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BLD20100761.pdfOt' EDM STATUS: ISSUED 11/12/2010 Expiration Date: 11/12/2011 Parcel No: 00580700000202 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Permit'#c BLD20100701 BUILDING PERM IT Project "r'ei ssi 7219 243THf"PL SW #BLD'G B 1 z EDMONDS PRO PE&TY*NN'N Ell -CONTRACTOR APTS LLC PARK -212 RAM JACK NORTHWEST, LLC RAM JACK NORTHWEST, LLC 219 E GARFIELD ST SUITE 600 1110 SW 142ND ST 1 110 SW 142ND ST SEATTLE, WA 98102- BURIEN, WA 98166- BURIEN, WA 98166- (206) 276-5275 Ext. (206) 242-5225 Ext. (206) 242-5225 Ext. LICENSE #: RAMJAJN943K4 EXP:5/24/2012 FOUNDATION STABILIZATION VALUATION: $35,000 PERMIT TYPE: Commercial PERMIT GROUP: 53 - Repair Structural GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 09 OTFIER: N ------- OTHER DESC: ZONE: CG NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 PRD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: PROJECT >400' FROM STEEP SLOPE. 1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONST RUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27, THIS -APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PMD. S!�, --714 U&IC;' 7w & Ld'h 0 Signature Print Name Date Released By Date ATTENTION ITIS UNLAWFUL TO USE OROCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. = ONLINE = APPLICANT = ASSESSOR (OTHER a STATUS: ISSUED BLD20100761 • Special inspections have been called for on this project and are noted on the approved construction plans and building permit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised— if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections will be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City. * Welding * Helical Piers • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of7:00amto 6:00pmon weekdays and 10:00amand 6:00pmon Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 >!TIGMMU NG (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS 425) 771-0235 1 PR&TREATMFINT 425 672-5755 1 RECYCLING 425 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • B -Framing. • B -Building Final • X -Special Inspection of FDMO SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: ' tow- o-ibt Project: -7yat -ztV4 D%- sN: ►� Est, 1 Seo Prior to issuance of a permit, this form must be completed in its entirety and returned to the Cityfor approval The completed form must have signatures of acknowledgment by all parties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: L The Special Inspection firm of L l q A S S o e.1G es , Tvi e- • will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): ❑ Reinforced Concrete ❑ Bolting in Concrete ❑ Prestressed Concrete ❑ Shotcrete ❑ Structural Masonry XStructural Steel/Welding ❑ High Strength Bolting ❑ Spray applied Fireproofing ❑ Smoke Control,Systems ❑ Lateral Wood ❑ Structural Observation ❑ Grading/soils V Other AEWNN• P%ZG 5 ❑ Other All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: • A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. • A weekly report shall be submitted to the City; detailing the inspections a4d testing performed, listing any nonconforming work and resolution of nonconforming items. • A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Building Department: The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required. and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to insure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. I have read and agree to comply with the terms and conditions of er: jAif/ !%044,��llg714% Signature Contractor: 1-4 --.�5?44, �� 4:. Signature -;5Lt;v Arch./Eng: (, I��- SS 0 C t ATC ay-sjgnature � /1F) i ' • Special Insp. ilk X3 AW41 tM Signature Date: ACCEPTED FOR THE CITY OF EDMONDS BUILDING DEPT. By: Z/ Date: Q of r.o,yU ° SPECIAL INSPECTION AND TESTING AGREEMENT Per mit #: Project: -?Ztq-zt-3^� P� sVJ i ►g� S?i Prior to issuance of a permit, this form must be completed in its entirety and returned to the. City for alpproval. The completed form. must have signatures of acknowledgmeni by all parties. DUTIES AND RESPONSIBILITIES Special Insyection.FYrm and Special Inspectors: 1 L �i The Special Inspection firm of L A S 5 o c. trk�es 1 C, will perform special inspection for the following types of tivoric (separate forms must be sub4.