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LINCOLN CITY URBAN RENEWAL AGENCY

-

October 17, 2019 1Mary Jones & Jeff SchonsPelican Brewing CompanyPD Box 189Pacific City, OR 97135

Dear Mary & Jeff:

Pursuant to Lincoln City Municipal Code Title 17, this letter will serve as the Lincoln CityUrban Renewal Agency consent to submit application(s) for Site Plan/Permitting/LandUse with appropriate governing agencies regarding the property that you are interestedin buying a portion of (approximately 2500 sq ft) from the Lincoln City Urban RenewalAgency (Tax lot No: 07-11-34-AD-00300).

Sincerely,

Alison Robertson, DirectorUrban Renewal Agency o

L4

801 SW HIGHWAY 101-SUITE 350 • LINCOLN CITY, OR 97367 • 541.996.1095

0 0JONES ARCHITECTURE

MEMORANDUM

PROJECT PELICAN BREWING (FILE SPR 201 9-06)

SUBJECT COMPLETENESS REVIEW RESPONSE

DATE DECEMBER 3, 2019

RECIPIENTS ANNE MARIE SKINNER, CITY OF LINCOLN CITY

CC MARY JONES, NESTUCCA RIDGE 03

FIRE

1. No revision required

2. Fire hydrant relocated. See C400.

3. Fire hydrant relocated. See C400.

PLANNING

1. See Adjustment Request 01 for Setbacks along Siletz Bay. For side yard setbacks, the adjacent

properties are same Ownership. Notes on Civil Drawings referring to dedications have been

revised.

2. See Adjustment Request 02 for Building Frontage.

3. See Adjustment Request 03 for Ground Story Windows. Sheet LUA200 has been updated to

show ground story window opening percentage.

4. See Adjustment Request 02 for Building Frontage.

5. Roof overhang dimensions added to Sheet LUAO1O.

6. See Adjustment Request 04 for Building Elevation Composition. Sheet LUA200 has been

updated to show elevation plane areas.

7. See Adjustment Request 03 for Ground Story Windows.

8. See Adjustment Request 04 for Building Elevation Composition.

9. Material and color detail notes have been added to Sheet LUA200.

10. Areas of pedestrian shelter added to sheet LUAO1O.

11. Notations regarding mechanical equipment, sizes, screen methods has been added to LUAO1O.

12. Pedestrian spaces, amenities and costs added to LUAGIO.

13. Off-street parking plan for additional property has been updated to show compliance with Chapter

17.56. See LUAO11 and Landscape Plans L100 and Liol.

14. See revised Landscape Plans on Lob and Loll.

15. Site Lighting/Photometric Plan added to set. See Sheet LUA1O1.

120 NW 9Lh Avenue, suae 210. Port[and, Oregon 97209 503 477 9165 www.jonesarccom

C CJONES ARCHITECTURE

MEMORANDUM

RECEIVEDPROJECT PELICAN BREWING (FILE SPR 2019-06)

SUBJECT ADJUSTMENT REQUEST LETTER 4

DATE DECEMBER 3, 2019 PLANNINGRECIPIENTS ANNE MARIE SKINNER, CITY OF LINCOLN CITY

CC MARY JONES! NESTUCCA RIDGE

ADJUSTMENT 01 - SETBACKS

ZONING CODE SECTION: LCMC 17.28050

REQUIRES:The minimum side and rear yard requirements are five feet, with the side and rear yard being increasedby one-half fool for each fool by which the building height exceeds 15 feet.

REASON FOR ADJUSTMENT:Along the west side of the property (rear yard): The purpose of a setback is to provide adequate distancefrom an adjacent property use. In this case, there are no neighboring property uses and therefore anadjustment (reduction) to the rear yard setback will not impact a neighboring property. This adjustment isnecessary to provide enough space for the planned building.Along the north side of the property (side yard): We have an agreement in place to purchase a smallamount of land from the Lincoln City Urban Renewal Agency which will provide the proper amount ofsetback. Please see attached letter from the Urban Renewal Agency for confirmation of this purchase.

ADJUSTMENT 02- BUILDING FRONTAGE

ZONING CODE SECTION: LCMC 17.74.060.B.1.a AND 17.74,080.B.4

REQUIRES:At least 50 percent of the street-facing elevation of new buildings must be within 20 feet of the right-of-way. And, new buildings shall be placed consistent with the performance standards in 17.74.060.

REASON FOR ADJUSTMENT:In order to position the building to provide adequate parking and the best customer experience, the newbuilding has been planned to be constructed as far north as possible. This will provide better views fromthe dining room and the least amount of wind for the outdoor dining. Additionally, the Southern portion ofthe property is the widest section of land and therefore provides a more efficient parking layout andlandscape design. And, this location for the parking lot allows for exiting cars to have two choices forgetting onto Hy 101: 1) right turn only onto Hwy 101 for southbound motorists, and 2) left onto Jelly Rd,which will provide for safer access at an intersection onto Hwy 101 for northbound motorists. This willprevent a back-up in the parking area due to difficulty exiting out of the parking lot to the north.Finally, the Southern portion of the properties is not conducive to building because it is in the floodplain,and a majority of the Southern property falls within a utility easement from the Jetty Rd realignment.

120 NW 9” Avenue. Suite 210, Portland, Oregon 97209 503 477 9165 www.jonesarc.com

C 0JONES ARCHITECTURE

ADJUSTMENT 03- WINDOWS AT GROUND FLOOR

ZONING CODE SECTION: LCMC 17.74.080.B.3.b AND 17.74.080.B.10

REQUIRES:Buildings shall have large display windows, windowed doors, and transom windows. In the pearls thisstandard is met when the ground floor, street-facing elevation of a building between the building base (or30 inches above the sidewalk grade, whichever is less) and a plane 80 inches above the sidewalk gradeis comprised of at least 60 percent transparent windows. And, there are requirements for openings.

REASON FOR ADJUSTMENT:In this case, the customer experience is extremely important to the success of the planned restaurant onthis propefly. The bay views to the west are most desirable for the dining experience and therefore muchof the glass windows are oriented to the west along the bay. The Highway 101 views to the east (at theroad frontage) are the least desirable for dining guests and therefore the kitchen and loading dockspaces are placed on that side of the building, with the exception of the brewery, which is along the roadfrontage and the bulk of that area is glass, oriented to the road frontage; however, this area is not enoughto meet the 60% standard. We propose providing interesting sculptural elements in front of the buildingon the road frontage at kitchen and loading dock portions of the building instead of glass, which willprovide beautiful art for passing motorists.

In addition, the standard as written would be very difficult to achieve given the current energy codes.

ADJUSTMENT 04- BUILDING ELEVATION COMPOSITION

ZONING CODE SECTION: LCMC 17.74.080.B.8.a AND 17.74.080.B.11 and 12

REQUIRES:Building elevations shall incorporate offsets or divisions with distinct planes of not more than 800 squarefeet. And, there are requirements for horizontal rhythms and vertical lines.

