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HomeMy WebLinkAboutBLD2003-00728 • • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD03-00728 Received Date 11/19/2003 SITE ADDRESS: 281 BLUEBERRY HILL RD Issue Date 12/23/2003 PORT LUDLOW, 98365 APPLICANT: FRANK E MC DONALD PHONE: (360) 437-5057 261 BLUEBERRY HILL RD PORT LUDLOW WA 98365-8766 SUBDIVISION: Block: Lot: TX 53 PARCEL NUMBER: 821334054 Section: 33 Township: 28 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: LOAN LENDER/ BOND HOLDER: PROJECT DESCRIPTION: RETAINING WALL REQUIRED INSPECTIONS: [ ] SETBACKS: ON //i# 4w �cS �"� 14 Ill [ ] UFFER: [ ] Footing: .0X /// /1 t FC ( ' [ ] Foundation: [ ] Underground Plumbing: [ ] Underground Insulation: [ ] Shear Wall : [ ] Framing: 11 Plumbing: [ ] Propane Tank/Lines: [ ] Insulation: [ 1 Sheetrock: [ ] Septic Sytem Final Approval: [ 1 Zoning Final Approval: [ ] Final/Occupancy Approval: OX -cor, 41 nal tt l05 HEALTH DEPARTMENT APPROVAL REQUIRED P OR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. CALL 24 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS. Office Hours 9:00 a.m. -4:30 p.m. HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE REVERSE • i SPECIAL CONDITIONS FOR CASE t BLD03-00728 1.) The application was reviewed by the Jefferson County Department of Community Development staff on November 28, 2003 for the potential presence of Environmentally Sensitive Areas (ESAs) under the provisions of the Unified Development Code (UDC). After an initial Geographic Information Systems mapping review and an investigative site inspection, the following ESAs were confirmed to be present on the subject property: landslide 1; SUSC aquifer recharge area; high risk SIPZ. 2.) Geologically Hazardous Areas in Jefferson County are characterized by slope, soil type, geologic material, and groundwater that may combine to create problems with slope stability, erosion, and water quality during and after construction or during natural events such as earthquakes or severe rainstorms. 3.) Aquifer Recharge Areas in Jefferson County are characterized by porous geological formations that allow percolation of the surface water into the soils and the underlying zone of saturation. Aquifers are geologic formations that contain sufficient saturated permeable material to yield significant quantities of water to wells and springs. Aquifers serve as the source of drinking water within most of the rural portions of Jefferson County. 4.) Susceptible Aquifer Recharge Areas are those with geologic and hydrologic conditions that promote rapid infiltration of recharge waters to groundwater aquifers. 5.) Marine shorelines and islands are susceptible to a condition that is known as seawater intrusion. Seawater intrusion is a condition in which the saltwater/freshwater interface in an aquifer moves inland so that wells drilled on upland areas cannot obtain freshwater suitable for public consumption without significant additional treatment and cost. Maintaining a stable balance in the saltwater/freshwater interface is primarily a function of the rate of aquifer recharge (primarily through rainfall) and the rate of groundwater withdrawals (primarily through wells). The Washington Department of Ecology is the agency with statutory authority to regulate groundwater withdrawal for individual wells in Jefferson County. New development, redevelopment, and land use activities on islands and in close proximity to marine shorelines in particular should be developed in such a manner to maximize aquifer recharge and maintain the saltwater/freshwater balance to the maximum extent possible by infiltrating stormwater runoff so that it recharges the aquifer. 6.) The parcel is located within a High Risk SIPZ(seawater intrusion protection zone) according to the County GIS map. There are mandatory measures identified in the Jefferson County Seawater Intrusion Policy (Resolution 44-22, effective September 23, 2002)that apply to well drilling proposals and building permit applications on existing lots of record. A High Risk SIPZ is defined as: areas within 1,000 feet of a groundwater source with a history of chloride analyses above 200 milligrams per liter(mg/L). 7.) A vegetative buffer of 30-feet shall be permanently maintained from the top or edge of the Landslide Hazard Area. All buffers shall be measured perpendicularly from the top of the Landslide Hazard Area. 8.) Landslide Hazard Areas and their associated buffers shall remain naturally vegetated. Should buffer disturbance occur during construction, the Unified Development Code (UDC)Administrator shall require replanting with native vegetation. No alterations shall be made to the Landslide Hazard Area or its associated buffer without prior authorization by the UDC Administrator. 9.) Prior to and during approved construction activities, the perimeter of the landslide hazard area buffer shall be marked with a temporary sign. The sign shall be placed in such a manner that it can be directly observed from the construction area. The sign shall contain the following statement: "Landslide Hazard Area and Buffer- Do not Remove or Alter Existing Vegetation." 