�mitter( if more. than one firm is to be employed): ❑ Reinforced Concrete ❑ Bolting in Concrete ❑ Prestressed Concrete ❑ Shotcrete ❑ Structural Masonry 19 Structural Steel/Welding ❑ I.1igh Strength Bolting 0 Spray applied Fireproofing ❑ Smoke Control Systems ❑ Lateral Wood ❑ Structural Observation ❑ Grading/soils VOther Ar%-%oo -- ❑ Other All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work. shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: • A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. • A weekly report shall be submitted .to the City; detailing the inspections aAd testing performed, listing any nonconforming work and resolution of nonconforming items. • A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate, that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies .must be detailed in the final report. RECEIVEE) NOV 0 3 2010 DEVELOPMENT CM COPY CTR. CITY OF EDMONDS Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Building Department: The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Desien Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required. and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to insure that all required City approvals are obtained, prior to work shown on the revisions being performed in the Geld. Owner The project owner, or the architect:or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the II3C, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ACKNO'WLEDGME S 1 have read and agree to comply with the terms and conditions of t s a cxti d�/ f47�r , diartj Signature Date 9Ila r 4 Contractor: -��_&J. Signature Date: . a. -tu ignature Date: 8 $ It D Special Insp. tAO-Z !L5 A74iSignature Date: ACCEPTED FOR THE CITY OF EDMONDS BUILDING DEPT. By: Date: AW/0 RECEIVED NOV 0 3 2010 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science April 7, 2010 Mr. T. J. Waterman Epic Asset Management 219 East Garfield Street, Suite 600 Seattle, WA 98006 Dear Mr. Waterman: Subject: Geotechnical Investigation and Foundation Stabilization Building B — 212'' Place Apartments 7219 - 213th Place SW Edmonds, Washington L&A Job No. 10-009 INTRODUCTION At your request, we have completed a geotechnical investigation of the foundation distress problem sustained by Building B of the subject apartment complex, located at the above address in Edmonds, Washington. We understand that the a load bearing wall and adjacent floor slabs in the southern portion of the subject building has experienced settlement. The purpose of this investigation is to characterize the subsurface conditions under this building, evaluate causes of its foundation distress, and provide recommendations and design for the foundation stabilization of the bearing wall and slabs. Presented in this report are our findings, conclusions and recommendations. SCOPE OF SERVICES To achieve the above purpose, the scope of our services for this investigation specifically comprises the following: CITY �Opy OCT 1 5 2010 DEVELOPMENT SERVICES CTR. 19213 Kenlake Place NE - Kenmore, Washington 98028 CITY OF EDMONDS Phone (425) 483-9134 - Fax (425) 486-2746 April 7, 2010 Foundation Stabilization Building B — 212'h Place Apartments L&A Job No. 10-009 Page 2 1. Review geologic and soil conditions at the subject apartments site based on a published geologic map. 2. Visit the subject building and observe the conditions of the building and its surrounding area. 3. Explore the subsurface condition under the building with test borings drilled to a firm bearing soil stratum into which foundations can be installed to support the settled bearing wall. 4. Perform geotechnical engineering analyses as required and provide geotechnical recommendations for foundation stabilization design. 