE KNEE BRACE - ATTACH W/(2) 5" X 5" X 14GA PL EA. END5" X 5" X 14GA PLW/ (3) #12-24 X 1" SDS.WELD PL. TO TUBE KNEE BRACE2"2"TYPCOLUMNPOSTBASE RAIL6" LG. COLUMNSLEEVE - FIELD BOLTW/ (4) #12 X 1" TEKSS.D.S. AT EACHSLEEVESIDE WALLSHEATHING -SEE SCHEDULEFOR FASTENERREQUIREMENTS18"18"12" RET.TYP.BASE RAIL PIECETYP.18"1"-12"1"-12"18"PEAK BRACE - DOUBLED ALONGROOF MEMBER TILL EAVEROOF MEMBER18"1"-12"1"-12"18"END WALL FRAMING DETAILSFRAME DETAIL1SCALE: 3/4" : 1'BASE DETAIL2SCALE: 3/4" : 1'PROJECT TITLE:
SHEET TITLE:
LOCATION:SIGNED:WILDISH BUILDING CO.3957 HAYDEN BRIDGE RD
SPRINGFIELD, OR 97477 319-23-295810/31/2023TariqOCT 31 20231775 M. Hood #120
Woodburn, OR 97071
Phone: 503-984-2415 METAL BUILDINGMANUFACTURERPROJECT NO:SHEET. NO:DRAWN BY:DATE:PEAK BRACE DETAIL3SCALE: 3/4" : 1'7B OF 7DATE EXPIRES: 06/30/2024
Attachment 3 – Aerial Photo
M A R C O LA R D35TH STY O L A N D A A V E
HAYDEN BRI
DGE RD39TH ST37TH ST38TH STP A R K E R L N
WAT E R MA R K DRSUE ANN CT35TH ST37TH ST
INFORMATIONSHOWN IS FOR EWEBUSE ONLY AND IS NOTWARRANTED TO BEACCURATE FORUNINTENDEDPURPOSES.
7/24/2018
REVISED WATER SYSTEM MAPEUGENE WATER & ELECTRIC BOARD-
0 350 700 1,050 1,400175Feet
Attachment 4 – Geotechnical
Foundation Engineering, Inc.
Professional Geotechnical Services
820 NW Cornell Avenue • Corvallis, Oregon 97330 • 541-757-7645 7857 SW Cirrus Drive, Bldg 24 • Beaverton, Oregon 97008 • 503-643-1541
Laura Farthing, P.E. May 21, 2018
Eugene Water and Electric Board
4200 Roosevelt Blvd
Eugene, Oregon 97440-2148
EWEB Hayden Bridge Disinfection Building Project 2171044
Geotechnical Investigation and Seismic Hazard Study
Springfield, Oregon
Dear Ms. Farthing:
At your request, we have completed the geotechnical investigation and seismic
hazard study for the above-referenced project. This letter summarizes our work and
the results of our analysis.
BACKGROUND
Eugene Water and Electric Board (EWEB) plans to construct a new building at the
Hayden Bridge filtration plant in Springfield, Oregon. The site location is shown on
Figure 1A (Appendix A).
The structure will be a single-story building constructed with insulated, precast panels.
The building will house a new disinfection system and the floor will have a 3-foot deep
depressed area that will contain the disinfectant tanks. A figure provided by EWEB
indicates the building will be located in a ±50x150-foot area southeast of the existing
clarifier building.
EWEB is the owner and CH2M Hill is the structural designer. Foundation
Engineering, Inc. was retained by EWEB to complete a geotechnical investigation and
seismic hazard study for the proposed building. Our scope of work was outlined in a
proposal dated May 1, 2017, and authorized by a signed Personal Services Contract
(#Q2589).
REVIEW OF PREVIOUS REPORTS
Prior to our field exploration, we reviewed a geotechnical investigation completed by
Foundation Engineering for Black and Veatch Corporation for the Hayden Bridge
Filtration Plant 2009 Expansion. Results of that investigation were summarized in a
Geotechnical Report dated January 17, 2009. As part of that investigation, we
completed a series of borings and test pits north, east, and west of the existing
filtration plant. The planned disinfection building will be located south of the filtration
plant. Therefore, we completed additional subsurface explorations as part of our
current scope of work.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 2 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
FIELD EXPLORATION
We dug four exploratory test pits at the site on May 9, 2017, to characterize the
subsurface conditions within the proposed building footprint. The approximate test
pit locations and proposed building location are shown on Figure 2A (Appendix A).
The test pits were dug using a Case CX130 tracked excavator. The test pits
extended to maximum depths ranging from ±5 to 6 feet. The soil profiles were
logged and the absence of ground water was noted. Representative soil and rock
samples were retained at selected depths in each test pit. The soil profiles and
sampling depths are summarized on the test pit logs (Appendix B). Upon completion
of the field exploration, the test pits were backfilled with the excavated material.
DISCUSSION OF SITE CONDITIONS
Topography
The site is located on a hilltop west of the McKenzie River. The upper ±10 feet of
the hill was removed in the late 1940’s to facilitate construction of the original
filtration plant. The ground surface at the planned disinfection building site is
relatively flat. The ground surface immediately south and east of the site slopes
gently downward. A topographic map provided by EWEB indicates the ground
surface elevation at the building site ranges from ±El. 584 to El. 588. Ground
surface elevations shown on the test pit logs were also estimated from the
topographic map.
Surface Conditions
The proposed building site is currently landscaped with sod, bark mulch, and
scattered trees. The area is bordered by paved and gravel-surfaced access roads.
Subsurface Conditions
A general discussion of the soil and rock units encountered in the test pits is presented
below. The subsurface conditions encountered in the test pits are similar to those
from our previous borings and test pits located across the Hayden Bridge Filtration
Plant site. A more detailed description of the subsurface conditions in each test pit is
provided on the appended logs.
Topsoil. Brown, low to medium plasticity clayey silt with some organics extends to
depths ranging from ±5 to 12 inches. The topsoil was moist to wet at the time of
our exploration.