10.) All construction activities shall not encroach upon the buffer. This includes the storage or preparation of materials. 11.) The applicant shall permanently separate the boundary of the Landslide Hazard Area Buffer from the remainder of the subject property through installing logs, trees, a hedge row, or any other prominent physical marking approved by the UDC Administrator. 12.) The project shall adhere to*Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 13.) Jefferson County determined that this proposal is categorically exempt from review under the State Environmental Policy Act(SEPA) pursuant to WAC 197-11-800(1)(b)(i). 14.) This approval is for a retaining wall only. Any future permits on this site are subject to review for consistency with applicable codes and ordinances and does not preclude review and conditions which may be placed on future permits. 15.) The site plan as submitted with the engineered retaining wall building permit application on November 19, 2003 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated December 17, 2003 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 16.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 17.) An address of 281 Blueberry Hill road has been assigned to the parcel. Blueberry Hill Road is a county local access road (C505309). However, this portion appears to be private road. 18.) A septic permit(SEP03-0281) for 240 GPD will be issued with the building permit for the manufactured house (BLD03-0727). A road approach permit(RAP03-0249)will be issued with the building permit. 19.) Per discussion with Al Scalf(Director) on December 17, 2003 proceed with processing of permits as submitted. Site plan as submitted is adequate for front yard setbacks given the existing conditions of neighboring properties. I:\F_BLD_Permit_Buildng.rpt 10/29/1999 I •UILDING PERMIT APPLICN MRAOW006 23 Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD03-00728 Received Date: 11/19/2003 SITE ADDRESS: BLUEBERRY HILL RD PORT LUDLOW, 98365 OWNER: FRANK E MC DONALD PHONE: (360)437-5057 261 BLUEBERRY HILL RD PORT LUDLOW WA 98365-8766 SUBDIVISION: Block: Lot: TX 53 PARCEL NUMBER: 821334054 Section: 33 Township: 28 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTION RETAINING WALL TYPE OF WORK NON SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 3,000.00 ADD'L: HEAT TYPE: CODE EDITION: 1997 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: _ WATER SYSTEM: PARCEL TAGS: YES NO BEDROOMS: BATHROOMS: STORMWATER: YES NO AREA Exist: Exist: Wetland Erosion Prop: Prop: Seismic Streams Total: Total: Flood Way Floodplain Routing Date: F&W Landslide 4( lasio 3 Shoreline Aquifer Forest: Commercial Rural Type Amount Paid By: Date: Receipt: 4 •t''''' \/ Permit $83.25 KAS 11/19/03 60436 �•J �! Plan Check $54.11 KAS 11/19/03 60436 DEC 2 3 2003 State Building Code $4.50 KAS 11/19/03 60436 Jefferson County Plant-law Total: $141.86 & Building Department CisQS20P-Pr -tc6-r. ior 012_ x i Joffe=Count anent of Commodity Develoinrent 4,,4'1 ON e0 621 Sham Street,Port Townsend WA U368[3601316-4450 pcc © 4s G'o _ 0 ( Project Description: Building Type: Project Type: Frame Type: 1X Single Family ,'New 0 Wood ❑ Garage Attached/Detached ❑ Addition ❑ Steel ❑ Modular ❑ Alteration/Remodel KsConcrete • ❑ Commercial ❑ Repair ❑ Masonry ❑ Multi-family/#of Units 0 Demolition ❑ Other: ❑ Industrial 0' Other: RZ716i A/� Bathrooms: ✓Bedrooms: Type of Sewage Disposal: Type of Heat: Choose one: Existing: Existing: ❑ Sewer ❑ Community System 0 Electricity 0 Oil Proposed: Proposed: ❑ Individual System ❑ Woodstove ❑ Propane Total: Total: If not sewer,fill out the following: ❑ Heat Pump ❑ Conventional ❑ Alternative ❑ Other Permit# SEP Water Supply: ❑ Private well ❑ Two Party Well❑ Public:Name of water system: Square Footage: For Office Use Only Main Floor Consistency Review 2ND Floor Base fee F3,a.S 3rd Floor Plan Check fee—65% SY, I 1 Htd Basement State Surcharge fee `t.5 Unhtd Basement Subtotal / / ' 21%' Garage/Carport Pot Water Review fee Decks 911/Rd Approach fee . 1-5--p Commercial TOTAL //-9(r Q Industrial Receipt# (DOL/3 (0 Other R L 1AvN a// W A ti Cash/Check# 3 1 Total Valuation: Initials (� 33 1 7 _____ , Or - -.__ ��` Date t j Estimated ,ost` 3006 , 6 0 If within 200' of the Shoreline, itDistance to Bank or Ordinary High Water Mark �� ft.Bank Height ft. By signing the application form,the applicant/owner attests that the information provided herein is true and correct to the best of their knowledge. Any material falsehood or any omission of a material fact made by the applicant/owner with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and it's employees,representatives or agents for the purpose of application review and any required later inspections. Access and right of entry �o the applicant's property or structure shhaalll be requested and shall occur during regular business hours. Signature: . X 2-/2 C&,7ta, Date: //- lit- 493 OVER H:HOME\PLNCNTR\INFOBLDG\FORMS\BLDpermitApplication 11-8-01 �! ASSOCIATE S,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING FIELD CONSTRUCTION TESTING & INSPECTION REPORT NO . : 172004 NATURAL RESOURCES/WETLANDS (a..a) /7 'c;'7i Page 1 of2 DATE: January 7, 2004 CONTRACTOR: PROJECT NAME: McDonald's Retaining Wall PERMIT NO.: PROJECT NUMBER: IO2.-c"/65,c1,5 INSPECTOR: LOCATION: 261 Blueberry Hill Road, Port Ludlow JURISDICTION: KRAZAN PROJECT MANAGER: Wes Johnson WEATHER: Cloudy TEMP: 40's At the request of the Property Owner, Krazan was on-site to observe temporary slopes and the retaining wall's footing subgrade areas. Slope Observation Today, we observed the temporary slope area along the back portion of the Lock BlockTM retaining wall. The temporary slope was near vertical with a slope height in the range of 10 feet. The temporary slope was probed with a '/2 diameter steel probe. Soil probing revealed a dense soil condition along the temporary slope area. Soil exposed in excavations are granular and consisted of dense sand and gravels. At the time of the site visit no visible signs of raveling, slope instability or groundwater seepage were observed. Our report titled Design Recommendations for the Lock Block Gravity Wall, Job Number 102-03082 dated October 31 , 2003 recommended slope gradients of 1 H:1 V. Due to road easement concerns and the short duration of time (1 week) the excavation will be exposed we have provided the following construction recommendations for this project: • After Krazan's January 7, 2004 site visit, we discussed who would provide daily monitoring of the slope. Mr. McDonald has agreed to observe and insure the slope and temporary excavation is stable prior to workers entering the area. • In Mr. McDonald's absence, a representative will be appointed to insure the slope and temporary excavation are stable prior to workers entering the area. The representative will be a competent person who has basic knowledge and experience working in oversteepened slope areas. To my best of knowledge, the above WAS/WAS-NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Wes Johnson, P.E. (Project Engineer) 215 West Dakota Ave.,Clovis,CA 93612 (559)348-2200 226 N. Sherman,Ste. A,Corona CA 92880 (909)549-1188 4231 Foster Ave., Bakersfield,CA 93308 (661)633-2200 1501 15`h St. NW#106, Auburn,WA 98002 (253)939-2500 1025 Lone Palm Ave., Ste. 2E,Modesto,CA 95351 (209)572-2200 20714 SR Hwy. 305, Ste. 3C,Poulsbo,WA 98370 (360)598-2126 545 Parrott St., San Jose, CA 958112 (408)271-2200 19501 144'Ave. NE#F300,Woodinville,WA 98072(425)485-5519 123 Commerce Circle, Sacramento, CA 95815 (916)564-2200 11913 NE 103rd Ave..Vancouver,WA 98662 (360)254-3200 1/' ,i-I•2lJ 1Lt,'2 r� 1 1zoo KA No. 1c'z Page No. 2 • The representative or Mr. McDonald will be required to continuously observe the temporary slope in close proximity to wall when workers are placing or stripping forms or construction activities are taking place in the work area. • The slope will need to be covered with plastic visqueen and the visqueen secured with sand bags or stakes if raveling or slope instability are observed along the exposed slope areas. • We recommend a 25 foot setback extending north from the top edge of the slope for soil stock piles, lock blocksTM or heavy equipment. • If any forms of slope instability are observed Krazan's Project Engineer — Wes Johnson must be notified. If the slopes are deemed unstable shoring or slope flattening may be required for this project. Note: We recommend backfilling the lock block retaining wall area with a washed crushed rock. The property owner proposed using a crushed rock with a particle size of three (3) inches. Krazan's representative agreed with this suggestion. Retaining Wall Footing Subgrade Evaluation During todays site visit, we observed the Lock Block Retaining Wall's footing subgrade area and probed the footing subgrade area with a %2 inch diameter steel probe. Soil penetrations of roughly 1 to 2 inches were observed in the dense poorly graded gravel with sand. The areas probed should provide adequate support for the Lock Block Retaining Wall. Krazan will return upon request. Krazan & Associates, Inc. Offices Serving The Western United States an & ASSOCIATES, INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 31, 2003 PERMIT # QLD Ka Project No.: 102-03082 0 3 - . 7 2 8 Mr. Frank E. McDonald 261 Blue Berry Hill Road JEFFERSON COUNTY BCD r' COMM Port Ludlow, Washington 98365 NOV 19 2003 RE: Design recommendations for Lock Block Gravity Wall System T 261 Blue Berry Hill Road (�to ��'FtRSON COUNTY . OF Port Ludlow,Washington 98365 h —' O�In nEVE LOP Mr. McDonald: As requested, we are pleased to present this report summarizing our design recommendations for the Lock-BlockTM Gravity Wall System that will provide grade separation along the north side of the property. We have not performed a subsurface investigation for this wall design. However, for preliminary grading requirements and soil design parameters for the wall, we have observed soil exposures along the slope and exposed subgrade areas along portions of the proposed retaining wall alignment. This letter does not address any geotechnical issues that may