5. Prepare a written report to present our findings, conclusions and recommendations for foundation stabilization of the subject building. SITE CONDITIONS SURFACE CONDITIONS The general location of the subject apartment complex is shown on Plate 1 - Vicinity Map, attached hereto. The apartment complex site is partially bounded by 212'h Street SW to the north and 72"d Avenue West to the east, and is adjoined by residential developments to the south and west. The subject building is situated on gently sloped ground surrounded by paved parking lots. The parking lot to the south of the building rises a few feet above the building pad of the subject building with a slope descending from the northern edge of the parking lot to within a few feet of the building. GEOLOGIC SETTING The Geology Man of the Edmonds West and Part of the Edmonds East Quadrangles, Snohomish and King Counties, Washington, by James P. Minard, published in 1983 by U. LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212'h Place Apartments L&A Job No. 10-009 Page 3 S. Geological Survey, was referenced for the geologic and soil conditions at the subject building site. According to this publication, the surficial soil unit at and in the vicinity of the site is mapped as Vashon Till (Qvt) underlain by Advance Outwash (Qva)• The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. The Vashon till soil unit was plowed directly under glacial ice during the most recent glacial period as the glacier advanced over an eroded, irregular surface of older formations and sediments. It is composed of a mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders. The Vashon till soils over the top two to four feet are normally weathered to a medium -dense state, and is moderately permeable and compressible. The underlying fresh till soils are very dense, and are commonly referred to as "hard pan". They are practically impervious to stormwater infiltration. The fresh till soils possess a shear strength similar to that of low-grade concrete and can stand in steep natural slopes or man -make cuts for a long period. If remained undisturbed and well - drained, the fresh till soils can provide excellent foundation support to structures with little settlement expected. The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Due to their LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212`h Place Apartments L&A Job No. 10-009 Page 4 generally granular composition, the advance outwash deposits are of moderately high permeability and drains fairly well. The advance outwash deposits were glacially overridden and are generally dense to very dense in its natural, undisturbed state, except the soils in the top 2 to 4 feet exposed on slopes which may be in a loose to medium - dense state from erosion and weathering. The advance outwash deposits can stand in steep cuts or natural slopes for extended period when undisturbed. The advance outwash deposits in their native, undisturbed state can provide good foundation support with little settlement expected for light to moderate residential structures. We understand that the apartment complex site is at least partially built over an old gravel pit that was subsequently backfilled for the development of the apartment complex. The previous existing gravel pit is an indication that the Vashon till layer, if any, was relatively thin over the apartment complex site and that the advance outwash soil unit must have lied at relatively shallow depth under the site to make the gravel pit operation feasible. SOIL CONDITION Subsurface conditions under the subject building were explored on February 24, 2010, with two test borings. The test borings were drilled to 21.5 and 20.0 feet deep with a portable drill rig from inside the building. The approximate locations of the test borings are shown on Plate 2 — Foundation and Exploration Location Plan. Soil samples obtained from the test borings were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 3. An LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212`h Place Apartments L&A Job No. 10-009 Page 5 engineering geologist from our office was present during the exploration, who examined the soil samples retrieved from the test borings and the soil and geologic conditions encountered, and completed logs of test borings. Detailed descriptions of the soils encountered during site exploration are presented in test boring logs on Plates 4 and 5. Both test borings encountered a layer of loose to very -loose fill from 17.75 to 19.5 feet deep underneath the on -grade floor slab of the subject building. The fill contains occasional wood fragments, chunks of asphalt, plastic wire and