Possible Fill/Residual Material. Grey-brown, very dense rock fragments with some silt
was encountered in the northern test pits (i.e., in TP-1 and TP-2). This material
appears consistent with residual soil (i.e., rock that has decomposed to the
consistency of soil) derived from the underlying basalt. However, we understand the
area was previously used for stockpiling granular fill. We observed rounded gravel
intermixed with angular basalt fragments in TP-1, suggesting the material is fill from
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 3 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
±1 to 1.5 feet. It is possible angular material was also stockpiled in the area or used
for site grading. In the absence of visual identifiers (e.g., rounded gravel,
construction debris or unusual soil structure), it is difficult to distinguish native
material from fill, especially fill derived from on-site sources. Therefore, while we
anticipate the bulk of this material represents residual soil, some or all of it may be
fill.
Basalt of Mohawk. Grey-brown, slightly weathered to fresh basalt was encountered
in all test pits. The upper portion of the basalt is very weak to weak (R1 to R2) and
highly fractured with silt infilled joints. With depth, the basalt becomes weak to
medium strong (R2 to R3) and less fractured. Very difficult digging was encountered
at ±6 feet in TP-3, and practical digging refusal was encountered at ±5 feet in TP-4.
Ground Water
No ground water was encountered to the maximum depth of the test pits dug for the
new building. The absence of ground water was also noted in our previous explorations
completed in September 2007.
LABORATORY TESTING
Because bedrock/residual rock fragments were encountered at relatively shallow
depth, no laboratory work was completed for the project.
SEISMIC DESIGN
A site response spectrum was developed for the parcel in accordance with the
Oregon Structural Specialty Code (OSSC 2014), which is based on Section 1613 of
the International Building Code (IBC 2012). The design maximum considered
earthquake ground motion maps in the IBC (2012) are based on modified
USGS (2008) maps with a 1% probability of exceedance in 50 years (i.e., a
±4,975-year return period). The modifications include factors to adjust the spectral
accelerations to account for directivity and risk.
We have concluded a Site Class B (rock) is appropriate for the site. The seismic
design parameters and OSSC response spectrum are shown on Figure 3A
(Appendix A).
The risk of liquefaction is negligible due to the absence of liquefiable soils in the test
pits, the absence of ground water and the presence of shallow bedrock. Other
seismic hazards relating to the site are addressed in the seismic hazard study
(Appendix C).
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 4 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
ENGINEERING ANALYSIS
Foundation Type and Loading
Based on the presence of bedrock or dense rock fragments at the anticipated
foundation elevations, conventional shallow foundations (i.e., spread footings and
continuous strip footings) are recommended to support the new building.
Anticipated foundation loads were not available at the time this report was prepared.
However, since the building is a single-story structure, the maximum column load is
expected to be less than ±100 kips. Wall loads on the continuous footings are
expected to be in the range of ± 2 to 3 kips per lineal foot, or less.
Bearing Capacity
We have assumed the new footings will bear on a leveling course of compacted
crushed rock (Select Fill) underlain by very dense basalt fragments (i.e., existing
granular site fill/residual material or fractured bedrock).
The possible site fill/residual soil typically consisted of densely-packed, R1 to R3,
sand to boulder-sized basalt fragments. The interstitial spaces between individual
rock fragments appear to be filled with silt. Theoretical calculations would indicate
a very high bearing capacity. However, we recommend using a more conservative
(i.e., lower) presumptive, allowable bearing pressure for foundation design to account
for possible variations in the subsurface conditions.
We recommend using an allowable bearing pressure of 3,000 psf for designing the
isolated spread footings and continuous strip footings, assuming a nominal factor of
safety (FS) of 3. For seismic or other transient loading, the allowable bearing
pressure may be increased by one-third. We should be consulted in the event the
actual foundation loads are significantly higher than those assumed above.
Settlement
The building site is underlain by dense to very dense rock fragments followed by
relatively shallow basalt. The foundation pressures are expected to be modest
relative to the ultimate bearing capacity of the foundation materials. Therefore,
foundation settlement under the anticipated loads is expected to be less than ½ inch,
most of which is expected to occur during construction. Settlement under
foundations bearing directly on bedrock will be negligible.
Sliding Coefficient and Passive Resistance for Footings
The sliding friction between the bottom of the footings and the underlying leveling
course of compacted crushed rock may be calculated using a sliding coefficient of
0.5. This sliding coefficient will be conservative where footings are poured directly
on clean, intact bedrock.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 5 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
An equivalent fluid density of 150 pcf is recommended to represent the potential
passive resistance against the vertical face of the footings. A factor of safety has
been applied to this value, since it is unlikely the footings will move laterally enough
to mobilize the full passive resistance. This allowable value assumes all footings will
be backfilled with compacted Select Fill extending at least 6 inches beyond the
footing edges, unless the footings are poured neat against the bedrock.
Slab Design
Based on the foundation conditions, we recommend designing the floor slabs using
a modulus of subgrade reaction of 250 pci. This value assumes the floor slabs will
be constructed on a minimum of 12 inches of compacted crushed rock over dense,
compacted subgrade, or bedrock.
DISCUSSION OF EARTHWORK
Construction Timing
The construction schedule had not been established at the time this report was
prepared. However, we understand it is currently anticipated the earthwork will
begin in the winter or spring of 2018.
If practical, we recommend completing the earthwork during the dry summer months
(typically mid-June through early October) to reduce the risk of pumping the surficial,
silty soils and to eliminate the possible need for dewatering.
Rock Excavation
Test pits in the building area encountered bedrock at depths of ±1 to 3 feet. Based
on our current understanding of the building grades, we anticipate excavations for
the footings and slab will extend up to ±3 feet below the rock surface. Excavations
up to ±3 feet below the existing grade may be required for utility trenches.
The hardness of the rock encountered in our explorations varies with location and
ranges from very weak to medium strong (R1 to R3). The rock is typically highly
fractured and closely-jointed. A Case CS130 tracked was able to excavate up to
±5 feet below the surface of the fractured, R1 to R2 basalt with relative ease. The
excavator was not capable of excavating the R3 basalt.
Because the rock is typically closely-jointed, it is possible that most of the excavation
can be completed by plucking out rock fragments using a large excavator equipped
with a rock excavation bucket. In the deeper excavation for the disinfectant tanks
and in locations were the joints are more widely spaced, it may be necessary to
fracture the rock using a hydraulic hammer and subsequently remove the loosened
debris with an excavator.