REASON FOR ADJUSTMENT:The planned architectural style of the building is predicated on simple dramatic rectangular forms. Thisstyle is contrary to incorporating articulation in the exterior walls when not needed. However, weunderstand the desire to prevent long uninterrupted stretches of siding and we ar mitted to providingan interesting road frontage by using landscaping and ad.

We intend to create interest with creative sculptural elements as described in ason nand hope to commission local coastal artisans to provide an interesting street ape.

We believe this will achieve the objective and intent of the code. /Os;

ft1Ni

120 NW 9°’ Avenue. Suite 210, Portland, Oregon 97209 503 477 9155 www.jonesarc.com

LLt

NAME OF APPLICANT:

MAILING AppRESS: Vo. 1’,c (&f

0Th iCc

DAYtIME PHONE: 9i-3 \ $EMAIL (OPTIONAL):

1

— ATE:

_________ ____________

Signature:

— STATE:

_________

Signature:

APPLICANT AND/OR OWNER’S INTEREST IN PROPERTY SUBJECT TO REQUEST:

E AGENT, FEE OWNER,

PROJECT LOCATION: —

PROJECT ADDRESS: —

)CONTRACF PURCHASER,

5-cc 6A-n?/An9

ASSESSOR’S MAP NO.:

AREA: (acres) SQ. Fr.:

TAX LOT(S):

ZONING:

Land Use App REV 022009 Planning and Community Development, 801 SW Highway 101, P0 Box 50, UncoIn City, OR 97367Tel: 541-996-2153 Fax 541-996-1284

C) c:OFFICE USE 0 LY OFFICE USE ONLYDate flied:Amount/Fee:

CLty of 4 cmn flat Rreived

LtncoLvvCLtyRECEIVEDReCeipt No:

ReCeived By:

LAND USE NuV 1 4 201930 Days:Deemed InCompleteDeemed Complete120 Day

Deadline:: APPLICATIONfiIePJ_ANNING

APPLICATION TYPE

fl ANNEXATION LOT LINE ADJUSTMENT SITE PLAN REVIEW

flAPPEAL OF PLANNING COMMISSION

E MINOR PARTm0N SUBDIVISIONDECISION

E APPEAL OF PLANNING DEPARTMENT NATURAL RESOURCE DEVELOPMENT URBAN GROWTH BOUNDARYDECISION REVIEW AMENDMENT

COMPREHENSIVE PLAN & ZONINGD

NATURAL RESOURCE DEVELOPMENTfl VACATION

: MAP AMENDMENT VARIANCE

I COMPREHENSIVE PLAN &/OR ZONING PLANNED UNIT DEVELOPMENTVARIANCEORDINANCE TEXT AMENDMENT PRELIMINARY MASTER PLAN

CONDITIONAL USE PERMITPLANNED UNIT DEVELOPMENT FINAL

OTHER____________________

C.Z)

V\sc V ftcc_&ot.

JOWNER OF RECORD (if oth r than applicant)

NAME: Hr fir

MAIUNGAPDRESS:J .vo 437Q IkI

CITY:

_________

DAME PHONE:

EMAIL (OPTIONAL) p.,. }‘, C_

a J

OPTION HOLDER, H LESSEE, H OTHER

— -n

N

S.

i $OREF

____________________

RM Z.• Ut

I Bath Buyer and Seller acknowledge having received the Oregon Real Estate Agency Disclosure Pamphlet, and hereby acknowledge and consent2 to the following agency relationships in this transaction; Maw J Jones3

_________________________________________________________

(Name of Buyer’s Agent(s)’), Oregon Lic. # 9203002154 of Shoreplne Properties, Inc. (Name of Real Estate Firm(s)’)5 Buyer’s Agents Office Address 5975 Shorepine Drive, Pacific City, OR 97135 , Company Lic. # 2012211956 Phone#1 (503)550-7194 Phone#2

______________________

E-mail maryshorepineproperties.com7 is/are the agent of (check one); Buyer exclusively (“Buyer Agency”). E Both Buyer and Seller (‘Disclosed Limited Agency”).B Seller representing self (Name of Seller’s Agent(s)’), Oregon Lic. #

________________________

9 of (Name of Real Estate Firm(s)”)10 Sellers Agents Office Address

______________________________________________________________

Company Lic. #

______________________

II Phone#1

____________________

Phone#2

____________________

E-mail

_______________________________________________

12 isiare the agent of (check one); Seller exclusively (‘seller Agency”). Both Buyer and Seller (‘Disclosed Limited Agency”).13 *If Buyer’s andlor Seller’s Agents andlor Firms are co-selling or co-listing In this transaction, all Agent and Firm names should be14 dIsclosed above.

15 Ii both parties are each represented by one or more Agents in the same Real Estate Firm, and Agents are supervised by the same principal broker16 in that Real Estate Firm. Buyer and Seller acknowledge that said principal broker shall become the disclosed limited agent for both Buyer and17 Seller as more fully explained In the Disclosed Limited Agency Agreements that have been reviewed and signed by Buyer, Seller and Agent(s).

18 Buyer shall sign this acknowledgment at the time of signing this Agreement before submission to Seller. Seller shall sign this acknowledgment at the time this19 Agreement is first submitted to Seller, even if this Agreement will be rejected or a counter offer wilt be made. Seller’s signature to this Final Agency20 Acknowledgment shall not constitute acceptance of this Agreement or any terms therein.

21 Buyer Vvt__2<’S)T Print Mary J Jones, President Date({._ 2_f9

.

22 Buyer

___________________________________________

Print

_____________________________________

Date

___________________

23 Seller

________________________________________

Date ,—/ - €24 Seller

___________________________

Print John M. Kaines. Trustee Date ‘C’5/J”, ç €/ I’ 7

(C

FINAL AGENCY ACKNOWLEDGMENT

Sale Agreement # 04242019MJJ I

7)( it_v

Describe the project including the type of use, number of dwellings, square footage ofexisting and proposed buildings, etc. Attach sheets if necessary.SEE ATTACHED PROJECT DESCRIPTION

APPLICANT’S VERIFICATION

I (We) hereby declare under penalty of perjury under the laws of the State of Oregonthat the information in this application and its attachments is true, complete, and correct.

I(- fLJ,-j

Date

• / N,

// ‘ C C

SITE PLAN REVIEWEVIDENCE TO SUPPORT OF FINDINGS OF FACT

PROJECT DESCRIPTION

SIGNATURES

Property Owner

Date

I — HS—Date

SPR_REV 05280g

C) CJONES ARCHITECTURE

PROJECT DESCRIPTION

PROJECT PELICAN BREWING AT SILETZ BAY, LINCOLN CITY

A NEW 13,000 SF BREW PUB FOR PELICAN BREWING COMPANY, INCLUDING RESTAURANT,RESTAURANT KITCHEN AND SUPPORT SPACES, BREWERY, OFFICES AND OUTDOOR PATIOSAND BOARDWALK.

THE BUILDING WILL BE A LARGE SINGLE-STORY STRUCTURE WITH A PAIR OF LONG SHEDROOFS THAT HOUSE A PARTIAL SECOND STORY. THE BUILDING WILL HAVE A HEAVY TIMBERWOOD STRUCTURE THAT IS EXPOSED TO VIEW IN THE DINING AREAS AND AT THE LARGEROOF OVERHANGS.

SITE IMPROVEMENTS INCLUDE A PAVED PARKING AREA WITH LANDSCAPING, A PAVEDPEDESTRIAN AREA, A BOARDWALK AND A LARGE PATIO. A PIER AND BOARDWALKCONNECTIONS ARE ENVISIONED AS FUTURE PROJECTS ASSOCIATED WITH THISDEVELOPMENT.

JONES ARCHITECTURE WORKED ON THIS PROJECT IN COLLABORATION WITH EDG INTERIORARCHITECTS, JBK KITCHEN DESIGN AND THE PELICAN BREWING TEAM.

120 NW gth Avenue, Suite 210, Portland, Oregon 97209 503 477 9165 www.jonesarc.com

Prepared For:Pelican Brewing, Co.5911 SW HWY 101Lincoln City, OR 97367

* Ii

Prepared By:Harper Houf Peterson Righellis Inc.205 SE Spokane Street. Suite 200Portland, OR 97202P:503-221-1131 F:503-221-1171

I NUVJ420J

PLANNING

HarperHouf PetersonRighellis Inc.

PelicBn Brewery Lincoln CityNES-13

Stormwater Management Report

October 2019 ii

Dan Loss, PE

UHPRENGINEERS PLANNERS

LANDSCAPE ARCHITECTS • SURVEYORS

0 C)Pelican Brewing Lincoln City

Stormwater Management ReportOctober 2019

Table of Contents

Introduction 3Project Description 3Existing Site Conditions 3Methodology 3Soils Characteristics 4Proposed Improvements 4Stormwater Quality Treatment 4Table I — Water Quality Treatment Requirements 5Water Quantity 5Conveyance 5Downstream Analysis 5Conclusion 5

Appendices Index

Appendix A — MapsExisting Basin MapProposed Basin Map

Appendix B — Soil and Basin DataSoil SurveyTR-55 Runoff Curve NumbersGeotechnical Report by Geotech Solutions, Inc.

Appendix C — Water Quality I Water QuantityStormwater Mechanical Treatment DetailsProprietary Water Quality CalculalionsWater Quality Hydrograph Summary and Reports

Appendix D — Conveyance CalculationsPipe Conveyance Calculations

2

0 CPelican Brewing Lincoln City


Soils Characteristics

The Natural Resources Conservation Service (NRCS) with the United States Department ofAgriculture (USDA) has classified the soils within Lincoln County in the Web Soil Survey. Soilsare categorized into Hydrologic Soil Group based on estimated runoff from precipitation. Thesegroupings assume the soils are saturated and receive precipitation from long-duration storms.This rainfall to runoff relationship is complex and includes drainage and permeabilitycharacteristics of the soil. The soils for the site are fine sand and have hydrologic soil groupclassifications shown in Appendix B. Based on the soils investigation in the geotechnical report,on-site infiltration is not suitable for the project due to the high water table.

Existing (E) and Proposed (P) Soil Assumptions:

Curve Numbers = (E&P) 98 for Impervious Areas(E&P) 80 for Landscape Areas (Soil Type D)

Sheet Flow Mannings “n’ = 0.011 for pavement0.150 for short prairie grass and lawn

Shallow Concentrated Flow “Cfr’ = 16.135 for unpaved surfaces20.32 for paved surfaces

Proposed Improvements

Proposed onsite surface area will consist of parking lots, hardscape, landscape and buildings.The City requires stormwater management for the improved site area and any contributing arearunoff. Refer to Appendix A for the proposed impervious area exhibit and basin delineation.

Pollutants of concern related to commercial development include sediment, nutrients, pesticides,herbicides, fungicides, metals (zinc, copper, lead, etc.), oil, grease, and other petroleum.

Stormwater Quality Treatment

The City of Lincoln City treatment criteria will be met by treatment of the site runoff throughproposed mechanical treatment devices due to the shallow existing outfalls proposed to be reused as well as the limited landscape areas in the surface parking lot. As discussed with theLincoln City Public Works Department, stormwater treatment is not required for roof runoff.Stormwater treatment will be provided for the proposed parking lot impervious areas.

Proposed peak treatment flows for each drainage basin were calculated using the HydraflowHydrograph Program’s Santa Barbara Urban Hydrograph (SBUH) method. The City of LincolnCity requires treatment of peak flow from the % of the 2-year, 24-hour design storm event.

Due to invert constraints in order to re-use the existing outfall pipes into Siletz Bay, it was foundthat proprietary treatment catch basins were the best option for treatment for the site. The belowtable shows a summary of treatment flows each proposed treatment catch basin canaccommodate. In addition, refer to Appendix C for additional water quality calculations.

4

C CPelican Brewery Lincoln City

Stormwater Management ReportOctober2019

APPENDIX A - MAPS

e

CPelican Brewery Lincoln City

Stormwater Managenient ReportOctober 2019

APPENDIX B — SOILS AND BASIN DATA

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C CHydrologic Soil Group—Lincoln County Area. Oregon

Component Percent Cutoff None Specified

Tie-break Rule: Higher

USDA Natural Rosources Web Sail Survey 1012412019Conservation Service National Cooperative Soil Survey Page 4 of 4

C C

Pelican Brewpub5911 Highway 101

Lincoln City, Oregon

flATFnC

July 2,2019

GSI Project pelican- 19-I -gi

C C)July 2. 2019 pelican-I 9-I-gi

Provide recommendations for floor slab support, retaining walls, and thicknesses for base rock andasphalt concrete pavements.Provide a written report summarizing the results of our geotechnical evaluation.

SITE OBSERVATIONS AND CONDITIONSSurface ConditionsThe site is located at 5911 Highway 101 in south Lincoln City, Oregon at the site of the existing BayHouse restaurant in the Cutler City area. The site includes an existing low rise restaurant building inthe north, with associated paving for a drive and parking extending to the south, all of it Bayfront. TheBayfront slope is roughly 6 feet high inclined at roughly 1.5-2K: IV, and armored with 2-3 foot boulderrip-rap near the building and large concrete block near the parking. 2018 surfüe features can be seenon the attached Site Plan.

The site is occupied by a single story restaurant structure and related pavements and utilities that areplanned to be demolished. The base of the existing structure appears to be near grade. with parkingelevated above the ground to the east. Pavement with fatigued areas is present in the central drive anddelivery areas, with little fatigue in the southern parking areas.

Subsurface ConditionsThe site was explored on June 27, 2019 with 4 mud rotary drilled borings. The approximate locationsof our explorations are shown on the attached Site Plan. According to geologic maps of the area thesite is underlain by alluvial deposits abutting marine siltstone to the east of Highway 101. Soil conditionsencountered are generally consistent with this mapping and also include a cap of generally sand andgravel fill.

Thin pavement asphalt concrete and base rock sections in the borings were underlain by 5- I 0 feet ofgravel and sand fill, silty in some areas, which was generally medium dense with a few loose zones.Blowcounts (N85) in the fill generally ranged from 5 to 29. Moisture contents were 18-51%, higherwhere silt content was high or trace organics or clay was present

Under the fill in B-I and B-2 we encountered generally medium dense poorly graded fine sand with tracefines (to clean) and with a variable low content of small subangular gravels. Blow counts in the sandwere from 5 to 22 and averaged about 13. Moisture contents generally ranged from 23-30%, with a fewhigh exceptions were organic fragments were present.

The sand was underlain at a depth of 27 feet in B-2 (nearer the bay) by silt with gravel sized weatheredclasts inferred as derived from intacUin place siltstone based on the unweathered fractures and hardconsistency at depth (It is possible the lower siltstone was a large colluvial block). In B-I weencountered colluvial silt below the sand, also derived from siltstone, but underlain by alluvial silty sandand sandy silt with trace organics and discernible bedding. This silt may be pan of an old slide deposit.now buried.

Sand Fill - This unit was 3 to 4 feet thick under site pavements in B-I, and not present in P-I, and wasgenerally medium dense.. Moisture content was 18% for one sample tested.

2181112 7th Street Oregon City, OR 97045 p 503.657.3487 f503.722.9946

C CJufr 2,2019 pelican-I 9-l-gi

greater than 4 feet We recommend that the type and design of the shoring system be the responsibility ofthe contractor, who is in the best position to choose a system that fits the overall plan of operation.

Pipe bedding should be installed in accordance with the pipe manufacturers recommendations. Ifgroundwater seepage is present in the base of the utility trench excavation, we recommend over-excavatingthe trench by 12 to IS inches and placing trench stabilization material in the base. Trench stabilization materialshould consist of well-graded, crushed rock or crushed gravel with a maximum particle size of 4 inches and befree of deleterious materials. The percent passing the U.S. Standard #200 Sieve shall be less than 5 percent byweight when tested in accordance with ASTM C 117.

Trench backfill above the pipe zone should consist of well graded, angular crushed rock or sand fill withno more than 7 percent passing a #200 sieve. Trench backfill should be compacted to 92 percentrelative to ASTM D 1557, and construction of hard surfaces, such as sidewalks or pavement, should notoccur within one week of backfilling.

Slopes - Temporary slopes may be inclined up to l.25K:lV for slopes up to 8 feet high. Such slopesshould be expected to erode somewhat depending on weather conditions and duration of exposure.Permanent slopes should be inclined no steeper than 1.5K: IV for slopes up to 6 feet high, and 2H: IVabove that Erosion control is critical to maintaining slopes, and we recommend the existing shorefrontprotection remain in place or be matched with new material of similar size and angularity as it isproviding suitable shoreline protection. Drainage must be routed away from slope faces.

Infiltration - Infiltration is not recommended due to shallow ground water and exacerbatingliquefaction and shorefront slope concerns.

Helical Pier and Grade Beam FoundationsGeneral - Due to the presence of a liquefiable upper sand unit, foundations must be supported on piersembedded into soils below those sands. Liquefaction induced settlement is estimated at 4-5 inches, withlateral spreading of several inches toward the Siletz River channel on the west side of the bay. Based onour explorations, soils not susceptible to significant liquefaction deformations and suitable to achievefoundation support capacity are roughly 25 to 35 feet below the surface. This depth may be differentunder the existing building footprint to the north of our accessible borings, perhaps shallower based onadjacent topography and siltstone expression across the highway. Capacities listed herein may be limitedby the structural capacity of the pier and must be evaluated by a structural engineer. Piers must be spaceda minimum of 3 pier diameters apart Closer spacing will result in a reduction in pier capacity resultingfrom group effects and we must be consulted.

Continuous grade beams with embedded fixed head pier support can be used with a crawl space or beintegral with a reinforced slab. If the slab is to be sacrificial and support only floor loads, it does not needto be designed to structurally span between grade beams. For support of equipment or heavier storageareas such as coolers or freezers, a structural floor designed to free span to grade beams is recommended.

Helical Piers

Feasibility of installation of helical piers to suitable depths must be proven with use of indicator piersprior to construction. If penetration is feasible, helical piers can be used to support vertical loads, andinclined piers can be used to provide lateral resistance. Piers are generally installed in 5 to 7-foot long

4/81112 7’ Street, Oregon City, OR 97045 p 503.657.3487 f503.722.9946

0 0July 2,2019 pelican-I 9-I-gi

Ground Moisture

General - The perimeter ground surface and hard-scaping should be sloped to drain away from allstructures. Gutters must be tight-lined to a suitable discharge and maintained as free-flowing. All crawlspaces must be adequately ventilated. Due to shallow groundwater anticipated at the site, basementsare not allowed.

Perimeter Foundation Drains - We recommend installing perimeter foundation drains around allexterior foundations to reduce crawl space infiltration and/or underslab moisture. The foundationdrains should consist of a two-foot wide zone of drain rock encompassing a 4-inch diameter perforatedpipe, all enclosed with a non-woven filter fabric, The drain rock should have no more than 2 percentpassing a #200 sieve and should extend to within one foot of the ground surface. The geosyntheticshould be a Propex Geotex 601 or equivalent. One foot of low permeability soil (such as the on-sitesilt) should be placed over the fabric at the top of the drain to isolate the drain from surface runoff.Foundation drains must be routed to a suitable discharge.

Seismic Design

General - In accordance with the International Building Code (IBC) 2003 as adopted by SOSSC, thesubject project soils are site class F, but Site Class D can be used for design of the planned structure.

The preceding recommendations follow code criterion. However, design level recurrence of amplifiedpeak horizontal ground accelerations from the relatively near field Cascadia Subduction Zone (CSZ)interface earthquakes is expected to be at least O.5g for repeated cycles. Because of this and severalminutes of expected strong ground motions, the owner may want the structural engineer to considerdesigning to a higher performance level to reduce building damage and improve egress during such anevent There is roughly a 30 percent chance of a CSZ interface earthquake occurring in the next 50years, although the recurrence is episodic and could occur at any time.

Liquefaction - Liquefaction occurs in saturated, low cohesion soils. Strong shaking, such as thatexperienced during earthquakes, causes the densification and the subsequent settlement of these soils.We completed detailed liquefaction analyses of the site soils. An estimated 4-5 inches of verticalsettlement from densification of the underlying sand is expected. Lateral spreading of several inches toover a foot is also expected toward the Sileta River channel west in the bay. This may lead to groundcracks, surface damage, and sand venting.

Tsunami - Tsunami hazard (DOGAMI OFR 0-95-IS, TIM-Linc-02) maps indicate that the entire site willlikely be inundated during a design level CSZ earthquake, and the frontage may be impacted by a largedistant earthquake as well. Evacuation plans must be implemented by the owners and occupants.Structural damage is expected from tsunami impacts, and re-occupancy is an unrealistic goal unlessspecifically designed for by the structural engineer. It should be noted that in either case liquefactiondeformations will impact the site.

Coseismic Subsidence - The existing ground surface may drop several feet in elevation after a designlevel earthquake. This may impact flood elevations and further inundation.

6/81112 7th Street, Oregon City. OR 97045 p 503.657.3487 “503.722.9946

C

We appreciate the opportunity to work with you on this project and look forward to our continuedinvolvement. Please contact us if you have any questions.

Sincerely,

Don Rondema, MS. PE, GEPrincipal

ii’

CJuly 2,2019 pelican-I 9-i-gi

Attachments:

Site Plan, Soil Classification, Boring Logs, Moisture Contents

8181112 7th Street Oregon City, OR 97045 p503.657.3487 f 503.722.9946

C C)

GUIDELINES FOR CLASSIFICATION OF SOIL

Description of Relative Density for Granular Soil

Standard Penetration Resistance(N-values) blows per foot

Relative Density

very loose

loose

medium dense

dense

very dense

0-4

4- 10

0-30

30 - 50

over 50

Description of Consistency for Fine-Grained (Cohesive) Soils

Standard Penetration TorvaneConsistency Resistance (N-values) Undrained Shear

blows per foot Strength, tsf

very soft 0-2 less than 0.125soft 2-4 0.125 -0.25

medium stiff 4 - 8 0.25 - 0.50stiff 8-IS 0.50- 1,0

very stiff 15-30 1.0- 2.0hard over 30 over 2.0

Grain-Size Classification

Description Size

Boulders 2-36 in.Cobbles 3 - I 2 in.

Gravel ¼ - V4 in. (fine)

‘/ -3 in. (coarse)

Sand No. 200 - No. 40 Sieve (fine)

No.40 - No. 10 sieve (medium)

No, 10- No.4 sieve (coarse)Silt/Clay Pass No. 200 sieve

Modifier for Subclassification

.. Percentage of Other

AdjectiveMaterial In Total Sample

Clean/Occasional 0 - 2

Trace 2- 10

Some 10-30

Sandy, Silty, Clayey, etc. 30 - 50

C C

Samples and Data

2.5” asphalt concrete over 4 inches crushed rock with some silt.

Loose, gray and brown, poorly graded fine SAND FILL with some silt andgravel; moist,

Medium dense, gray, poorly graded fine SAND; with trace gravel and tracesilt to clean; wet.

Stiff, dark gray (with orange joint staining), SILT I gravel sized clasts ofseverely weathered highly fractured siltstone; wet.

becomes very stiff, less fractured, more intact

39 ft becomes hard, moderately weathered SILTSTONE (noorange joint staining).

Mud rotary boring completed at a depth of 41.5 feet on June 27. 2019 andbentonite grouted then gravel and cold patched AC surface.

w = moisture contentN = SPT blowcount* = No recovery

HNR

Soil and Rock Description

becomes SANDY SILT FILL

2

‘I:41. ILj

_?.Th%t.

•

w = 22%

LI

El

LI

El

becomes loose, fine to medium.

becomes medium dense, fine, with some small gravels

occasional gravels

30—

40j

j

El

El

w = 2B%

w21%

w 19%

Beotech BORING B-2Solutions IntL Pelican-l9-l-gi

Mud rotary boring completed at a depth of 9 feet on June 27, 2019 andbentonite grouted then gravel and cold patched AC surface.

C C

Soil and Rock Descriotion

2.5’ asphalt concrete over 4 inches crushed rock with some silt.

Samples and Data

C.tS31

•.

Medium dense, gray and brown, gravelly SAND FILL with trace to some silcmoist

w = moisture content= SPT blowcount

= No recovery

becomes loose to very loose, occasional gravel

becomes silty

w = 24%

NR

w41%

BORING B-4SOlUTIOnS Intl Pelican-l9-l-gi

C CPelican Brewery Lincoln City


APPENDIX C - WATER QUALITY

e

C

Lincoln City PrewbubWater Quality CalculationsPrepared by Harper Hout Peterson Righellis Inc.Job No. NES-13October 2019

Basin 2U

018

StormFilter Cartridges Required

Water Quality Flaw x (449 gpm/cfs) / (IS gpm/cartridge)

0.18 cfs x 49/15 = 5.39 cartridges

Use 6 cartridges

C C

Lincoln City PrewbubWater Quality CalculationsPrepared by Harper Houf Peterson Righellis IncJob No. NES-l3October 2019

Basin 4Q

0.02

StormFilter Cartridges RequiredWater Quality Flow x (449 gpm/cfs) / (15 gpm/cartridge)

0.02 Icfs x 449/15= 0.60 cartridges

Use 1 cartrIdges

CHydrograph Summary

CReportHydragow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total HydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cft) (mm) (mm) (cuft) (ft) (cuff)

2

3

4

5

SBUH Runoff

SBUH Runoff

SBUH Runoff

SBUH Runoff

SBUH Runoff

0316

0366

0069

004o

009g

2

2

2

2

2

474

474

474

474

474

4,605

5,325

1,007

576

1.4 39

Basin #1

Basin #2

Basin #3

Basin #4

Basin NODOT ROW

NESI3_Hydraflow.gpw Return Period: 2 Year Friday, 10/25/2019

C CHydrograph Report

3

Hydraflow Hydrographs Extension for Aulodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hyd. No. 2Basin #2

Friday, 10/25/2019

Hydrograph typeStorm frequencyTime intervalDrainage areaBasin SlopeTc methodTotal precip.Storm duration

Q (c(s)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

= SBUH Runoff= 2 yrs= 2 mm= 0.370 ac= 0.0 %= User= 4.20 in= 24 hrs

Basin #2

Peak dischargeTime to peakHyd. volumeCurve numberHydraulic lengthTime of conc. (Tc)DistributionShape factor

= 0.366 cfs= 7.90 hrs= 5,325 cuft= 98= 0 ft= 5.00 mm= Type IA= n/a

Q (c(s)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

Hyd. No. 2—2 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 2Time (hrs)

Hydrograph ReportC 5

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hyd. No. 4

Basin #4

Friday, 10/25 /2019


Q (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0.00

= SBUH Runoff= 2 yrs= 2 mm= 0.040 ac= 0.0 %= User= 4.20 in= 24 hrs

Basin #4


= 0.040 cfs= 7.90 hrs= 576 cuft= 98= 0 ft= 5.00 mm= Type IA= n/a

Q (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0.00

Hyd. No.4-- 2 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 4Time (hrs)

(7

H yd rograph S u IT! rn a ry Repo rtlydraflQw Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total HydrographNo. type flaw interval Peak volume hyd(s) elevation strge used Description

(origin) (oft) (mm) (mm) (tuft) (ft) (cuft)