organics in gravelly sand, silty sand and silt matrices. According to the driller, the fill may also contain cobble and boulder on which the drill rod was deflected laterally off plumbness to some degree during drilling of the test borings. The fill material appears to have been used to backfill an old gravel pit under the subject apartment complex site, but was not properly placed and adequately compacted. Underlying the fill to the depths explored is a medium -dense to very -dense, sand to gravelly sand deposit which appeared to be an advance outwash deposit. GROUNDWATER CONDITION Groundwater was not encountered by either of the two test borings drilled under the subject building. The loose fill and the underlying advance outwash sand deposit are of moderately high to high permeability, and would allow stormwater to seep through easily. The infiltrating stormwater would perch on an impervious fine-grained soil unit underlying the advance outwash soil unit. This perched groundwater would be at such LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212`h Place Apartments L&A Job No. 10-009 Page 6 greater depth that it should have little impact on the foundation stabilization construction work. FOUNDATION DISTRESS The load bearing wall in the southern portion of the subject building has settled about 2 to 3 inches. The concrete floor slabs abutting this load bearing wall have also subsided and resulted in cracks in the floor slabs. CAUSES OF FOUNDATION DISTRESS The fill used to backfill the old gravel pit over which the subject building is at least partially constructed is composed of very -loose to loose sand and silt soils mixed with occasional wood fragments, debris, organics, chunks of asphalt, and possible cobbles and boulders. Such fill not properly constructed and inadequately compacted would consolidate under its own weight and the foundation load of the building. This is the main reason for the settlement and subsidence of the bearing wall and the floor slabs. Also, the load bearing wall of the subject building appears to have been constructed without or with a significantly under -sized footing foundation. This would further aggravate the settlement problem of the load bearing wall. GENERAL FOUNDATION STABILIZATION RECOMMENDATIONS LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212'' Place Apartments L&A Job No. 10-009 Page 7 The settled load bearing wall inside the subject building should be underpinned to prevent it from further settlement. The portion of subsided and cracked on -grade floor slabs adjacent to this bearing wall should be saw -cut along the cracks and reconstructed with steel bar reinforced concrete slabs. Limited by overhead clearance inside the building, we recommend the bearing wall foundation be underpinned and stabilized with helical piers. According the available design plans of the subject building, the edge of the concrete floor slab abutting the south side of the bearing wall is thickened to support a load- bearing stud wall. To underpin this stud bearing wall, the wood floor system above the slab should be temporarily shored to allow the stud wall to be cut off and the underpinning construction work to proceed. Before reconstructing the subsided and cracked floor slabs, the subgrade soils underneath the slabs should be over -excavated by at least 24 inches with the over -excavation backfilled with compacted structural fill topped by a 6 -inch ' layer of crushed rock base. The new slabs should be connected to the bearing wall and the remaining slabs with dowel bars. HELICAL PIERS Helical piers consist of assemblies of a lead section and added -on extension bars that can be screwed into the ground with a drill head. They are commercially available from A. B. Chance Company or Earth Contact Products. The lead section is made of single or multiple steel helical flights welded onto a square steel bar. The drill head used for LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212th Place Apartments L&A Job No. 10-009 Page 8 installing helical piers is portable and is connected by hydraulic lines to a hydraulic power unit which can be placed at an convenient spot within the apartment complex site. The lead section is twisted