The contractor should submit an excavation plan including details regarding the
proposed rock excavation method for approval prior to starting. The rock excavation
plan should outline the estimated excavation depth below current grades, and
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 6 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
method should be capable of removing basalt with unconfined compressive strengths
up to 8,000 psi, the upper bound strength for R3 rock.
Shoring, Cut Slopes and Dewatering
Trenches should be shored or sloped according to OSHA standards to protect
workers from sloughing or caving soils. An OR OSHA soil profile Type B is
appropriate for the very dense fill/residual material. The strength of the soils may
vary somewhat with changes in moisture content. In open excavations, we
recommend using temporary excavation slopes no steeper than 1(H):1(V) in the
fill/residual material.
Temporary cuts in the bedrock may be vertical or near-vertical. The appropriate cut
slopes will depend upon the quality and jointing of the rock, and the depth of cut.
Flatter slopes may be required where the rock is highly fractured and disturbed.
Although we did not encounter ground water in the test pits, iron-staining suggests
that seasonal runoff perches on the bedrock and may rise to within ±2 feet of the
ground surface. It should be assumed that some dewatering may be required if work
is completed in the later autumn to early summer.
Reuse of On-Site Materials
The project will require predominantly cuts, with fills limited to structural backfill
beneath footings and slabs and around the perimeter of the building.
The bulk of the excavation will encounter fill/residual material, or competent bedrock.
This material will be variable and will include silt and rock fragments. Most of the
rock fragments will be cobble-sized. Due to the variability of the materials and size
of the rock fragments, we anticipate that it will be difficult to adequately recompact
these materials in tight locations with light equipment. Therefore, we do not
recommend reusing these materials as structural fill beneath the building. These
materials may be suitable for reuse for general site grading outside the building area.
RECOMMENDATIONS
Construction will occur over an area covered with a thick blanket of granular soil.
Therefore, the recommendations below are appropriate for both dry and wet weather
construction.
Silty soils near the ground surface will be susceptible to pumping or rutting when
wet. Therefore, mitigation of these soils may be required for construction during
wet weather.
We recommend providing contractors a copy of this report. We should be provided
an opportunity to meet with the earthwork contractor prior to construction to discuss
the site conditions and the contractor’s approach to site preparation.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 7 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
Material Specifications and Compaction Requirements
1. Select Fill as defined in this report should consist of ¾, 1, or 1½-inch
minus, clean (i.e., less than 5% passing the #200 U.S. Sieve),
well-graded, crushed gravel or rock.
2. Drain Rock should consist of 2-inch minus, clean (less than 2% passing
the #200 sieve), open-graded crushed gravel or rock.
3. Filter Fabric as defined in this report should consist of a non-woven
geotextile with a grab tensile strength greater than 200 lb., an apparent
opening size (AOS) of between #70 and 100 (US Sieve), and a
permittivity greater than 0.1 sec-1.
4. Compact the Select Fill and subgrade to 95% relative compaction. The
maximum dry density of ASTM D 698 should be used as the standard for
estimating the relative compaction. Efficient compaction of granular fills
will require a smooth drum, vibratory roller. Walk-behind plate
compactors or hoe-mounted compactors will be required for smaller
foundation excavations where access with self-propelled equipment is not
feasible. Field density tests should be run frequently to confirm adequate
compaction of the Select Fill.
The subgrade is expected to contain aggregates too coarse for density
testing. The compacted subgrade should be proof-rolled using a loaded,
10-yd3 dump truck, or other approved vehicle or method. Efficient
compaction of the subgrade should be evaluated by a Foundation
Engineering representative. Areas of pumping or deflection observed
beneath the truck wheels should be reworked, or overexcavated and
replaced with compacted Select Fill and proof-rolled again.
5. Shoring for utility trenches and temporary excavations should conform to
Oregon OSHA regulations. An OSHA Type B soil may be appropriate for
the granular residual material and highly fractured rock. However, this
material may degrade to a Type C soil during wet weather. The stability
of the slopes should be verified at the time of construction.
6. Provide contractors with a copy of this report to review the site conditions
and recommendations for site preparation and foundation construction.
Site Preparation
7. Strip the existing ground ±5 to 12 inches or as required to remove any
sod, concentrated roots and loose debris or soil. Dispose of all strippings
outside of construction areas.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 8 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
8. Overexcavate any test pits that extend beneath the building and
foundation footprint and replace the backfill with Select Fill. The Select
Fill should be compacted in maximum 12-inch thick lifts and density
tested as recommended above. The approximate test pit locations are
shown on Figure 2A (Appendix A).
9. Excavate the building area to the planned subgrade elevation.
10. Compact the subgrade as specified above.
11. Proof-roll the compacted subgrade using an approved vehicle prior to
constructing the building pad. Areas of pumping or deflection observed
beneath the truck wheels should be mitigated. Mitigation may include
scarifying, aeration and re-compaction, or overexcavation and
replacement with compacted Select Fill. Once mitigated, the area should
be proof-rolled again.
12. Place at least 12 inches of Select Fill over the building area to create a
building pad. A separation geotextile is not required beneath the building
pad. Compact the Select Fill in lifts as specified above.
13. Trench the footings to the required depths. The excavations should be
deep enough to provide a minimum of 6 inches of compacted Select Fill
beneath the footings unless solid rock is encountered. The Select Fill
should extend at least 6 inches beyond the edges of the footings.
Prior to placing the Select Fill, compact the existing site fill/residual soil
exposed in the bottom of all footing excavations. The rocky soil is too
coarse for conventional testing. Therefore, we recommend the fill
beneath all footings be compacted with a backhoe or excavator mounted
hoe pac. Compaction should continue until there are no visible
indentations of the fill surface.
The Select Fill leveling course and subgrade compaction may be omitted
where solid bedrock is encountered and the footings are poured neat
against the bedrock.
14. Grade the finished ground surface surrounding the building to promote
drainage away from the foundations.
Foundation Design and Construction
15. Design the building using the seismic parameters and response spectrum
in Figure 3A.
16. Design continuous wall footings and isolated column footings using an
allowable bearing pressure of 3,000 psf. This value may be increased by
one third for analysis of transient loads (i.e., earthquake or wind loads).
EWEB Hayden Bridge Disinfection Building May 21, 2018
Geotechnical Investigation and Seismic Hazard Study 9 Project 2171044
Springfield, Oregon Eugene Water and Electric Board
17. For sliding analysis, use a coefficient of friction of 0.5 between the
footings and the Select Fill. Calculate the passive resistance against the
sides of the buried footings using an allowable equivalent fluid density of
150 pcf.
18. Assume the new building could experience ±½ inch of total and
differential post-construction settlement, if the site preparation and
footing design and construction are completed as specified herein.
19. Provide a minimum footing width of 18 inches for continuous wall
footings and 24 inches for isolated column footings.
20. Embed all footings a minimum of 18 inches below finish grade.
21. Provide at least 6 inches of compacted Select Fill beneath all footings not
poured neat on competent bedrock. Provide a minimum of 6 inches of
compacted Select Fill beneath all other isolated concrete slabs, sidewalks
and driveways not directly underlain by bedrock.
22. Use a modulus of subgrade reaction (Ks) of 250 pci for floor slab design.
This value assumes the slab will be underlain by at least 12 inches of
compacted Select Fill.
23. Provide a suitable vapor barrier under the slab that is compatible with the
proposed floor covering and the method of concrete curing. The proposed
vapor barrier and installation plan should be reviewed by the flooring
manufacturer and architect.
Foundation Drainage
24. Install a foundation drain around the perimeter of the building. The drain
should consist of 3 or 4-inch diameter, perforated or slotted, PVC pipe.
The flow line of the pipe should be set at the base of the perimeter
foundation. The pipe should be bedded in at least 4 inches of Drain Rock
and backfilled to within 6 inches of the ground surface with Drain Rock.
The entire mass of Drain Rock should be wrapped in Filter Fabric that laps
at least 12 inches at the top.
25. Provide clean-outs at appropriate locations for future maintenance of the
drainage systems.
26. Discharge the foundation drain into the nearest catch basin, manhole or
storm drain.
DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING
We should be provided the opportunity to review all drawings and specifications that
pertain to site preparation and foundation construction. Site preparation will require
field confirmation of soil conditions once the subgrade is exposed beneath new slabs
Appendix A
Figures
Professional Geotechnical Services
Foundation Engineering, Inc.
2171044
SITE
2,0001,000500
SCALE IN FEET
0
TP-1
TP-2
TP-3
TP-4
2171044
402010
SCALE IN FEET
0
Notes:
1. The Design Response Spectrum is based on the IBC 2012, Section 1613.
2. The following parameters are based on the modified USGS 2008 maps provided
in IBC 2012/OSSC 2014:
Site Class=B Damping = 5%PGA=0.35 2% in 50 years (2475 yrs)
SS =0.73 Fa =1.00 SMS =0.73 SDS =0.49
S1 =0.38 Fv =1.00 SM1 =0.38 SD1 =0.25
3. SS and S1 values indicated in Note 2 are the mapped, risk-targeted maximum considered
earthquake spectral acclerations for 1% probability of exceedence in 50 years.
4. Fa and Fv were established based on IBC 2012, Tables 1613.3.3(1) and 1613.3.3(2)
using the selected SS and S1 values. SDS and SD1 values include a 2/3 reduction on
SMS and SM1 as discussed in IBC 2012 Section 1613.3.4.
5. Site location is: Latitude 44.0716, Longitude -122.9717.
PROJECT 2171044
FIGURE 3A
EWEB HAYDEN BRIDGE DISINFECTION BUILDING
SPRINGFIELD, OREGON
IBC 2012/OSSC 2014 SITE RESPONSE SPECTRUM
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0 0.5 1 1.5 2 2.5 3Spectral Acceleration, Sa(g)Period (seconds)
IBC 2012/OSSC 2014
Response Spectrum
Appendix B
Test Pit Logs
Professional
Geotechnical
Services
Foundation Engineering, Inc.
S-1-1
S-1-2
S-1-3
Stiff to very stiff SILT, some clay and organics (ML); brown todark brown, moist, medium plasticity, organics consist of roots
up to ±1/8-inch diameter, (topsoil).
Very dense silty GRAVEL and ROCK FRAGMENTS (GM);grey-brown, moist, low to medium plasticity silt, coarse roundedgravel, gravel-sized angular basaltic rock fragments, (fill).
Very dense ROCK FRAGMENTS, some silt (GP-GM);
grey-brown, moist, low plasticity silt, gravel to boulder-sizedangular to subangular fresh basaltic rock fragments up to±1½ foot diameter, (possible fill/residual material).
Very weak to weak (R1 to R2) BASALT; grey-brown and
iron-stained, slightly weathered to fresh, highly fractured, siltinfilled joints, (Basalt of Mohawk).
BOTTOM OF EXPLORATIONNo seepage or ground waterencountered to the limit of excavation.
585.6
0.9
585.0
1.5
583.5
3.0
580.5
6.0
585.6
0.9
585.0
1.5
583.5
3.0
580.5
6.0
585.6
0.9
585.0
1.5
583.5
3.0
580.5
6.0
585.6
0.9
585.0
1.5
583.5
3.0
580.5
6.0
585.6
0.9
585.0
1.5
583.5
3.0
580.5
6.0
Springfield, Oregon
Surface Elevation:
Date of Test Pit:
Project No.:Elev. DepthSymbol586.5 feet (Approx.)EWEB Hayden Bridge Disinfection Building
May 9, 2017
2171044 Test Pit Log: TP-1
Comments
Depth, FeetSample #LocationSoil and Rock Description
1
2
3
4
5
6 C, TSFS-2-1
S-2-2
Medium stiff SILT, some clay and organics (ML); dark brown,
wet, medium plasticity, organics consist of fine roots, (topsoil).
Very dense ROCK FRAGMENTS, some silt (GP-GM);grey-brown, moist, low plasticity silt, gravel to cobble-sizedangular to subangular, fresh basaltic rock fragments up to
±1-foot diameter, (possible fill/residual material).
Very weak to weak (R1 to R2) BASALT; grey-brown andiron-stained, slightly weathered to fresh, highly fractured, siltinfilled joints, (Basalt of Mohawk).
BOTTOM OF EXPLORATIONNo seepage or ground waterencountered to the limit of excavation.
586.6
0.4
585.0
2.0
582.0
5.0
586.6
0.4
585.0
2.0
582.0
5.0
586.6
0.4
585.0
2.0
582.0
5.0
586.6
0.4
585.0
2.0
582.0
5.0
586.6
0.4
585.0
2.0
582.0
5.0
Springfield, Oregon
Surface Elevation:
Date of Test Pit:
Project No.:Elev. DepthSymbol587.0 feet (Approx.)EWEB Hayden Bridge Disinfection Building
May 9, 2017
2171044 Test Pit Log: TP-2
Comments
Depth, FeetSample #LocationSoil and Rock Description
1
2
3
4
5
6 C, TSF
S-3-1
S-3-2
Medium stiff to stiff SILT, some organics (ML); brown, moist towet, low to medium plasticity, organics consist of fine roots,
(topsoil).
Very weak to weak (R1 to R2) BASALT; grey-brown, slightlyweathered to fresh, highly fractured, silt infilled joints, (Basalt of
Mohawk).
Weak to medium strong (R2 to R3) at ±6 feet.
BOTTOM OF EXPLORATION
Electrical (grey) conduit observed oneast edge of test pit at ±1 foot.
No seepage or ground waterencountered to the limit of excavation.
585.0
1.0
580.0
6.0
585.0
1.0
580.0
6.0
585.0
1.0
580.0
6.0
585.0
1.0
580.0
6.0
585.0
1.0
580.0
6.0
Springfield, Oregon
Surface Elevation:
Date of Test Pit:
Project No.:Elev. DepthSymbol586.0 feet (Approx.)EWEB Hayden Bridge Disinfection Building
May 9, 2017
2171044 Test Pit Log: TP-3
Comments
Depth, FeetSample #LocationSoil and Rock Description
1
2
3
4
5
6 C, TSFS-4-1
Stiff SILT, some organics (ML); brown, moist to wet, low
plasticity, organics consist of roots up to ±½-inch diameter,(topsoil).
Very weak to weak (R1 to R2) BASALT; grey-brown, slighlyweathered to fresh, highly fractured, silt infilled joints, (Basalt of
Mohawk).
BOTTOM OF EXPLORATION
Case CX130 excavator encounteredpractical digging refusal on mediumstrong (R3) BASALT at ±5 feet.
No seepage or ground waterencountered to the limit of excavation.
585.8
0.8
581.5
5.0
585.8
0.8
581.5
5.0
585.8
0.8
581.5
5.0
585.8
0.8
581.5
5.0
585.8
0.8
581.5
5.0
Springfield, Oregon
Surface Elevation:
Date of Test Pit:
Project No.:Elev. DepthSymbol586.5 feet (Approx.)EWEB Hayden Bridge Disinfection Building
May 9, 2017
2171044 Test Pit Log: TP-4
Comments
Depth, FeetSample #LocationSoil and Rock Description
1
2
3
4
5
6 C, TSF
Appendix C
Seismic Hazard Study
Professional Geotechnical Services
Foundation Engineering, Inc.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 1 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
SEISMIC HAZARD STUDY
EWEB HAYDEN BRIDGE DISINFECTION BUILDING
SPRINGFIELD, OREGON
INTRODUCTION
The seismic hazard study was completed to identify potential geologic and seismic
hazards and evaluate the effect those hazards may have on the proposed project.
The study fulfills the requirements presented in the 2014 Oregon Structural Specialty
Code (OSSC), Section 1803 for site-specific seismic hazard reports for essential and
hazardous facilities and major and special-occupancy structures (OSSC, 2014).
The following sections provide a discussion of the local and regional geology, seismic
and tectonic setting, earthquakes, and seismic hazards. A detailed discussion of the
subsurface conditions at the project location including exploration logs is provided in
the main report.
LITERATURE REVIEW
Available geologic and seismic publications and maps were reviewed to characterize
the local and regional geology and evaluate relative seismic hazards at the site.
Information from other geotechnical and seismic hazard investigations previously
conducted by Foundation Engineering and others at the facility were also reviewed.
Regional Geology
The filtration plant is located between the western foothills of the Western Cascades
and the southern Willamette Valley. The Willamette Valley is a broad, north-south
trending basin separating the Coast Range to the west from the Cascade Range to
the east. In the early Eocene (±50 to 58 million years ago), the present location of
the Willamette Valley was part of a broad continental shelf extending from the
Western Cascades west beyond the present coastline (Orr and Orr, 1999). Basement
rock underlying most of Willamette Valley includes the Siletz River Volcanics, which
erupted as part of a submarine oceanic island-arc. The thickness of the basement
volcanic rock is unknown. However, it is estimated to be ±3 to 4 miles thick (Yeats
et al., 1996).
The island-arc collided with, and was accreted to, the western margin of the
converging North American Plate near the end of the early Eocene. Volcanism
subsided, and a fore arc basin was created and infilled (primarily to the south) with
marine sediments of the Flournoy, Yamhill, Spencer and Eugene Formations
throughout the late Eocene and Oligocene, and terrestrial sedimentary deposits of
the Fisher Formation and Little Butte Volcanics of the Oligocene (Orr and Orr, 1999).
These sediments typically overlie, but are also interbedded with, basalt and volcanics
of the Siletz River Volcanics and younger Tertiary volcanics. The eastern margin of
the Willamette Valley includes deeply weathered foothills of the Western Cascades
which is composed primarily of Little Butte Volcanics (Hladky and McCaslin, 2006).
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 2 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
Mt. Tom is the most prominent peak of the Western Cascades in the Springfield area
(McClaughry et al., 2010).
Uplift and tilting of the Coast Range and the Western Cascades formed the
trough-like configuration of the Willamette Valley during the late Miocene. Following
the formation of the Willamette Valley, thick layers of Pliocene gravel filled the
southern valley (Madin and Murray, 2006; McClaughry et al., 2010). The deposits
were then incised by the Willamette River forming alluvial terraces. In the Pleistocene
(±1.8 million to 10,000 years ago), the southern valley was refilled with fan-delta
gravel, originating from the melting glaciers in the Cascades. The Willamette and
McKenzie Rivers incised deeply into the fan-delta deposits during the Quaternary and
deposited recent alluvium adjacent to the river banks and major tributaries (Madin
and Murray, 2006).
Local Geology
The site lies at the top of Vitus Butte in the Hayden Bridge area. The Butte is along
the west bank of the McKenzie River near the western extent of Camp Creek Ridge.
Geologic maps indicate that Vitus Butte is composed of Basalt of Mohawk. We
understand the original elevation of the Butte was ±El. 595 and the top was graded
down about 10 feet to accommodate the original facility. Outcrops near the river
and explorations for the facility indicate relatively shallow basalt beneath the filtration
plant. The most recent geologic mapping suggests the Basalt of Mohawk is a subunit
within the Basalt of Mt. Tom which is part of the Little Butte Volcanics (Hladky and
McCaslin, 2006; McClaughry et al., 2010). This basalt overlies sedimentary rocks
of the Fisher Formation (Hladky and McCaslin, 2006).
The subsurface conditions encountered in our explorations are consistent with the
mapped local geology and our previous explorations on site. Fill and possible topsoil
extend to ±1 foot to 1.5 feet. Possible fill or residual material (i.e., reworked or moved
Basalt of Mohawk) extends to ±3 feet. Very weak to weak (R1 to R2) basalt that is
highly fractured and the joints are infilled with silt extends to the limits of our
explorations. Likely competent basalt was encountered at ±5 feet in TP-4 and possibly
in TP-3. Additional details are provided in the Subsurface Conditions section of the
main report.
Tectonic Setting
The Southern Willamette Valley lies ±120 miles inland from the surface expression
of the Cascadia Subduction Zone (CSZ) (Goldfinger et al., 1992). The CSZ is a
converging, oblique plate boundary, where the Juan de Fuca plate is being subducted
beneath the western edge of the North American continent (Geomatrix Consultants,
1995). The CSZ extends from central Vancouver Island in British Columbia, Canada,
through Washington and Oregon to Northern California (Atwater, 1970).
Available information indicates the CSZ is capable of generating earthquakes within
the descending Juan de Fuca plate (intraplate), along the inclined interface between
the two plates (interface or subduction zone), or within the overriding North American
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 3 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
Plate (crustal) (Weaver and Shedlock, 1996). Therefore, Western Oregon is located
in an area of potentially high seismic activity due to its proximity to the CSZ.
Local Faulting
A review of nearby faults was completed to establish the seismic setting and the
seismic sources. Four potentially active Quaternary (<1.6 million years or less) crustal
fault zones have been mapped within ±40 miles of the site (Geomatrix Consultants,
1995; Personius et al., 2003; USGS, 2006a) and are listed in Table 1C. The
approximate surface projection locations of these faults in the southern Willamette
Valley are shown on Figure 1C (attached) (Personius et al., 2003). Additional fault
information is available in the literature (Personius et al., 2003; USGS, 2006a).
Of the listed faults, the Owl Creek fault is the only US Geologic Survey (USGS)
Class A fault. Class A faults have geologic evidence supporting tectonic movement
in the Quaternary, known or presumed to be associated with large-magnitude
earthquakes (Personius et al., 2003). The remaining three fault zones are considered
Class B faults by the USGS. Class B faults are of non-tectonic origin (e.g. volcanic
activity) or demonstrate less evidence of tectonic displacement (Personius et al.,
2003).
Table 1C. Potentially Active Quaternary Crustal Faults
within ±40 miles of the EWEB Hayden Bridge Facility1
Fault Name Length
(miles)
Most Recent
Estimated
Deformation
Distance from
Site (miles)2
Slip Rate
(mm/yr)
Upper Willamette River (#863) ±27 <1.6 million years ±15 SE <0.20
Owl Creek (#870) ±9 <750,000 years ±30 N-NW <0.20
Corvallis (#869) ±25 <1.6 million years ±37 NW <0.20
Unnamed faults near Sutherlin
(#862)
±17
to 30
<750,000 years ±37 SW <0.20
Notes: 1. Fault data based on Personius et al., 2003, USGS, 2006 and USGS, 2017.
2. Distance from site to nearest surface projection of the fault.
The Upper Willamette River fault, located ±15 miles southeast of the site, and shows
±30 miles of fault-related geomorphic features with no evidence of late Quaternary
movement (within the last ±128,000 years) (Geomatrix Consultants, 1995). The
features were mapped based on air-photo reconnaissance, and this northwest-trending
fault zone and/or lineaments possibly complete the northwestern end of the Eugene-
Denio zone (USGS, 2006a; McClaughry et al., 2010). The long-term activity of this
fault zone is uncertain; however, Geomatrix Consultants (1995) considers this fault to
be potentially inactive. The USGS (2006a) indicates that geologic evidence supports
that Quaternary deformation exists, but there is not enough evidence to suggest that
the structure is a fault of tectonic origin.
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Four concealed crustal faults are mapped and cross or surround the project site
(Hladky and McCaslin, 2006; McClaughry et al., 2010). Two faults run parallel to
each other, extending north-south where the McKenzie River passes between Vitus
Butte and Camp Creek Ridge. The third fault is located northeast of the site along
the general trend of the Mohawk River Valley and the fourth trends east-west south
of the site. These faults are not considered active in the Quaternary (<1.6 million
years or less) (Geomatrix Consultants, 1995; USGS, 2006a).
Numerous concealed and inferred crustal faults have been mapped within ±20 miles
of Springfield (Yeats et al., 1996; Hladky and McCaslin, 2006; Madin and Murray,
2006; McClaughry et al., 2010). However, none of these faults show any evidence
of movement in the last ±1.6 million years (Geomatrix Consultants, 1995; USGS,
2006a).
Historic Earthquakes
No significant interface (subduction zone) earthquakes have occurred on the CSZ in
historic times. However, several large-magnitude (>M ~8.0, M = unspecified
magnitude scale) subduction zone earthquakes are thought to have occurred in the
past few thousand years. This is evidenced by tsunami inundation deposits,
combined with evidence for episodic subsidence along the Oregon and Washington
coasts (Peterson et al., 1993; Atwater et al., 1995).