1 SBUH Runoff 0153 2 474 2,176 Basin #1

2 SBUH Runoff 0 177 2 474 2,516 Basin #2

3 SBUH Runoff 0033 2 474 476 Basin #3

4 SBUH Runoff 0019 2 474 272 Basin #4

5 SBUH Runoff 0.048 2 474 680 Basin NODOT ROW

NES13_Hydraflow.gpw Return Period: 3 Year Friday, 10 / 25/ 2019

C- Hydrograph Report

9


Hyd. No. 2

Basin #2

Friday, 10/25/2019


Q (cfs)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

= SBUH Runoff= 3 yrs= 2 mm= 0.370ac= 0.0%= User= 2.10 in= 24 hrs

Basin #2


= 0.l77cfs= 7.90 hrs= 2516 cuft= 98= oft= 5.00 mm= Type IA= n/a

Q (cfs)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

Hyd. No.2-- 3 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 2Time (hrs)


Hyd. No. 4Basin #4

C

Friday, 1012512019

Hydragraph typeStorm frequencyTime intervalDrainage areaBasin SlopeTo methodTotal precip.Storm duration

Q (ofs)

0.10

0.09

0.08

0.07

006

0.05

0.04

0.03

0.02

0.01

0.00

= SBUH Runoff= 3 yrs= 2 mm= 0.O4Oac= 0.0 %= User= 2.10 in= 24 hrs

Basin #4

Peak dischargeTime to peakHyd. volumeCurve numberHydraulic lengthTime of conc. (To)DistributionShape factor

= 0.Ol9cfs= 7.90 hrs= 272 cult= 98= 0 ft= 5.00 mm= Type IA= n/a

o (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0.00

CHydrograph Report

11

Hyd. No.4—3 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 4Time (his)

C C) 13

H yd rog rap h S u i’ii ni a iy Repo‘Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total HydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (mm) (mm) (cuff) (if) (cuff)

1 SBUH Runoff 0.432 2 474 6.345 Basin #1

2 SBUH Runoff 0.499 2 474 7,336 Basin #2


4 SBUH Runoff 0.054 2 474 793 Basin #4

5 SBUH Runoff 0135 2 474 1,983 Basin N000T ROW

NES13_Hydraflow.gpw Return Period: 10 Year Friday, 10 / 25/ 2019

ci CHydrograph Report

15

HydraflowHydrugraphs Extension for Aulodesk® Civil 3D® 2019 byAutodesk, Inc. v2020

Hyd. No. 2

Basin #2

Friday, 10/25/2019


Q (cfs)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

= SBUH Runoff= lOyrs= 2 mm= 0.370ac= 0.0%= User= 5.70 in= 24hrs

Basin #2

Peak dischargeTime to peakHyd. volumeCurve numberHydraulic lengthTime of cone. (Tc)DistributionShape factor

= 0.499 cfs= 7.90 hrs= 7,336 cuft= 98= oft= 5.00 mm= Type IA= n/a

Q (cfs)

0.50

0.45

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0.05

0.00

Hyd. No. 2—10 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 2Time (hrs)

Hydrograph ReportCi C 17

Hydraflaw Hydrographs Exlension for Autodesk® Civil 3D® 2019 by Autodesk, Inc v2020

Hyd. No. 4

Basin #4

Friday, 10/25/2019


Q (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0.00

= SBUH Runoff= lOyrs= 2 mm= 0.O4Oac= 0.0%= User= 5.70 in= 24 hrs

Basin #4


= 0.054 cfs= 7.90 hrs= 793 cuft= 98= 0 ft= 5.00 mm= Type IA= n/a

Q (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0.00

Hyd. No. 4-- 10 Year

0 2 4 6 8 10 12 14 16 16 20 22 24 26

Hyd No. 4Time (hrs)

0 0 19

“ Hyd rog rap h S u ni mary Repo rtrYdfaflOW Hydrographs Extension for Aulodesk® Civil 3D® 2019 by Aulodesk. Inc. v2020

Hyd. Hydrograph Peak Time lime to Hyd. Inflow Maximum Total HydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (mm) (mm) (cuft) (ft) (cuft)

1 SSUH Runoff 0.493 2 474 7.273 Basin #1



4 SBUH Runoff 0.062 2 474 909 Basin #4

5 SBUHRunoff 0.154 2 474 2,273 BasinNODOTROW

NES13_Hydraflow.gpw Return Period: 25 Year Friday, 10/25 / 2019

Hydraflaw Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk. Inc. v2020

Hyd. No. 2

Basin #2

C

Friday, 10/2512019


Q (cfs)

1.00

0.90

0.80

0.70

0.60

0.50

0.40

0.30

0.20

0.10

0.00

= SBUH Runoff= 25 yrs= 2mm= 0.370 ac= 0.0%= User= 6.50 in= 24 hrs

Basin #2


= 0.570 cfs= 7.90 hrs= 6,410 cuft= 98= Oft= 5.00 mm= Type IA= n/a

Q (fs)

1.00

0.90

0.80

0.70

0.60

0.50

0.40

0.30

0.20

0.10

0.00

CHydrograph Report

21

Hyd. No. 2 —25 Year

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Hyd No. 2Time (hrs)

CHydrograph Report

23

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Aulodesk, Inc. v2020

Hyd. No. 4

Basin #4

Friday, 10/25/2019


Q (cis)

0.10

009

0.08

0.07

0.06

005

0.04

0.03

0.02

0.01

0.00

= SBUH Runoff= 25yrs= 2 mm= 0.O4Oac= 0.0 %= User= 6.50 in= 24 hrs

Basin #4


= 0.O62cfs= 7.90 tirs= 909 cuft= 98= 0 ft= 5.00 mm= Type IA= n/a

Q (cfs)

0.10

0.09

0.08

0.07

0.06

0.05

0 04

0.03

0.02

0.01

0.00

Hyd. No. 4—25 Year

0 2 4 6 8 10 12 14 16 16 20 22 24 26

Hyd No. 4Time (hrs)

Ci C’ 25Hydraflow Rainfall ReportHydraflow Hydmgraphs Exlension for Autodesk® Civil 3D® 2019 by Aulodesk, Inc. v2020 Friday, 10/25/2019

rROUffl Intensity-Duration-Frequency Equation Coefficients (FHA)Period -

-___________________ —_________________

(Yrs) 0 0 E - (N/A)

cocoa cocoa o.oooo2 69.8703 13.1000 0.8558

3 0.0000 0.0000 0.0000

5 79.2597 14.6000 0.8369

10 88.2351 15.5000 0,8279

25 102.6072 165000 0.8217

50 114.8193 17.2000 0.8199

100 127.1596 17.8000 0.8186

File name SampleFRA idi

Intensity = B I (Tc + D)E

[turn Intensity Values (iNhr)Period

L..., .._-_--, .... ..-___ - .--... , --

(Yrs) 5mm ‘ 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 000 0.00 0.00 ‘ 0.00 000 coo coo 0,00 0.00 0.00

2 5,69 4.51 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00

5 6.57 5,43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15

10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46

25 8.25 6.95 6.03 5.34 4,80 4.38 4.02 3.73 3,48 3.26 3.07 2.91

50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 344 3.25

100 9.83 836 7.30 6.50 5,87 I 5.36 4.94 4,59 4.29 4.03 3.80 3.60

Tc = time in minutes. Values may exceed 60.

nary Jones\NES-13 (Pelican Buildinq)\NES1 3-DOCSREPORTS\STORM - (Storm Repori)\HydrafloLincoln City pcp

Rainfall Precipitation Table (in)‘Sto -._________

.

‘ “l

Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 0.00 4.20 2.10 ‘ 0.00 570 6.50 7.00 7.50

SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ‘ 0.00

Huff-lst 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-2nd 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00

Huff4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00

C

Pelican Brewing Lincoln CityPipe Conveyance Calculations

Prepared by Harper Houf Peterson Righellis, Inc.

HHPR Job No. NES-13October 2019

Pipe Pipe Velocity CapacitySegment Upstream Basin Size Area Per. N Q25 (1) Slope QCAPACIfl Full Met?

(in) (sf) (ft) (—) (cfs) (%) (cfs) (Ips)

Pipe Conveyance1 1 8 0.35 2.09 0.013 0.49 0.50% 0.85 2.45 YES2 2 8 0.35 2,09 0.013 0.57 0.50% 0.85 2.45 YES3 3 8 0.35 2.09 0.013 0.11 0.50% 0.85 2.45 YES4 4 8 0.35 2.09 0.013 0.06 0.50% 0.85 2.45 YESA A 8 0.35 2.09 0.013 0.15 0.50% 0.85 2.45 YES

(1) Q25 peak flow information provided from Hydraflow Hydrographs program

C C

Pelican Brewpub5911 Highway 101

Lincoln City, Oregon

sions Intl

July 2.2019

GSI Project pelican- 9-I

C Cjuly 2,2019 pelican-I 9-I-gi

Provide recommendations for floor slab support. retaining walls, and thicknesses for base rock andasphalt concrete pavements.

— Provide a written report summarizing the results of our geotechnical evaluation.

SITE OBSERVATIONS AND CONDITIONSSurface ConditionsThe site is located at 5911 Highway 101 in south Lincoln City, Oregon at the site of the existing BayHouse restaurant in the Cutler City area. The site includes an existing low rise restaurant building inthe north with associated paving for a drive and parking extending to the south, all of it Bayfront. TheBayfront slope is roughly 6 feet high inclined at roughly l.5-2H:lV, and armored with 2-3 foot boulderrip-rap near the building and large concrete block near the parking. 2018 surce features can be seenon the attached Site Plan,

The site is occupied by a single story restaurant structure and related pavements and utilities that areplanned to be demolished. The base of the existing structure appears to be near grade, with parkingelevated above the ground to the east. Pavement with fatigued areas is present in the central drive anddelivery areas, with little fatigue in the southern parking areas.

Subsurface ConditionsThe site was explored on June 27, 2019 with 4 mud rotary drilled borings. The approximate locationsof our explorations are shown on the attached Site Plan. According to geologic maps of the area thesite is underlain by alluvial deposits abutting marine siltstone to the east of Highway 101. Soil conditionsencountered are generally consistent with this mapping and also include a cap of generally sand andgravel fill.

Thin pavement asphalt concrete and base rock sections in the borings were underlain by 5-I 0 feet ofgravel and sand fill, silty in some areas, which was generally medium dense with a few loose zones.Blowcounts (Nas) in the fill generally ranged from 5 to 29. Moisture contents were 18-51%, higherwhere silt content was high or trace organics or clay was present.

Under the fill in B-I and 3-2 we encountered generally medium dense poorly graded fine sand with tracefines (to clean) and with a variable low content of small subangular gravels. Blow counts in the sandwere from S to 22 and averaged about 13. Moisture contents generally ranged from 23-30%, with a fewhigh exceptions were organic fragments were present

The sand was underlain at a depth of 27 feet in B-2 (nearer the bay) by silt with gravel sized weatheredclasts inferred as derived from intactlin place siltstone based on the unweathered fractures and hardconsistency at depth (It is possible the lower siltstone was a large colluvial block). In B-I weencountered colluvial silt below the sand, also derived from siltstone, but underlain by alluvial silty sandand sandy silt with trace organics and discernible bedding. This silt may be part of an old slide deposit.now buried.

Sand Fill - This unit was 3 to 4 feet thick under site pavements in B- I, and not present in P- I, and wasgenerally medium dense.. Moisture content was 18% for one sample tested.

2/81112 7th Street Oregon City, OR 97045 p 503.6513487 f503.722.9946

C Cjuly 2, 20(9 pelican-I 9-I-gi

greater than 4 feet We recommend that the type and design of the shoring system be the responsibility ofthe contractor, who is in the best position to choose a system that fits the overall plan of operation.

Pipe bedding should be installed in accordance with the pipe manufacturers’ recommendations. Ifgroundwater seepage is presern in the base of the utility trench excavation, we recommend over-excavatingthe trench by 12 to I 8 inches and placing trench stabilization material in the base. Trench stabilization materialshould consist of well-graded, crushed rock or crushed gravel with a maximum particle size of 4 inches and befree of deleterious materials. The percent passing the U.S. Standard #200 Sieve shall be less than 5 percent byweight when tested in accordance with ASTM C 117.

Trench backfill above the pipe zone should consist of well graded, angular crushed rock or sand fill withno more than 7 percent passing a #200 sieve. Trench backfill should be compacted to 92 percentrelative to ASTM D I 557, and construction of hard surfaces, such as sidewalks or pavement, should notoccur within one week of backfilling.

Slopes - Temporary slopes may be inclined up to I .25H: IV for slopes up to 8 feet high. Such slopesshould be expected to erode somewhat, depending on weather conditions and duration of exposure.Permanent slopes should be inclined no steeper than .5H: IV for slopes up to 6 feet high, and 2H: IVabove that Erosion control is critical to maintaining slopes, and we recommend the existing shorefrontprotection remain in place or be matched with new material of similar size and angularity as it isproviding suitable shoreline protection. Drainage must be routed away from slope faces.

Infiltration - Infiltration is not recommended due to shallow ground water and exacerbatingliquefaction and shorefront slope concerns.

Helical Pier and Grade Beam FoundationsGeneral - Due to the presence of a liquefiable upper sand unit, foundations must be supported on piersembedded into soils below those sands. Liquefaction induced settlement is estimated at 4-5 inches, withlateral spreading of several inches toward the Siletz River channel on the west side of the bay. Based onour explorations, soils not susceptible to significant liquefaction deformations and suitable to achievefoundation support capacity are roughly 25 to 35 feet below the surface. This depth may be differentunder the existing building footprint to the north of our accessible borings, perhaps shallower based onadjacent topography and siltstone expression across the highway. Capacities listed herein may be limitedby the structural capacity of the pier and must be evaluated by a structural engineer. Piers must be spaceda minimum of 3 pier diameters apart. Closer spacing will result in a reduction in pier capacity resultingfrom group effects and we must be consulted.

Continuous grade beams with embedded fixed head pier support can be used with a crawl space or beintegral with a reinforced slab. If the slab is to be sacrificial and support only floor loads, it does not needto be designed to structurally span between grade beams, For support of equipment or heavier storageareas such as coolers or freezers, a structural floor designed to free span to grade beams is recommended.

Helical PiersFeasibility of installation of helical piers to suitable depths must be proven with use of indicator piersprior to construction. If penetration is feasible, helical piers can be used to support vertical loads, andinclined piers can be used to provide lateral resistance. Piers are generally installed in 5 to 7-foot long

4/811(2 7th Street, Oregon City, OR 97045 p 503.657.3487 f503.722.9946

C Cjuly 2,20(9 pelican-I 9-I-gi

Ground MoistureGeneral - The perimeter ground surface and hard-scaping should be sloped to drain away from allstructures. Gutters must be tight-lined to a suitable discharge and maintained as free-flowing. All crawlspaces must be adequately ventilated. Due to shallow groundwater anticipated at the site, basementsare not allowed.

Perimeter Foundation Drains - We recommend installing perimeter foundation drains around allexterior foundations to reduce crawl space infiltration and/or underslab moisture. The foundationdrains should consist of a two-foot wide zone of drain rock encompassing a 4-inch diameter perforatedpipe, all enclosed with a non-woven filter fabric. The drain rock should have no more than 2 percentpassing a #200 sieve and should extend to within one foot of the ground surface. The geosyntheticshould be a Propex Geotex 601 or equivalent. One foot of low permeability soil (such as the on-sitesilt) should be placed over the fabric at the top of the drain to isolate the drain from surface runoff.Foundation drains must be routed to a suitable discharge.

Seismic DesignGeneral - In accordance with the International Building Code (IBC) 2003 as adopted by SOSSC, thesubject project soils are site class F, but Site Class D can be used for design of the planned structure.

The preceding recommendations follow code criterion. However, design level recurrence of amplifiedpeak horizontal ground accelerations from the relatively near field Cascadia Subduction Zone (CSZ)interface earthquakes is expected to be at least 0.5g for repeated cycles. Because of this and severalminutes of expected strong ground motions, the owner may want the structural engineer to considerdesigning to a higher performance level to reduce building damage and improve egress during such anevent. There is roughly a 30 percent chance of a CSZ interface earthquake occurring in the next SOyears, although the recurrence is episodic and could occur at any time.

Liquefaction — Liquefaction occurs in saturated, low cohesion soils. Strong shaking, such as thatexperienced during earthquakes, causes the densification and the subsequent settlement of these soils.We completed detailed liquefaction analyses of the site soils. An estimated 4-5 inches of verticalsettlement from densification of the underlying sand is expected. Lateral spreading of several inches toover a foot is also expected toward the Silea River channel west in the bay. This may lead to groundcracks, surface damage, and sand venting.

Tsunami - Tsunami hazard (DOGAMI OFR 0-95-IS, TIM-Linc-02) maps indicate that the entire site willlikely be inundated during a design level CSZ earthquake, and the frontage may be impacted by a largedistant earthquake as well. Evacuation plans must be implemented by the owners and occupants.Structural damage is expected from tsunami impacts, and re-occupancy is an unrealistic goal unlessspecifically designed for by the structural engineer. It should be noted that in either case liquefactiondeformations will impact the site.

Coseismic Subsidence - The existing ground surface may drop several feet in elevation after a designlevel earthquake. This may impact flood elevations and further inundation.

6/8II 12 7th Street, Oregon City, OR 97045 p 503.657.3487 f503.722.9946

july2. 20)9

C Cpelican-I 9-I -gi

We appreciate the opportunity to work with you on this project and look forward to our continuedinvolvement Please contact us if you have any questions.

Sincerely,

Don Rondema, MS. PE, GEPrincipal

Attachments:

Site Plan. Soil Classification. Boring Logs, Moisture Contents

8/8

Epes 12PJ11k6]

1112 7t Sti’eet Oregon City, OR 97045 p503.657.3487 f503.722.9946

C C)

GUIDELINES FOR CLASSIFICATION OF SOIL

Description of Relative Density for Granular Soil

Standard Penetration ResistanceRelative Density

(N-values) blows per foot

very loose 0-4

loose 4- 10medium dense 10 -30

dense 30 - 50very dense over 50

Description of Consistency for Fine-Grained (Cohesive) Soils

Standard Penetration Torvane

Consistency Resistance (N-values) Undrained Shear

blows per foot Strength, tsf

very soft 0 - 2 less than 0.125

soft 2-4 0.125-0.25

medium stiff 4-8 0.25 - 0.50

stiff 8- 15 0.50- 1.0

very stiff 15-30 1.0-10

hard over 30 over 2.0

Grain-Size Classification

Modifier for Subclassification

. . Percentage of OtherAdjective

Material In Total Sample

Clean/Occasional 0 - 2Trace 2-10Some 10-30

Sandy, Silty, Clayey, etc. 30 - 50

Boulders

Cobbles

Gravel

Sand

Description Size

12-36 in.

3- 12 in.

7. - ‘/ in. (fine)

‘7. -3 in. (coarse)

No. 200 - No. 40 Sieve (fine)

No.40 - No. 10 sieve (medium)

No. 10 - No. 4 sieve (coarse)

Pass No, 200 sieveSilt/C lay

2.5” asphalt concrete over 4 inches crushed rock with some silt

C

Loose, gray and brown, poorly graded fine SAND FILL with some silt andgravel; moist

becomes very stiff, less fractured, more intact

39 ft becomes hard, moderately weathered SILTSTONE (noorange joint staining).

Mud rotary boring completed at a depth of 41.5 feet on June 27.2019 andbentonite grouted then gravel and cold patched AC surface.

arnpIes and Data

Soil and Rock Description

j

becomes SANDY SILT FILL

Medium dense, gray, poorly graded fine SAND: with trace gravel and tracesilt to clean; wet.

becomes loose, fine to medium.

becomes medium dense, fine, with some small gravels

occasional gravels

Stiff, dark gray (with orange joint staining). SILT / gravel sized claw ofseverely weathered highly fractured sikstone; wet

w = moisture content= SPT blowcount

* = No recovery

w = 22%

w51%

w = 52%

w = 30%

w = 30%

NR

w = 28%

w21%

w 9%

30—

40-

Gejitech BORING 3-2OIUtIOflS I nd Pelican-19-I-gi

C CSamples and Data

Soil and Rock Description w = moisture contentN05 = sr blowcount* = No recovery

a ft —

_______

25’ asphalt concrete over 4 inches crushed rock with some silt

Medium dense gray and brown gravelly SAND FILL with trace to some silt::; moist

EElbecomes loose to very loose occasional gravel LI NR

becomes silty w = 41%

10—

20 —

30 —

Mud rotary boring completed at a depth of 9 feet on June 27, 20 9 and

40 bentonite grouted then gravel and cold patched AC surface.

feotech BORING B4Solutions I flCI Peflcan-19-I-gi

... · 2019-12-14 · ——-—a-— —-—— — c i ii 25 ‘2 —-25 i easement table no purp...

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