into the ground with a drill head with extension bars added as required to advance and seat the lead section into a firm bearing soil stratum capable of supporting the structure to be underpinned. The detail and installation of helical piers to underpin the bearing wall, is shown on Plate 6. The helical piers should be installed to penetrate through the loose fill and seated into the underlying dense to very -dense, fresh advance outwash soils. The bearing capacity of helical piers is closely related to the amount of torque required to turn and advance the helical assemblies into the ground. The ultimate bearing capacities for helical piers should not be greater than manufacturer's recommended values based on the average torque readings for advancing the helical assemblies the last foot. Depending on the type of soils and the number and size of helices of the lead section, helical piers can develop an allowable compressive bearing capacity of 4 to 15 tons. We estimate that a helical pier with a lead section of a 8 -inch and an 10 -inch helices penetrating into the underlying dense advance outwash soils underlying the fill can develop an allowable bearing capacity of 12 tons or more per each. The spacing of the helical piers, however, may be governed by the strength of the concrete stemwalls. Therefore, the bearing wall may have to be reinforced and one of the ways to reinforce the bearing wall is to have the bearing wall sandwiched in steel reinforced shotcrete walls doweled into the bearing wall, as shown on Plate 6. LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212th Place Apartments L&A Job No. 10-009 Page 9 HELICAL PIER TO BEARING WALL CONNECTIONS The helical piers should be securely connected to the concrete bearing wall to transfer the load from the wall to the helical piers. One way to make the connections is shown on Plate 6, with a section of structural tubing welded onto the caps of the helical piers then bolted onto the bearing wall with dower bars. LONG-TERM CORROSION PROTECTION For long-term protection against corrosion, the helical piers and their accessories should be galvanized. Any structural steel shapes and plates used should either be galvanized or coated with protective paint. STRUCTURE RE -LEVELING After all helical piers and helical anchors are in place, the settled bearing wall may then be lifted and re -leveled, if so desired, by jacking up the bearing wall. It should be understood that lifting and re -leveling a structure may cause additional structural damages, and is a risk which should be considered by the owner of the property whether to proceed with the lifting and re -leveling of settled bearing wall. Extreme care should be exercised by the contractor in lifting and re -leveling the bearing wall in order to minimize such damages. The lifting loads should be applied at a very slow rate and by alternating points of lifting to achieve a gradual and uniform raise, and the movement of the bearing wall should be closely monitored with an optical instrument or other approved method. LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212'' Place Apartments L&A Job No. 10-009 Page 10 BID TENDERING We estimate the average length of the pin piles or helical piers would be about 30 feet from their cutoff point to the tip. The contractor's base bid should be based on this estimated average length. The actual lengths of helical piers may vary pending on the actual soil conditions encountered in the field while the piers are being installed until required bearing capacity is achieved. Unit prices per lineal foot of helical piers for addition and deduction should be provided by the contractor in his/her bid for adjusting his/her base bid price. The total final contract price should be calculated based on the actual total lengths of helical piers installed. LIMITATIONS This report has been prepared for the specific application to the stabilization of the settling load bearing wall and subsiding floor slabs in the subject building for the exclusive use of Epic Assets Management and their representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance of recommendations in this report during construction. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. LIU & ASSOCIATES, INC. April 7, 2010 Foundation Stabilization Building B — 212th Place Apartments L&A Job No. 10-009 Page 11 Our conclusions and recommendations are based on the soil conditions encountered by the test borings drilled under the subject building. Actual soil conditions encountered during construction may vary. When varying subsurface conditions are encountered, we should be informed to review and revise our remedial recommendations as required. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have any questions regarding this report or need further consultation. Seven plates attached Yours very truly, LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. VICINITY MAP LIU & ASSOCIATES, INC. 212TH PLACE APARTMENTS 7219 - 213TH PLACE SW Geotechnical Engineering • Engineering Geology - Earth Science EDMONDS, WASHINGTON JOB r LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology - Earth Science �- 7N iGKE�J ED L_ sL-pe J J FOUNDATION & EXPLORATION LOCATION PLAN BUILDING B - 212TH PLACE APARTMENTS 7219 - 213TH PLACE SW EDMONDS, WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY-GRADED GRAVEL GRAVEL WITH GM SILTY GRAVEL GRAINED COARSE FRACTION SOILS RETAINED ON NO.4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND, FINE TO COARSE SAND MORE THAN 50% MORE THAN 50% OF SAND SP POORLY-GRADED SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION NO.200 SIEVE PASSING NO.4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT CL CLAY GRAINED LIQUID LIMIT SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT MORE THAN 50% CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT NO. 213D SIEVE 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST- VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW-COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM PLATE 3 Geotechnical Engineering • Engineering Geology • Earth Silence BORING NO. B-1 Logged By: MK 2242010 Ground Elev. t Depth Sample (N) W USCS Soil Description Blows/ Other Test ft. T No. ft. % SP Dark -brown, very loose, SAND with trace organics, moist t (FILL) SS 1 2 3 SP Brown, loose, gravelly SAND, with some sift and organics, moist (FILL) SS 2 7 4 5 s SM Grayish -brown, dense, silty SAND, with gravel, moist (FILL) SS 3 37 (High blow count may be from sampler blocked by gravel) 7 8 SM Dark -brown to reddish -brown, very loose, silty SAND, with SS 4 3 9 gravel and charcoal, moist (FILL) 10 11 SM Dark -brown, very loose, silty SAND, with gravel and wood SS 5 4 fragments and piece of plastic wire, moist (FILL) 12 13 SP Gray, loose, gravelly SAND, moist (FILL) (gravel in tip of sampler) SS 6 8 14 15 18 No recovery, very loose soil SS 7 4 17 18 19 ----------------------------------------------- 20 20 ---- ------------------------------------- SP Gray, very dense, SAND with gravel, moist 21 (ADVANCE OUTWASH) SS 8 >50 Test borin terminated 21.5 ft roundwater not encountered SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal rLEGEND: ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Ti BORING LOG LIU & ASSOCIATES, INC. 212TH PLACE APARTMENTS - BUILDING B 7219 - 213TH PLACE SW EDMONDS, WASHINGTON GeotachnkelEngineering • Engineering Geology • Earth Science JOB NO. 10209 1 DATE 3262010 PLATE 4 BORING NO. B-2 Logged By: MK 2242010 Ground Elev. t Depth Sample (N) W USCS Soil DescriptionN Blows/ Other Test ft. T No. ft. % SP Brown, loose SAND, with gravel, moist (FILL) 1 SS 1 2 3 4 5 SM Dark brown, medium dense, silty SAND, with gravel and e roots with a one inch piece of asphalt, moist (FILL) SS 2 11 7 8 e . 10 Piece of concrete in tip of sampler (FILL) 11 (high blow count may not be true represenatlon of soil densitty) SS 3 19 12 13 14 15 OL Dark brown, very stiff, organic SILT with pieces of gravel 18 and blue colored fabric, moist (FILL) (high blow count SS 4 22 may not be true represenation of soil densilty) 17 18 -------- ------------------------------------- 19 'SP Brownish gray, medium dense, SAND, moist SS 5 15 20 ADVANCE OUTWASH 21 Test boring terminated @ 20.0 ft, groundwater not encountered. 