The Oregon Department of Geology and Mineral Industries (DOGAMI) estimates the
maximum magnitude of an interface subduction zone earthquake ranges from
moment magnitude (Mw) 8.5 to Mw 9.0 (Wang and Leonard, 1996; Wang et al.,
1998; Wang et al., 2001). The fault rupture may occur along a portion or the
entire length of the CSZ (Weaver and Shedlock, 1996). The most recent CSZ
interface event occurred ±317 years ago (January 26, 1700) (Nelson et al., 1995;
Satake et al., 1996).
Numerous detailed studies of coastal subsidence, tsunamis, and turbidite deposits
estimate a wide range of CSZ earthquake recurrence intervals. Turbidite deposits in
the Cascadia Basin have been investigated to help develop a paleoseismic record for
the CSZ and estimate recurrence intervals for interface earthquakes (Adams, 1990;
Goldfinger et al., 2012). A recent study of turbidites from the last ±10,000 years
suggests the return period for interface earthquakes varies with location and rupture
length. That study estimated an average recurrence interval of ±220 to 380 years
for an interface earthquake on the southern portion of the CSZ, and an average
recurrence interval of ±500 to 530 years for an interface earthquake extending the
entire length of the CSZ (Goldfinger et al., 2012). However, older, deep-sea cores
have been re-examined and the findings may indicate greater Holocene stratigraphy
variability along the Washington coast (Atwater et al., 2014). Additional research
by Goldfinger for the northern portion of the subduction zone suggests a recurrence
interval of ±340 years for the northern Oregon Coast (Goldfinger et al., 2016).
Intraplate (Benioff Zone) earthquakes occur within the Juan de Fuca Plate at depths
of ±28 to 37 miles (Weaver and Shedlock, 1996). The maximum estimated
magnitude of an intraplate earthquake is about Mw 7.5 (Wang et al., 2001). No
EWEB Hayden Bridge Disinfection Building May 21, 2018
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intraplate earthquakes have been recorded in Oregon in modern times. However, the
Puget Sound region of Washington State has experienced three intraplate events in
the last ±68 years, including a surface wave magnitude (Ms) 7.1 event in 1949
(Olympia), a Ms 6.5 event in 1965 (Seattle/Tacoma) (Wong and Silva, 1998), and a
Mw 6.8 event in 2001 (Nisqually) (Dewey et al., 2002).
Crustal earthquakes dominate Oregon's seismic history. Crustal earthquakes occur
within the North American plate, typically at depths of ±6 to 12 miles. The
estimated maximum magnitude of a crustal earthquake in the Willamette Valley and
adjacent physiographic regions is about Mw 6.5 (Wang and Leonard, 1996; Wang et
al., 1998; Wang et al., 2001). Only two major crustal events in Oregon have reached
Richter local magnitude (ML) 6 (the 1936 Milton-Freewater ML 6.1 earthquake and
the 1993 Klamath Falls ML 6.0 earthquake) (Wong and Bott, 1995). The majority of
Oregon’s larger crustal earthquakes are in the ML 4 to 5 range (Wong and Bott,
1995).
Table 2C summarizes earthquakes with a M of 4.0 or greater or MMI (Modified Mercalli
Intensity) of V or greater that have occurred within a ±50-mile radius of Springfield in
the last ±184 years (Johnson et al., 1994; NCEDC, 2014).
Table 2C. Historic Earthquakes Within a ±50-mile Radius of Springfield
Year Month Day Hour Minute Latitude Longitude Depth
(miles)
Magnitude
or Intensity
1921 02 25 20 00 44.4 -122.4 unknown MMI = V
1942 05 13 01 52 44.5 -123.3 unknown MM = V
1961 08 19 04 56 44.7 -122.5 unknown M = 4.5
Notes: M = unspecified magnitude, Mb = compressional body wave magnitude, Mc = primary coda magnitude, ML = local Richter
magnitude, and MMI = Modified Mercalli Intensity.
The site is located at Latitude 44.0716, Longitude -122.9717.
It should be noted that seismic events in Oregon were not comprehensively
documented until the 1840's (Wong and Bott, 1995). According to Wong and
Bott (1995), seismograph stations sensitive to smaller earthquakes (ML 4 to 5) were
not implemented in northwestern Oregon until 1979 when the University of
Washington expanded their seismograph network to Oregon. Prior to 1979, few
seismograph stations were installed in Oregon. Oregon State University (Corvallis)
likely had the first station installed in 1946 (Wong and Bott, 1995). The local Richter
magnitude (ML) of events occurring prior to the establishment of seismograph
stations have been estimated based on correlations between magnitude and MM
intensities. Some discrepancy exists in the correlations.
Table 3C summarizes distant, strong earthquakes felt in the Springfield area (Noson
et al., 1988; Bott and Wong, 1993; Stover and Coffman, 1993; Wiley et al., 1993;
Dewey et al., 1994; Wong and Bott, 1995; Black, 1996; Dewey et al., 2002). None
of these events caused significant, reportable damage in Springfield.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 6 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
Table 3C. Distant Earthquakes Felt in the Springfield Area
Earthquake Modified Mercalli Intensities
(MM)
2001 Nisqually, Washington II to III
1993 Klamath Falls, Oregon IV
1993 Scotts Mills, Oregon IV
1965 Seattle – Tacoma, Washington I to IV
1962 Portland, Oregon I to IV
1961 Lebanon/Albany, Oregon IV
1949 Olympia, Washington IV
1873 Crescent City, California V
Seismic Hazards
Section 1803.7 of the 2014 OSSC requires the evaluation of risks from a range of
seismic hazards including: ground motion amplification, ground rupture,
earthquake-induced landslides, liquefaction and lateral spread, and tsunami/seiche.
We have developed conclusions regarding the seismic hazards based on the
subsurface profiles encountered in our explorations at the site and nearby and local
water well logs. The conclusions are also based on our knowledge of the site
geology, a review of previous geotechnical and seismic studies performed at the site
and surrounding area, and available geologic hazard maps (including information
available from DOGAMI).
Detailed geologic and seismic hazard studies by DOGAMI include the
Eugene-Springfield metropolitan area. DOGAMI also provides online hazard
information through HazVu, LiDAR and SLIDO viewers. This information is
considered only a guide and does not have precedence over site-specific evaluations.
The DOGAMI hazard information was reviewed.
The relative earthquake hazard is based on the combined effects of ground shaking
amplification and earthquake-induced landslides with a range in hazard from Zone A
(highest hazard) to Zone D (lowest hazard). Based on the DOGAMI mapping, the site
is within Zone D (lowest hazard) for the overall, relative earthquake hazard (Black et
al., 2000). A section of Zone C (low to intermediate hazard) along the southwest
slope of Vitus Butte is present, likely due to the steeper slopes.
Ground Motion Amplification
Ground motion amplification is the influence of a soil deposit on the earthquake
motion. As seismic energy propagates up through the soil strata, the ground motion
is typically increased (i.e., amplified) or decreased (i.e., attenuated) to some extent.
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 7 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
Based on the site soil profile consisting of fill overlying basalt bedrock, we anticipate
the ground motion amplification will be low and consistent with an OSSC (2014) Site
Class B profile. Our recommendation is consistent with the DOGAMI findings for
Lane County, including a low amplification susceptibility (Burns et al., 2008) and a
low hazard amplification (amplifies by a factor of ≤1.0) (Black et al., 2000).
Ground Rupture
The four concealed, crustal faults that cross and are adjacent to Vitus Butte are not
considered active. The risk of ground rupture is expected to be low due to the lack
of known active faulting beneath the site (Yeats et al., 1996; Personius et al., 2003;
Hladky and McCaslin, 2006; USGS, 2006b; USGS, 2006a; McClaughry et al., 2010).
The closest, potentially active crustal fault is the Owl Creek fault located ±30 miles
north-northwest and the potential displacement on that fault occurred <750,000
years ago. Hidden and/or deep-seated active faults could remain undetected.
Additionally, recent crustal seismic activity cannot always be tied to observable
faults.
Liquefaction, Settlement and Lateral Spread
Liquefiable soils typically consist of saturated, loose, fine-grained sand and
non-plastic or low plasticity silt (i.e., PI less than 8). The site is underlain by ±3 feet
of fill and possible fill/residual soil followed by basalt bedrock. The liquefaction potential
of both the overburden and fill is nil due to its low plasticity and consistency. This is
consistent with the DOGAMI findings for Lane County that concluded low to very
low liquefaction susceptibility (Burns et al., 2008).
Lateral spread is a liquefaction-induced hazard which occurs when soil or blocks of
soil are displaced down slope or toward a free face, such as a river bank along the
liquefied layer. A lateral spread hazard does not exist at the site due to the absence
of liquefiable soil.
Landslides and Earthquake-Induced Landslides
The project site is small and the terrain relatively level from previous grading. No
landslide features or landslide topography were observed during our field work.
Therefore, we have concluded there are no landslide or earthquake-induced landslide
hazards at the site.
DOGAMI’s references, including LiDAR, indicate no mapped landslides or slope
instability features at the site (Burns et al., 2008; DOGAMI, 2015; DOGAMI, 2016b;
DOGAMI, 2016a). DOGAMI indicates the site is within a low, relative
earthquake-induced landslide susceptibility hazard area (Burns et al., 2008), and the
site is within a no relative slope instability hazard (Black et al., 2000). The SLIDO
website and Linn County Identified Landslide Hazard map indicates that no historic
landslides are mapped at the site (Burns et al., 2008; DOGAMI, 2016b).
EWEB Hayden Bridge Disinfection Building May 21, 2018
Seismic Hazard Study 8 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
Tsunami / Seiche
Tsunami inundation is not applicable to this site since Springfield is not on the Oregon
Coast. Seiche (the back and forth oscillations of a water body during a seismic
event) is also not a concern due to the absence of large bodies of water near the
site.
SEISMIC DESIGN
Design Earthquakes
The 2014 OSSC, Section 1803.3.2.1, requires the design of structures classified as
essential or hazardous facilities, and major and special-occupancy structures address,
at a minimum, the following earthquakes:
Crustal: A shallow crustal earthquake on a real or assumed fault near the
site with a minimum MW 6.0 or the design earthquake ground
motion acceleration determined in accordance with the 2014
OSSC Section 1613.
Intraplate: A CSZ intraplate earthquake with MW of at least 7.0.
Interface: A CSZ interface earthquake with a MW of at least 8.5.
The design maximum considered earthquake ground motion maps provided in the
2014 OSSC are based on modified (risk-targeted) 2008 maps prepared by the USGS
for an earthquake with a 1% probability of exceedance in 50 years (i.e., a ±4,975-year
return period) for design spectral accelerations. The modifications include factors to
adjust the spectral accelerations to account for directivity and risk.
The 2008 USGS maps were established based on probabilistic studies and include
aggregate hazards from a variety of seismic sources. The interactive deaggregation
search tool on the USGS National Earthquake Hazard Mapping website allows the
breakdown of earthquake sources to be identified. The current search tool does not
allow deaggregation for a 4,975 year return period; therefore, we used a 2,475 year
return period for our evaluation. We anticipate seismic sources for the 2,475 year
return period are similar to those of the 4,975 year return period.
The interactive deaggregation indicates the seismic hazard at the site is dominated by
the CSZ. Crustal earthquakes were included in the studies, but were not considered
to be a principal seismic hazard at this site. The following earthquake mean
magnitudes and source-to-site distances were listed as principal sources for the 2,475
year return period USGS spectral acceleration maps (USGS, 2017):
Intraplate: A MW 6.9 to 7.1 intraplate subduction earthquake located ±33 to
42 miles from the site, representing ±20% of the hazard.
Interface: A Mw 8.5 to 9.0, interface subduction earthquake located ±43 to
90 miles from the site, representing ±75% of the hazard.
EWEB Hayden Bridge Disinfection Building May 21, 2018
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Seismic Hazard Study 11 Project 2171044 Springfield, Oregon Eugene Water and Electric Board
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