exist for any structures at the site other than the retaining wall. PURPOSE AND SCOPE Our services for this project include providing a wall design and associated construction recommendations for placement of the Lock-BlockTM Wall. Our scope of work includes the following items: • Global stability analysis of the proposed wall design. • A Cross Section detailing the Lock Block Gravity Wall design. • Preparation of this written report providing our conclusions and recommendations for the wall design. SITE LOCATION The site is located at 261 Blue Berry Hill Road, near Port Ludlow, Washington. According to the United States Geological Survey (USGS), 7.5 minute Lofall, Washington topographic quadrangle map, the property is located in the northwest quadrant of Section 33, Township 27 North, Range 1 west, and at Ten Offices Serving The Western United States 20714 State Highway 305 NE,Suite 3C•Poulsbo,Washington 98370•(360)598-2126•Fax:(360)598-2127 102-03082-Lock Block Wall KA Project No. 102-03082 October 31,2003 Page 2 Latitude 47.8699 degrees North, and Longitude 122.6808 degrees West. The site location is shown on the Site Vicinity Map, Figure 1. SITE DESCRIPTION The proposed wall alignment will be located along a road embankment with an access road beyond to the north, a storage shed and boat storage area to the east, and undeveloped slope area to the west and a woodshed to the south. The proposed wall alignment has been stripped of vegetation at the time of our site visit, as part of the site grading activities. From our observations of the exposed soil at the site, we anticipate that the soils behind and beneath the wall will be medium dense sands and gravels. The existing structures on the site and wall lay out is shown on Figure 2 and the Lock Block Walls elevation view is shown on Figure 3. Site vegetation consists of conifer trees along the west side of the wall alignment and a thin strip of recently planted cedar trees between the proposed wall alignment and the access road to the north. PROJECT DESCRIPTION The portion of the project covered by our scope of work consists of the construction of a Lock Block' Gravity Wall. The proposed main wall will face a linear distance of 55 feet trending east to west. A wing wall will be positioned at the east and west end of the main wall and directed inward toward the proposed residence. For the purpose of design and construction of the wall, we have tentatively established an elevation datum (elevation 100) at the bottom of the slab-on-grade area located along the east side of the wall. North Main Wall The main wall will face a linear distance of 55 feet. The wing walls will add roughly 2.5 feet to each side of the wall. Based on this elevation the top of wall elevation for the main 7.5 feet high wall is elevation 101.4 and bottom of wall at roughly elevation 94. The wall configuration will have an exposed wall height of 6.5 feet with an embedment depth of 1 foot. The area behind the wall will have a 2H:1V (Horizontal:Vertical)broken slope and an access drive beyond. East Wing Walls The east wing wall may extend 10 to 15 feet beyond the main wall to the south. The top of wall elevation is proposed at roughly elevation 99 and bottom of wall at roughly elevation 94. The wall configuration will have an exposed wall height of about 4 feet with an embedment depth of 1 foot for a total wall height of 5 feet. The wall configuration has a level area in front of the wall and a broken slope behind the wall. The height of the 2H:1 V broken slope is roughly 1.6 feet with a wood structure underlain by a slab-on grade beyond. PERMIT # OLD Krazan &Associates,Inc. Ten Offices Serving The Western United States 0 1303082 7 -Lock BIQck 2 JEFFERSON COUNTY Der KA Project No. 102-03082 October 31,2003 Page 3 West Wing Walls The west wing wall may extend 10 to 15 feet beyond the main wall to the south. The top of wall elevation is proposed at roughly elevation 99 and bottom of wall at roughly elevation 94. The wall configuration will have an exposed wall height of about 4 feet with an embedment depth of 1 foot for a total wall height of 5 feet. The area behind this wall will have a 25 to 30 percent broken slope with a relatively level area beyond. In the event that the project description or any other information detailed in this letter are inconsistent with observed conditions during construction, the geotechnical engineer should be notified so that we may update this writing as applicable. Design plans for the proposed wall configuration is shown on Figure 4. CONCLUSIONS AND RECOMMENDATIONS Lock-BlockTM Gravity Wall Construction Procedures The proposed retaining wall will be constructed with prefabricated modular block units (Lock BlockTM) The method of constructing the modular block wall will consist of dry stacking the blocks, such that they interlock on the shear keys molded in the blocks. The interlocking features of the blocks help maintain proper alignment and structural integrity of the wall. Based on the encountered soil conditions and existing grades encountered on the site, we recommend establishing the front wall base for the three walls at elevation 94 and an embedment depth of one foot along the face of the walls. The one foot embedment depth for the wall can be achieved with structural fill or extending the wall down into the native subgrade soils. The key way will provide a slightly sloped subgrade area for the wall and a temporary slope along the uphill side of the excavation. If loose soil conditions are encountered, the loose soils will need to be replaced or compacted, at our discretion. Due to the limited access along the wall's alignments north and east sides, we have provided recommendations for an oversteepened slope configurations. Prior to excavating these areas as shown on the plans, please have Krazan and Associates observe the temporary slope to determine if the encountered soil conditions will require a shallower slope gradient. Prior to entering the excavations we recommend a representative from our firm observe the temporary slope areas behind the walls. To help maintain proper wall batter and alignment a leveling course of crushed rock is typically placed between the subgrade and the bottom row of blocks. In lieu of utilizing a leveling course of crushed rock, we understand the contractor prefers to use a concrete slab. Washed crushed rock with a particle size of 1 to 4 inches should be placed behind the wall for a horizontal distance of 1.0 to 3.0 feet. A drainpipe wrapped in filter fabric should be placed behind the wall at the base. The purpose of the washed crushed rock and drainpipe is to prevent any hydrostatic pressure from developing on the walls. Krazan&Associates, Inc. PERMIT # RLD Ten Offices Serving The Western United States 10033-Lock Block Wall / :COJEFFERSON COUNTY O KA Project No. 102-03082 October 31,2003 Page 4 Note: Krazan representative will determine if field modifications to the wall alignment will be required during construction in the area where the north main wall and the east wing wall come together. The slope above the wall in this area consist of uncontrolled fill and a boat is storage area along the top portion of the slope. ANALYSIS The stability of the proposed wall configurations was analyzed for three types of failure modes: slide out, overturning and global. Global failure mode or global stability refers to a failure mode in which the entire wall moves on a failure plane that does not intersect the wall. The results of our analyses are reported as factors of safety against movement. AASHTO Standards specify minimum factors of safety for each of the three cases. Although this wall is not adjacent to a highway and therefore does not have to meet AASHTO Standards, we recommend that these minimum factors of safety be used for this design. The minimum factors of safety are 1.5, 2.0 and 1.3 for slide out, overturning and global stability, respectively, under static conditions. The AASHTO Standards allow for a 75% reduction in the minimum factors of safety for slide out and overturning under seismic conditions. This results in minimum factors of safety of 1.15, and 1.5. For global stability under seismic conditions, the AASHTO Standards specify a 1.1 safety factor. A spreadsheet program was used to analyze overturning and slide out. The spreadsheet program was based on the Design Manual for Lock-B1ockTM Gravity Wall System,prepared by Sam Adettiwar, Dated September 1997. A slope stability program (PCSTABL7) was utilized to evaluate the global stability of the block wall. This FORTRAN based computer program calculates factors of safety for potential slope failures and generates potential rotational failure planes. The wall design for the wing walls and main wall was based on the Block Wall Sections shown on Figure 4. The wall design assumes static and seismic loading conditions, and free draining backfill. For design purposes, the slope above the north and east wall was assumed to be continuous 2H:1 V slope. This implies that the 2H:1 V slope load imposes more load on the wall than potential traffic surcharge loads. The east wing wall has been modeled with a broken back slope and the additional surcharge loads from the storage shed. The walls were not designed for (heavy equipment, and soil stock piles), along the top of the slopes. Subsurface information was developed from our evaluation of exposed soil outcropping and subgrade areas. The following table presents the assumed soil parameters utilized in our analysis. PERMIT # SjD Krazan &Associates,Inc. 0 3 •' 7 2 8 Ten Offices Serving The Western United States y�/ JEFFERSON CaBTYocDCO all KA Project No. 102-03082 October 31,2003 Page 5 Table 1 Engineering Properties of soil for Analyses Soil Type Dry Density(pcf) Wet Density (pcf) Cohesion(psf) Friction (deg) Structural Fill 115 125 _ 0 33 Concrete 145 145 10,000 45 Native soil 115 125 0 35 Crushed Rock 135 135 0 35 0 Note that the analysis assumes a flexible wall condition for static conditions. This means the top portion of the wall is free to move. We anticipate wall movement of roughly 1 to 4 thousandths of the wall height in the horizontal direction for granular soils during static conditions. This would result in approximately .3 inches of deflection at the top of the typical (7.5 foot high) wall section. Large rollers, hoepacks, or other large compaction equipment should be kept a minimum distance of three feet away from lock block elements to avoid placing excessive transitory loads on the wall. Compaction within three feet of the modular block elements should be achieved using small hand operated equipment such as jumping jacks or other walk behind compactors. For seismic loading conditions the Mononobe-Okabe psuedo-static method was used to estimate vertical and horizontal seismic loading forces induced on the proposed wall during a seismic event. In order to provide an economical wall configuration the wall was designed for a specific wall displacement value with a suitable earthquake parameter (peak ground acceleration) per AASHTO recommendations. The peak ground acceleration used in our analysis was 0.2939g as indicated for latitude 47.9000 and Longitude 122.700 on the website from the United States Geologic Survey, Earthquake Hazards Program — National Seismic Hazard Mapping Project. The wall was designed for an outward wall displacement during a seismic event of 10(A) = 2.9 inches based on a peak ground acceleration value, (A) = .29g. No vertical displacement was assumed. The results of the analysis are summarized in the following table. The observed factors of safety derived from our analysis are presented along with the minimum values as set for by standard geotechnical practice. Table 2 Minimum Safety Factors For Analysis of 7.5 foot wall section F.S. Sliding Overturning Global Stability Static 1.87 3.95 1.84 Seismic 1.50 1.83 1.37 PERMIT # OLD Krazan &Associates,Inc. 0 3 - 7 2 8 Ten Offices Serving The Western United States 102-03082-Lock Block Wall JEFFERSON COUNTY DO KA Project No. 102-03082 October 31,2003 Page 6 Minimum Safety Factors For Analysis of 5.0 foot wall sections s F.S. Sliding Overturning Global Stability Static 3.36 4.71 2.23 Seismic 2.60 3.40 1.94 As indicated in the table above, the calculated factors of safety for this wall are higher than the minimum factors of safety specified by AASHTO. We recommend that a representative of Krazan and Associates periodically observe installation of the wall to verify that the wall is constructed in accordance with our design and that the assumed soil values match the actual soil conditions. EXCAVATION Based on the soils encountered along the wall alignment, it is our opinion that the native soils should be classified as a Type B material, under the Washington Safety and Health Act's (WISHA) regulations for excavation,trenching and shoring. Temporary slopes excavated in Type B soils should be inclined no steeper than 1H:1V. Permanent cut and fill slopes (non reinforced) should be inclined no steeper than 2H:1 V,which assumes that the slope has been compacted per our recommendations for structural fill. A representative of our firm should evaluate temporary and permanent slopes to ensure that the recommendations given in this report are appropriate for the soils actually encountered. Note: Krazan has provided provisions for oversteepening the slope greater than 1H:1V to accommodate the limited space for wall placement along the north and east walls. A representative from Krazan must be present when slopes are graded steeper than 1H:1V. SLOPE FILL CONSTRUCTION It is our opinion that a permanent fill slope can be placed along the back portions of the proposed wall alignment. The fill will need to be placed and compacted in a manner that is consistent with our recommendations. The procedure for placing fill along the slope should consist of excavating a level area 6 to 8 feet in width between the drain rock and temporary slope as shown on Figure 4. The slope above the keyway should then be cut into a series of horizontal to slightly inclined benches. The slope gradient may vary with the width of the benches. For the east, north and west walls the permanent fill slopes can not exceed a slope gradient of 2H:1V. The keying and benching work should be inspected prior to fill placement. In general, we do not recommend placing fill on slopes exceeding about 15 percent unless otherwise noted in the plans. Prior to placing any fill, the exposed subgrade should be evaluated by a representative of our firm. Minimizing the quantity of surface water runoff over the slope area will be important for reducing the potential for soil erosion and surficial slope movements. The proposed construction should reduce surface runoff and infiltrated ground water along the slope area. The combination of properly constructing a structural fill slope section and mitigating any potential ground water problems should provide increased slope stability for the fill slope area. EARTHWORK CONSIDERATIONS We recommend that all work on this project occur during the relatively dry period of the year (i.e. May through September). A representative of our firm should be present during all excavation and fill PERMIT # DLD Krazan &Associates,Inc. Ten Offices Serving The Western United States 0-033 2-Beck Block 711 2 8 JEFFERSON COUNTY BCD + { KA Project No. 102-03082 October 31,2003 Page 7 operations related to the wall to test and observe the earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical engineer may reject any material that does not meet compaction and stability requirements. The conclusions and recommendations presented in this report assume that the earthwork construction is performed in accordance with our recommendations. STRUCTURAL FILL On-site granular soils may be suitable for reuse as structural fill above and behind the modular block wall. We recommend that a representative of Krazan &Associates be on-site during excavation to determine if the soils will be suitable for structural fill. Imported structural fill material should consist of well graded gravel or a sand and gravel mixture with a maximum grain size of 1 % inches and less than 5 percent fines (material passing the No. 200 sieve). Structural fill material derived from on-site sources should be primarily granular but may have a higher fines content than imported structural fill. Note that a fine content higher than 5 percent may result in difficulty meeting the required compaction requirements during wet weather. All Structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. The fill should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture conditioned as necessary and compacted to a minimum of 95 percent of maximum dry density based on ASTM Test Method D1557. The fill should be compacted with proper compaction equipment (not the bucket or tracks of the excavators or other machinery). In place density tests should be performed to verify suitable moisture contents and adequate compaction has been achieved in and along the finish grade of the fill. EROSION CONTROL Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. As the site is not directly adjacent to surface waters, we anticipate that standard erosion and sediment control measures (such as silt fences at the perimeter of the construction area, and protection for any existing storm sewer inlets that may be affected by the construction) for this site will be sufficient. Note that water should not be allowed to flow uncontrolled unto the wall's backslope areas. GROUNDWATER CONCERNS If the modular block wall is placed per our recommendations and the recommended drainage is placed behind the wall, we do not anticipate groundwater concerns for the project. However, should groundwater be encountered during construction, we should be notified immediately. TESTING AND INSPECTION A representative of our firm should be present during wall construction procedures to confirm that actual subsurface conditions are consistent with the conditions assumed in this report. This testing and observation is an integral part of our service as the performance of earthwork construction is dependent upon the compaction of fill soil and the suitability of native soil. This representative can also verify that Krazan &Associates,Inc. Ten Offices Serving The Western United States 102-03082-Lock Block Wall r KA Project No. 102-03082 October 31,2003 Page 8 the intent of these recommendations is incorporated into the project design and construction. Krazan should be on-site to observe keyway preparation to insure adequate supporting footing subgrade soils, temporary slopes, Lock Block, fill and crushed rock placement, compaction, wall batter and wall subsurface drainage. LIMITATIONS This report has been prepared for the exclusive use of Frank E. McDonald and his agents for use in evaluation of referenced project. The conclusions and recommendations in this report are based on visual observations, limited fieldwork, and our interpretation of site conditions as they presently exist. The evaluation of actual or potential ground movements is beyond the authorized scope of this report. Should any ground movement be observed we should be notified such that we can provide appropriate remedial recommendations. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned without our prior approval, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so recommendations or design parameters for the wall can be reviewed and reevaluated. If Krazan is not on- site to observe wall placement, temporary backslope areas, subsurface drainage placement and construction procedures, the contractor proceeds at their own risk. Note : If the contractor changes or modifies the wall configurations or elevations without consulting and receiving written approval to proceed from Krazan and Associates the recommendations in this report will be null and void and the contractor assumes all liability for the wall. Within the limitations of scope, schedule, and budget for this work, it is warranted that the work has been done in accordance with generally accepted practices followed in this area at the time this is report was made. No other warranty, expressed or implied is made. If you have any questions, or if we may be of further assistance,please do not hesitate to contact myself at (360) 598-2126. Respectfully submitted, KRAZAN &ASSOCIATES,INC. { R. J0 �y�pC WAS,14 c� w Wesley R. Jo nson, P.E. . It(ov z Project Engineer 4# WRJ/SEW s:%;.4 z`�`,. i Attachments: Vicinity Map Figure 1 Site Plan Figure 2 - Lock Block Wall Elevations Figure 3 I EXPIRES 5//6.5 Lock Block Wall Construction Procedures Figure 4 Analysis Results and Global Stability Analysis Graphs Krazan &Associates,Inc. PERMIT # OLD Ten Offices Serving The Western United States 102-03082-Lock Block Wall 0 3 - 728 JEFFERSON COUNTY D1 ''.'''''--- -11'.1-2/O' ' '24';t7 'S-?,.,vj- ' ' 1 F?"-' ‘;----/"-N.' \ r 'X'48 1\ '''CI ;(( _,_,. ) 2e.4\ \ ,,\ _, ,, „ - \ ` ! l'i,. 27 '\ "(— ! Teol Lake 1 �Jf /.. aP , / � , 1 11 )� , f1// 1/... ��ii ��� � _:_/: ' �. if {,//`� r , yW"+f ( it - _ [��, \ (0,. c.4r�1 �k �� 7 i';' / . ,; ./ -.-,-;/,.4„./7),---''( 7 ' . . i z'' -----:------ NA'fic2\ - ' \ ,- 1 \ i , 1 C I it\\'('' (-1,..,\I"K,,- ‘.',". . cH � r 'lI / çi/f 3. . `� l \.� /) o ,o \ i \\oo, '� `-..r o+ ''•'`=--------,:;„11_%-.1 ;,ze+�� - / J ` _ \ '` ``,-` l� ,,; ��+ ; -- -'1 ., \-^^�;; - - A 3' _- /ill__},.1 ° 1 �y\ ,. - ; \I A � ---�s�)` ---. \\\\ '- --- mud --ik , `to, f _ • _ .I1 ),1` / _ 2 s / I y atl Vii }/ I M - - Mud _ 76 r 'n u^ n o ;;r� \��`� � (,',‘ ' Q .. UAIIISH HARBpR 4v. ; .._, ,,,,;.,).y ,\ ,. „--,,, ,,J,/,„ ,0 \, ---,N .)..1 ‘,.,, i.„...,,,, , \ ., , , \, ) \,, ,l,rs./ ,-,7, 0, ., \ 1 -00 -) , \ ,_1\t _.: , , , (...) .., vx, ,;,, _ \, ,, ,„,„\ u , �' {—fi/.. ' ---) r V� , ` ' � v� l 1 � ° ��, PERMIT :7 ''''::k..._,.__, _ ,..,(7\/1 Ci *2.• C' i A il , ,, ) , c., \ e! ' j i!, • \; • _,. 4� <; r�� �, (!�►� JEFFERSON COUNTY ACV Sh r�el,� �u '�'J�',/� ��� i � ��` oaoKovA) I '/ ',l C )S i'/ if 11 I r3fal� r4 ��eJ q ' ;: i �/ / .( �:5 ( ! %� I tom:2,--7 ----.7, ! \�'\ � Prated from TOPOI®1997 Wtldf]ower Pmduatioro(www.topo.com) Note: Map adapted from TOPO! © 1997,Wildflower Productions. FIGURE 1 -VICINITY MAP KRAZAN & ASSOCIATES, INC. Job name: McDonald Wall N 20714 State Route 305-Suite 3C Location: Port Ludlow,Washington Poulsbo,WA 98370 Job No. : 102-03082 360-598-2126 Client: Mr.Frank E.McDonald Date: 10/30/03 I Water ` ` Power 1 4 Phone 61' 65' 13'x24' Concrete Boat Slab I-- Approx. 60' \ .._____,. Proposed Lock Block Wall b Shed 28'x 38' Mobile Home Set on Full Concrete Slab 20'x 20' Wood Shed 0 0 CV 24'x 33' Concrete Sport Court 27' Lot #53 94' SR- 104 PERMIT It OLD 0 3 - 7 2 8 SITE SKETCH McDonald's Wall Figure 2 JEFFERSON COUNTY BCD No Scale Job Number. 102-03082 Drawn By: JLM Revised By. C103 Drawing Number. 1 Date:October 29,2 Ki aZia i & Associates, Inc. Drawing Type: SITE PLAN v NOTE: EITHER AREA MAY BE USED FOR THE PRIMARY DRAINFIELD. WHICHEVER IS USED FOR THE PRIMARY, AUTOMATICACI DESIGNATES THE OTHER AREA AS THE RESERVE AREA. THE LOWER (STHLY. ) AREA IS PREFERRED, AS THE SOIL, IS ENTIRELY NATIVE. THE UPPER (WSTLY.) AREA MAY BE USED; PROVIDED, THAT THE DRAINFIELD TRENCH e_A y , a l 10 INSTALLED ENTIRELY IN THE NATIVE SOIL, AS SOME OLD FILL OVERLIES THIS AREA. As THE DEPTH 1 OF THIS NON—NATIVE FILL DEEPENS. FROM NORTH TO SOUTH, TRENCHES WILL BE INSTALLED PROGRESSIVELY '..._ DEEPER. WHERE THE DEPTH OF THE FILL ABOVE THE TRENCH EXCEDES 18", THE EXCESS FILL IS TO BE REMOVED BOOZ 6 t AON 'i.I PRIOR TO INSTALLATION. IN THE VICINITY OF SOIL LOG # 2, FOR EXAMPLE, A MINIMUM 18" OF THE EXISTING FILL WOULD BE REMOVED. -----f-- .0 '-W°. APPROX. EDGE OF 10' 3� ESMT. EXISTING ACCESS ROAD REFERENCE 65 ' ""----A... , ELEVATION /0..00 ,1 1111111111 = 100± 61 •�. D.,...--30. 00 i ELE. ,f- 98 WATER METERS 38 t ilikl DG= _ ......" " �D ` EXISTING CONCRETE ELE. -..................-.30 *rar . 100i jmall 1 97+ SLAB"--" ,_ ..-------j-- 111 ,. - _4. `E• DOUBLEW IDE 83 I 2 BR \ SHED FF = 88/951± FF = 85± �.. . to 0 w ELE. 85 0 ELE. jiirle S' 883 ,, /" ' � 4"- 3034 PVC INTERLOCKING WOODSH SEWER PIPE �� BLOCKS ONCRETE ECOLOGY (NOSHED L C S ENGINEERED FOUNDATIe ) '� RETAINING WALL ' ,.r.._._._.. 4 SPORT • 10' ELE' 4. COURT 81 ��, p j `� ! ‘Ir�(,�,J ELE. 82i � 1, . ILSD ELE. , if 1...... ----- = // %` / , :4 6 r.,.,..�( X X OO , 6' 8, SD P� SEWER CV .5r PIPE SCALE: E. �/9 1" = 20 FEET ®2 78 ��/ SD = STEPDOWN pRO�ED No LEVEED f , .. .j,.4 Y Ap PZ,p,1� 1144a. EL . '',,'_.�.,♦ gITE � AREA ! 72 .�.� A 03 \ 1 ! SDIlor► �`�- 7 20 .4N J 6 ^►. DEC 1 \�, QP..� �j A�� � JEFF '„' ii, . tL�'' NARY OR ._.0 -.- tiA SD 6 5,, Dsrr•OFCo" ' ,'"'' - SERVE AREA , u ` ` ,.,. SIGNAL (30' x 35' ) ± ---_ 67E E. ) Ilk Wat,ct$ s 32' R/ W • &tom' PRIMARY OR RESERVE Vsrtl AREA 25' O ,.,_ (30' x 55' ) ± 1 N■ri wati A‘( „sof.A• 144 .4 =I =I A / 104 1 G 5100203 �� J� ;'CHARLES H. POLLMAR• o R / KEY: ST T E IIENSEDDSj"HR... = v �' F?1i!r N ^I� = 1150 GALLON, CONCRETE, 2-COMPARTMENT, ® a SEPTIC TANK W/SCREENED OUTLET BAFFLE FRANK McDONALD ® jo = SUGGESTED PRIMARY DRAINFIELD CONFIGURATION •-' 80' OF 36" WIDE TRENCH IN SERIAL DISTRIBUTION BUILDING SITE APPLICATION ( 4) = SUGGESTED RESERVE DRAINFIELD CONFIGURATION ,-- 80' OF 36" WIDE TRENCH / SERIAL DISTRIBUTION PREPARED By : DATE: CHARLES H. POLLMAR g ASSOCIATES NOVEMBER 2( 10081 ARROW POINT DRIVE NE D"1 BAINBRIDGE ISLAND, WASHINGTON 98110 N : BY (206) 842-7927 P