22 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3.O.D. Shelby -Tube Sample Water Level B - Bulk Sample r I Observation Well Ti BORING LOG LIU & ASSOCIATES, INC. 212TH PLACE APARTMENTS - BUILDING B 7219 - 213TH PLACE SW EDMONDS, WASHINGTON Geotechnical Engineering • ErgineeftGeology • Earth Science JOB NO. 10-009 I DATE 3262010 1 PLATE 5 . I . j�67E o2Sf q v\ '� r0e4a LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology - Earth Science pv� ST2uGTup,p'l.- & hl ->0Y1 N C1 NEyC.aL- fiERs (YYP) PIER / WALL CONNECTION BUILDING B - 212TH PLACE APARTMENTS 7219 - 213TH PLACE SW EDMONDS, WASHINGTON LIU & ASSOCIATES, INC. Project_ Geotechnical Engineeriiig • Engineering Geology • Earth Sc;"nce 19213 KENLAKE PLACE NE KENMORE, WA 98028 PHONE: (425) 483-9134 FAX: (425) 486-2746 - Date Ck'd by DESIGN CALCULATIONS FOUNDATION STABILIZATION BUILDING B - PARK 212 APARTMENTS EDMONDS, WASHINGTON CITY COPY RECEIVED 0CT 1 5 208.1 DEVELCTY 0f DRON78 GTR. _ Sheet No. ___ of I _ Prop. No. Job No — Date LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science 19213 KENLAKE PLACE NE KENMORE, WA 98028 PHONE: (425) 483-9134 FAX: (425) 486-2746 Project Sheet No. L of P��K 212 UILDIt�C� Prop. No. ��1 fJ D�Ti v �l ST,QgI I �A7orl Job No -10-601 ByJ -SL—Date Ck'd by Date f;oUr\]oATiot! PLAt /- 2x4 �S/a5E 1,( PhiP of 2x4 (P�o.ck-4-n F3a�k,-rf •TYP) �,/s.Kl cel C� (,�p.LrL DG7"At � 1 J o (Tyr-,>) LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science 19213 KENLAKE PLACE NE KENMORE, WA 98028 PHONE: (425) 483-9134 FAX: (425) 486-2746 SIE L I Cwt. P1�25 Project Sheet No. Z of 3 Pa►zK ?-(2- Prop. No. O QATI o r STASI L (KATp� By —J SL—Date Ck'd by Job No 10-609 Date foo (✓ 15 Psi .. f ZS PSS 4o PS-�... . lj i2D F L. 2 -f- 4o C, 0 ZN(D l;L Zo -t 40 - �o PLOo R 5LA6, Zo 7; t ( 90 PS x 10�- Z l �' x 6= 144 o-*1C6-x'i Y 0� s j�SSU �i� NSI IC L- PIES C� �V '( Tf•-IIRD -L)0S, LOAD ULTIMATA -�4-- �-A CTo R OF- SIAFET Y �T Yr) I r. EYP. LIU & ASSOCIATES, INC. Project I Sheet No.-3of2L Pe.rz.K Z12 �UILDINU � Geotechnical Engineering rth engineering Geology •EaScienceProp. No. 1JPA 1 1 0. 1 S,.rTgl L I -�O� 19213 KENLAKE PLACE NE KENMORE, WA 98028 11 PHONE: (425) 483-9134 FAX: (425) 486-2746 Job No_(O- 001 Byj'SL—Date Ck'd by Date Gt�t`I �GL-(v 2 go (,Ts Ars fu wt..e..P-;our"5 ( 44-o /ooLtp- s+j -3. — �.80#��0.1 f- . S�e�v Fo wc�• ; 2- _2:v j- 5-rdb g L.ARI 1,3 3 3 60 l.T > 8 0 ALLOW. %�Mp(tESSIVL ST.�GSs a- I�Joo STS p 0i STee L, be -6,m s o, k � I rnc.x 0.3333 (1, q+)) x zi USS VJ 5-K zl >> -li>✓LIcA� MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: 212th Apartments Project No: Site Address: 7219 213th Place SW Issued on: Batch Plant Location: Edmonds, WA Sample Set ID Client: EPIC Asset Management Permit # (s): Engineer: Liu Associates Strength (psi) Type of Fracture Contractor: Ram Jack Northwest, LLC 01/05/11 Air Temperature: 36°F Weather: Snow Product: Concrete Supplier: Concrete Nor'West Batch Plant Location: Sample(s) Rec'd: Required Strength: (f'c) Ticket Number: 120814 MixDesign ID : 0360040 FIELD DATA ASTM C31 and C172 Mix Proportions: Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1 (ASTM C31) (ASTM C231) e k`--. 78°F NR % Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (f'c) 5.5" 12/30/10 3000 psi @ 28 days Placement Location and Notes: Date Tested Footings. No batchweights provided. Size (in) Load (Ibs) Dia (in) Area Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L10517 01/06/11 270513 Remarks: Technician(s): Hootman, D. RECEIReviewed bv: Tested by: Cook, B. VED j—; -ea JAN i 1011 Timothy G. Beckerle, P.E. DEVELOPMENT S CTR Branch Manager CRY OF EDMONDS Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture 12/29/10 0001 0039 01/05/11 0 4 x 8 F-4.01712.6 3 4580 Type 4 12/29/10 0001 0040 01/12/11F 14 4 x 8 0 0.00 0.00 0 NA 12/29/10 0001 0041 01/26/1128 4 x 8 0 0.00 0.00 0 NA 12/29/10 0001 0042 01/26/11 28 4 x 8 0 0.00 0.00 0 NA Remarks: Technician(s): Hootman, D. RECEIReviewed bv: Tested by: Cook, B. VED j—; -ea JAN i 1011 Timothy G. Beckerle, P.E. DEVELOPMENT S CTR Branch Manager CRY OF EDMONDS Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: 212th Apartments Site Address: 7219 213th Place SW Supplier: Edmonds, WA Client: EPIC Asset Management Engineer: Liu & Associates Contractor: Ram Jack Northwest, LLC Air Temperature: 36°F Weather: Snow Product: Concrete Supplier: Concrete Nor'West Batch Plant Location: when applicable) Ticket Number : 120814 MixDesign ID: 0360040 Project No: Issued on: Sample Set ID Permit # (s): FIELD DATA ASTM C31 and C172 Mix Proportions: Sample Temper Initial Storage Temp. Entrained Air (ASTM C1064) 11 (ASTM C31) (ASTM C231) 78°F VNIV Slump (ASTM C143) Sample(s) Recd: Required Strength: (Pc) 5.5" 12/30/10 3000 psi @ 28 days Placement Location and Notes: Footings. No batchweights provided. Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L10517 01/13/11 270513 Remarks: Technician(s): Hootman, D. Tested by: Cook, B. Reviewed by: Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture _12/29/10 0001 0039 01/05/11 0 4 x 8 57860 4.01 12.63 4580 ape 4 12/29/10 F 0040 1 F 01/12/11 14 -4—x- 8 6-6 -3 0-07 F 4.00 12.571 5280T e 3 t 12/29/10 0001 0041 01/26/1128 4 x 8 0 0.00 0.00 0 NA 12/29/10 0001 0042 01/26/11 28 4 x 8 0 0.00 0.00 0 NA Remarks: Technician(s): Hootman, D. Tested by: Cook, B. Reviewed by: Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" Lynn oo MAYESTESTING ENGINEERS, INC 2 225 W dart/ alley Road Suite 110 c, "^ Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: 212th Apartments Project No: L10517 Site Address: 7219 213th Place SW Issued on: 01/11/11 Edmonds, WA Sample Set ID: 270559 Client: EPIC Asset Management Permit (s): :s # Engineer: Liu & Associates Contractor: Ram Jack Northwest, LLC Remarks: Technician(s): Egger, M. Tested by: Revilla, Z. Reviewed by: Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: 212th Apartments Project No: Site Address: 7219 213th Place SW Issued on: Batch Plant Location: Edmonds, WA Sample Set ID Client: EPIC Asset Management Permit # (s): Engineer: Liu & Associates 0.00 Contractor: Ram Jack Northwest, LLC 0233 Air Temperature: 48°F Weather: Drizzle Product: Concrete Supplier: Concrete Nor'West Batch Plant Location: 0.00 Ticket Number: 120317 MixDesign ID: 360040 FIELD DATA ASTM C31 and C172 Design Mix Proportions: Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) 11 (ASTM C31) (ASTM C231) 66°F NR Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (fc) 4" 01/08/11 2100 psi @ 3 days Placement Location and Notes: 2500 psi @ 28 days Push pier pad footing between units 105 and 103. Batch weights not available onsite. Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L10517 01/11/11 270559 Date Made Sample # COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture 01/07/11 0002 0238 01/07/11 F01 4 x 8 0F 0.00 0.00 0 NA 01/07/11 0002 0239 01/07/117F 0 4 x 8 0 0.00 0.00 0 NA 01/07/11 0002 0233 01/10/11 4 x 8 42250 4.00 12.57 3360 T e 3 01/07/11 0002 0234 01/14/11 � 4 x 8 0 0.00 0.00 0 NA 01/07/11 0002 0235 02/04/11 28 4 x 8 0 0.00 0.00 0 NA 01/07/11 0002 0236 02/04/11 28 4 x 8 0 0.00 0.00 0 NA 01/07/11 0002 0237 02/04/11 28 4 x 8 0 0.00 0.00 0 NA Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" El MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: 212th Apartments Project No: Site Address: 7219 213th Place SW Issued on: Batch Plant Location: Edmonds, WA Sample Set ID Client: EPIC Asset Management Permit # (s): Engineer: Liu Associates Area Contractor: Ram Jack Northwest, LLC 0039 Air Temperature: 36°F Weather: Snow Product: Concrete Supplier: Concrete Nor'West Batch Plant Location: C1019 or AASHTO T22 Ticket Number: 120814 MixDesign ID: 0360040 FIELD DATA ASTM C31 and C172 Mix Proportions: Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) f3d9 NR Slump (ASTM C143) Sample(s) Recd: Required Strength: (fc) 5.5" 12/30/10 3000 psi @ 28 days Placement Location and Notes: Footings. No batchweights provided. Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L10517 01/06/11 270513 Remarks: Technician(s): Hootman, D. Tested by: Cook, B. Reviewed bv: Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C. Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture 12/29/100001 0039 01/05/11 4 x 8 57860 4.01 12.63 4580 Type 4 ` 12/29/10 0001 004001/12/11 14 4 x 8 0 0.00 0.00 0 NA 12/29/10 0001 0041 01/26/11 287 0.00 10 NA 12/29/10 0001 0042 01/26/11 28 ( 4 x 8 0 0.00 0.00 0 NA Remarks: Technician(s): Hootman, D. Tested by: Cook, B. Reviewed bv: Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A MTE 1050-1 C. Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature"