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BLD20100013.pdfSTATUS: ISSUED 4/29/2011 Expiration Date: 4/29/2012 Parcel No: 27032400208000 LA 60 CITY OF EDMONDS 1215111 AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Permit #: BLD20 Project Address: 760 ALOHA ST, EDMONM HOLY ROSARY C HURCH - SANDLER ARCHITECTS, LLC J R ABBOTT CONSTRUCTION INC. CAT HOLIC'ARCHBISHOP SEATTLE. NORMAN SANDLER 3408 IST AVE SSUIT'E 101 910 MARION ST 1661 E OLIVE WAY SLE 202 SEAFT'LE, WA 98134-1805 SEATTLE, WA 98104- SEATTLE, WA 98102- (425) 778-3122 Lxt (206) 682-5211 Ext (206) 467-8500 Ext LICENSE # JRABBC1022JZ EXP 3/1/2012 CONSTRUCTION OF NEW BUILDING WITH MEETING ROOMS ON THE UPPER FLOORS AND OFFICES ON THE LOWER FLOOR. INCLUDES PLUMBING AND MECHANICAL AND RETA INING WALL VALUATION: $3,141,625.50 PERMIT' TYPE Commercial PE:RMI'F GROUP 17 - Church New GRADING Y CYDS 7155 TYPE: OFCONSTRUCTION, II -B RETAINING WAIL ROCKLRY Y OCCUPANT GROUP A-3, B, S -I OCCUPANT LOAD 875 FENCE N ( 0 X 0 1:1 CODE 06 OTHER N ------- OTHERDLSC IZONF.RS12 NUMBER OF SFORLES. 0 JVLSTED DATE. NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT 0 1S1` FLOOR 10455 2ND FLOOR. 10667 BASEMENT 0 IST FLOOR 0 2ND FLOOR 0 3RD FLOOR 0 GARAGE- 0 DECK 0 OTHER 0 13RD FLOOR 0 GARAGE 0 DECK 0 OTHER 0 FFBACK REQUIRED N 25 PROPOSED 44 REQUIRED S_10______ PROPOSED 4751 M REQUIRED W 25 PROPOSED 150+ HEIGHT ALLOWED 30 PROPOSED 28 86 JRFQUIRFD I: 25/10 PROPOSED 274+ SETBACK NOTES RF'I AINING WALL WIT HIN NOR'FH SETBACK AREA SHALL BE < 3'1N HEIGHT AS MEASURED FROM TOP OF WALL TO ORIGINAL (TRADE N/C PARKING RFQ THROUGH CEI -2006-142 AND MASTER PLAN FIFF' CU -1998-187 I AGREE TO COMPLY WITH CITY AND STATE. LAWS RFGUL.A'FINGCONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18 27 HISAPPLICAI'ION ISNOT A PERMIT UNTIL SIGNED ¢Y THE BUILDINGOFFIC'IAL OR HIS/HER DE.PU'FY AND ALL FEESAR� PAID. Print Rele sed ATTENTION 11 IS IINI,A A IAT TO 1ISF: OR OCCl IPI" -A BUILDING OR SrRUCIVRti UNTIL. A FINhL!NS t,.Cl1UN I1AS BEI.N MAD AND APPROA AI ORA CFRTIFICA'IE OF OCCUPANCY HAS BEEN GRAN 'ILD UBC109, IBCI 10 IRCI 10, ONLINE APPLICANT ASSESSOR OTHER STATUS: ISSUED BLD20100013 CONDITIONS • SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING. • Excavation, Grading, and Site Preparation • Placement of Structural Fill and Compaction • Soil Bearing Verification • Foundation Drainage Installation • General Site Monitoring during wet Weather Construction • Concrete Construction, Including Reinforcement • Concrete Anchor Installation • Structural Masonry • Structural Steel Fabrication and Erection, Including High -Strength Bolting and Welding (Welders Must Be WABO Certified) • Prior to Final Inspection by the Building Division, Final Special Inspection Reports are Required From All Special Inspectors. • Submit Special Inspection Field reports on a weekly basis to the City Building Department. • PLANNINGNOTES/CONDITIONS: Please contact the Planning Division to request an inspection once the landscaping has been completely installed. SEPA Addendum issued 5/27/2010 to acconnmodate additional grading. If any design changes are intended, please contact a Planner and a Permit Coordinator irrunediately to discuss submitting a revision to these approved plans. • Separate Pennit Required For: Fire Sprinkler, Fire Alarm, Fire Protection Footprint, Life Safety Plan, Water meter • Condition of final inspection for building to include the return of the multi -use assembly area in school to pre -construction state. See COU permit Bld2011-0122 for Temporary relocation of parish offices. • final inspection for building to include the return of the multi -use assembly area in school to pre -construction state. See COU permit Bld2011-0122 for Temporary relocation of parish offices. • 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 fromtemporary construction sites as a result of construction activity are exempt fromthe noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on 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 fo this pen -nit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUC11ON 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 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 1 PRE-TREATMENT (425) 672-5755 1 RECYCLING (425) 2754801 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. &Pre -Co n • E -Erosion Control/Mobili7ation • &Storm Tight line E-StonnDetention System • E -Footing Drain TL Conveyance • E-RPBA with HotBox • GPavement Striping B -Retaining Wall Special Inspection • E -Trash Enclosure • E -Engineering Final • B -Setbacks • B -Footings • B -Foundation Wall • B -Foundation Drainage B -Isolated Footings/Piers B -Retaining Wall • B -Slab Insulation • B -Plumb Ground Work • B -First Floor Framing • B -Plumb Rough In • B -Gas Test/Pipe B-Equipment-Mech • B -Exterior Sheathing B -Shear Nailing B -Ceiling Grid • B -Height Verification • B -Fire Stopping • B -Framing B -Wall Insulation/Caulk • B -Floor Insulation/Caulk • B -Ceiling Insulation/Caulk B-Sheetrock Nail B -Plumbing Final • B -Mechanical Final • B -Building Final • F -Fire Hydrant Verification • F -Fire Safety and Evacuation Plan F -Fire Final • P -Planning Final • E -Grease Interceptor - Pretreatment c -q�-q N xxx r— mmm = �Z a �m=CC �z� D O00 Z CA 0rw m DC -0 ZFW 002.0 Z N d oox o O D c—; 5M cn D 'n CO) m mDz 17-- p p Z y A /p Uc v �_j _. .. O M.CD T '� OM O;a OM n o 09 D3 < D v° mm C N No mo ov �o xz 00 xm W U) e� CD 0 rr z 0 -0 o Fn a m .. / m _A v ( n m C r r N rnu`1. ?�..�.".�kO- d• -n �0 T '� OM O;a OM n o 09 D3 < D v° mm C N No mo ov �o xz 00 xm W U) e� CD 0 rr z 0 *NAROEC4 Wayne Jackson J.R. Abbott Construction February 07, 2012 ?CP �d/o• Qot3 • LAND SURVEYING CIVIL ENGINEERING LAND USE PLANNING LANDSCAPE ARCHITECTURE On February 02, 2012 a Harmsen & Associates field crew measured the elevation of a point, as directed by you, on top of the Holy Rosary Parish Hall. The elevation of this point was found to be 107.7'. On June 06, 2012 a Harmsen & Associate crew set reference points to the B structural line. The northeast end of the line (13/21) is 48.11' south of the property line. The northwest end of the line (13/1) is 47.96' south of the property line. The property line was determine from Snohomish County Record of Survey AF# 9901195001. ir. Rink Carp er PLS # 34137 Director of Surveys SNOHOMISH COUNTY 16778 146' Street SE, Suite 104 1 PO Box 516 Monroe, Washington 98272 tel: (360) 794-7811 i fax: (360) 805-9732 ISLAND COUNTY 840 SE 8'h Avenue, Suite 102 Oak Harbor, Washington 98277 tel: (360) 675-5973 i fax: (360) 675-7255 www.Harmseninc.com SKAGIT COUNTY 603 South First Street Mount Vernon, Washington 98273 tel: (360) 336-9199 1 fax: (360) 982-2637 MICROFILM 7TH AVENU& kR H T v O "XI u �z A 63 al A 4 N Iv 9A (mo > ca PJ S 13 3 f'1 H 3 U 0 • CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT DATE: 12/22/2009 PROJECT SITE ADDRI♦ SS: 630 7th Avenue North, Edmonds, WA PROJECT NAME: Holy Rosary Parish SPECIAL INSPECTION AGENCY Mayes Testing Engineers, Inc. *One form must be completed by each Special Inspection Agency or Inspector. SPECIAL INSPECTIONS REQUIRED: Special inspections are required for this project in accordance with IBC Chapter 17 or in accordance with IRC RI09.2 as applicable. IBC Section 1704.1 requires the owner or the registered design professional in charge to employ an independent testing/inspection agency/special inspector to perform required special inspections. The independent agency hired to perform the duties of special inspection is required to he a registered agency with WABO under the Special inspection Registration Program (SIRP). The special inspector shall be a qualified person with competence for inspection of the particular type of construction or operation requiring special inspection (SOQ may be required by the Building Official). The owner, registered professional, contractor and special inspector/agency shall complete the attached form and submit directly to the Building Division. WORK REQURING SPECIAL, INSPEC:11ON: Special inspections will be required for the following categories of work in accordance with IBC Chapter 17 and IRC R109.2: FOR SPECIFIC INFORMATION REGARDING REQUIRED SPECIAL INSPECTIONS SEE THE STATEMENT Of. SPECIAL INSPECTION i AT1-ACHED APPROVED PIAN SIIEET S I , Z o Fabrication 17(4.2 - -- --- ( _�_ n Wood Curnttuct ion ({ 7114 G) — -- - - ll Construction1704.3 41 ...�)---,---_---- n Soils (170�t.7 p�Concrete 4.4 -_--)--------- ........_........._....._._lWolts installed in (juncre rete (1704.13 zl:uru:rete Frames (1104_4 — -_ n Special Moment Cor Seismic Resistance (1708.1) - Fill (1704.4) _..._-- o Piling, Drilled Piers, and Caissons (1704.8, o Pier Foundatiom Q 707.5) o Grading, Excavation, FiIt, Proof Rolling_(i 704.7) n F:xteriar Insutation and Finish Systems (I704.t2} a Mechanical Components (1707.8) C) Storage Racks (1707.6)___-- n Structural {flood (1707.3) • Seismic Isolation S stem i 707.10 ❑Mastic, Intumescent Firc Resistant Coatings _._ _ 0 1•ligh Load Diaphragms (17()4.6_1) K o Reinforced o Structural ( 'restressing Steel Tendons (1704.4) ng (I 704,3.3) _ - i Concrete (171MA)—_. . ion (1709) o Spray Applied Fire -Resistive Materials 1704.10 u Shrotcrete (1704.4) Structural Steel (1707.7. - - _o Smoke C..ontrol Seems (1704.14)- -- -- o Designated:SeistnicSystems (1707_9 . ___.._.._-._.... (;ofd Formtd Strel•Fra2 i(1707.4)—_ _ n Architectural CMn�nents (1707.7) _ ^ n Special Cases (1704.13) r� BEFORE A PERM[T CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached Special Inspection Information Form, including the required acknowledgements and return to the Building Division for approval prior to permit issuance. W:1Buitding:NANI)Olrl' ICODESU.ORMSI.SPF.CIA1. rNSPF.t:'l-ION A(.:RFEMENT FORNIrdoc:710 AN - 7 20 APPROVAL OF SPECIAL. INSPECTORS- Each special inspector shall be approved by the Building Official prior to performing any duties or inspections. The company performing inspections must be WABO certified as well as the individual completing inspections. When required by the Building Official, each special inspector shall submit Statement of Qualifications to the City for review. Special inspectors shall display identification when performing special inspections on the project site. Special inspection and testing shall meet the minimum requirements of IBC Chapter 17 and the following: A. Duties and Responsibilities of the Special Inspector OBSERVE WORK The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications and applicable workmanship provisions of the IBC. Architect or Engineer reviewed shop drawings may be used only as an aid to inspection. Special inspections are to be performed on a continuous basis- meaning that the special inspector 6 on site at all times observing the work requiring special inspection. Periodic inspections are permitted only as specifically noted in the approved project plans in accordance with IBC Chapter 17, and as approved by the Building Official. Continuous Inspection means the same inspector is on site day to day to observe the work requiring special inspection. Periodic Inspection means some inspections may be performed on a periodic basis to satisfy the requirements of continuous inspection, provided these periodic inspections are performed as outlined in the project plans and specifications, and approved by the Building Official. 2. REPORT NONCONFORMING ITEMS The special inspector shall bring non -conforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official by telephone at (425-771-0220) or in person at City Hall, of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect of record_ 3. DAILY REPORTS KEPT ON SITE WITH CONTRACTOR Each special inspector shall complete and sign a daily report for each day's inspections. The daily reports shall remain at the jobsite with the contractor for review by the City Building Inspector. 4. WEEKLY REPORTS TO CITY The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description and date of daily inspections and tests made with applicable locations • List of all non -conforming items and locations • Report on status of non -conforming items (how each was resolved or unresolved) • Field changes authorized by the Architect, Engineer or City Inspector if not included in non-conformance items. W:1BuitdingUiAND(1U1' I('OOES\FORMSISPE('lAl, WSPEC PION AGkfiEMf'.M1' 1*0 M.duc7(07 .r.L s 5. FINAL CONSTRUCTION REPORT The special inspector or inspection agency shall submit a final signed report or Certificate of Compliance to the City stating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (Le., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically addressed in this report. B. Contractor Responsibilities 1. NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS It is the duty of the contractor to notify the special inspector when worts is ready for special inspettion. Note, the items listed on the attached Special Inspection Information Form and as toted on the approved plans and specifications are required to have special inspections. Adequate notice shall be provided by the contractor so that the special inspector has time to become familiar with the project. All work requiring special inspection must he approved prior to concealing or covering said work. 2. PROVIDE ACCESS TO APPROVED PLANS The contractor is responsible for providing the special inspector access to approved plans at the jobsite. 3. RETAIN SPECIAL. INSPECTION RECORDS The contractor is responsible to retain at the jobsite all special inspection records submitted by the special inspector. These records are to be provided to the City building inspector upon request^ C. City of Edmonds Building Division Responsibilities 1. APPROVE SPECIAL INSPECTION The Building Division shall approve all Special Inspectors and special inspection requirements. 2. MONITOR SPECIAL INSPECTIONS AND APPROVE WEEKLY REPORTS Work requiring special inspection and the performance of special inspectors shall be monitored by the City Building Inspector. Building Inspector approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. ISSUE CERTIFICATE OF OCCUPANCY The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted by the City. D. Owner Resuunsibilities 1. The project owner or the engineer or architect of record acting as the owner's agent sball fund special inspection services. E. Engineer or Architect of Record Responsibilities 1. Prepare Statement of Special Inspections in accordance with IBC Section 1705. 2. Review the special, inspection reports and provide corrective action for work that may not conform to the approved plans. W:\Rui1ding\HANDMT ICODESI ORMSWECiAL INSPF.C'T10NN AGREEMENT FORMAoc7/07 • • ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of thin agreement. Owner name Kt, V Signature General Contractor Company/Owner name 4-1 print o M (please print or Special Inspector/Agency nacre Mayes Testing Engineers, Inc. (please print A Date l '�" I � i'� 104 -✓ .--, � f� //7 ^ - G Date Date /Z 2 O J ArchitecMagineer of R co n e (please print or type) Signature Date Return the original signed agreement to the Building Division City of Edmonds Building Division 1215"' Avenue North, City Hail Second Floor Edmonds, WA 98020 ACCEPTED BY CITY OF E City Official Signature Title: k -56S . BUILDING DIVISION: Date � /Yl WAllui1dinglllANDOLR 1CODESTORMSGSPECIAL INSPECTION M-R]REN EW FORM.Joc7/07 • • MAYES TESTING ENGINEERS, INC. January 20, 2012 City of Edmonds 121 5th Avenue N Edmonds, WA 98020-3146 Attention: Building Department Re: Holy Rosary Parish 760 Aloha Street Edmonds, WA Project No. L11186 Final Letter Permit No. BLD2010-0013 Seattle office 20715 Cedar Valley Road Suite 110 Ly mood, WA 93035 ph 425.7429360 fax425.745.1737 Tacoma office 10029 S. Taomia Way Sine E-2 Tao ma, WA98499 ph 253.584.3720 fax 253.584.3707 Pordandofrae 7911 NE 33rd Dr e Srite 190 Palland, OR 97211 ph 503281.7515 fax 503281.7579 This is to inform you that registered special inspections have, been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Reinforced Concrete • Proprietary Anchors • Structural Steel Fabrication • Structural Steel Erection • Structural Masonry • Base Plate Grouting • Lateral Load Resisting Framing To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742-9360. Sincerely, Mayes Testing Engineer, Inc. Timothy G. Beckerle, P.E. Branch Manager MAYS i TESTING ENGINEERS, INC. 2M Vimy Poad SUb 110 • �.. Lynrnnaod, WA 98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacoma Office 10029 S. Tacma Way Address 760 Aloha Street, Edmonds, WA SuileE-2 Permit No. BLD20100013 Tacnma,WA98499 Bldg Dept. City of Edmonds ph 20 fax 253.584.3707 Owner Catholic Archdiocese of Seattle Pordand016ce 7911 NE 33rd Drive Architect Sandler Architects surte190 Engineer Swenson Say Faget Engineers Porwd, OR 97211 Contractor JR Abbott Construction 503.281.515 fax 503.281.7579 fax Record No. 050 Date 12/29/2011 Weather -- Inspection Project management Sample(s) -- Contacted Abbott Construction site superintendent- Wayne Jackson to confirm that there are no more required special inspections required for this project. Reviewed all lab reports for compressive strength analysis for concrete, masonry prisms, and grout meet design strength requirements. Reviewed all field reports indicating conformance with plans is and specifications, with RFI documentation to resolve. Inspected the following items for this project: structural steel fab shop welding, site structural steel erection including welding and bolting, proprietary anchors, base plate grouting, reinforced concrete, reinforced CMU masonry, and lateral framing. Inspector: Todd Wirtz Reviewed By: i--�12 llsl f - Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYES TESTING ENGINEERS, INC. � a5eyRoad -- - Suite 110 Lynm000d, WA 98036 • ph 425.742.9350 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacoma office 10029 S.TaoomaWay Address 760 Aloha Street, Edmonds, WA SuteE-2 Permit No. BLD20100013 Taooma,WAW99 Bldg Dept. City of Edmonds ph 253.584.3720 fax253.584.3707 Owner Catholic Archdiocese of Seattle PordandOlfioe 7911 NE 33rd Drive Architect Sandler Architects sure 190 Engineer Swenson Say Faget Engineers Palland,OR97211 Contractor JR Abbott Construction 503.281.515 fax 503.281.7579 fax Record No. 049 Date 12/22/2011 Weather Clear Inspection Structural Steel Sample(s) N/A Inspected structural steel erection and welding for 2"d floor column removal/relocation at Grid C/15 for conformance with SSK-15 and AWS D-1.1 welding code. Work is complete and acceptable. Welding completed by WABO certified welders: Joseph R. Schmidt (#W13293, expiring 7-1-2012) and Adam L. Trout (#14168, expiring 4-1-2012). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tom Cain Reviewed By: Timothy G. Beckerle, P.E. Branch Manager is Page 1 of 1 MQYES TESTING ENGINEERS, INC. 2M a�q,,Road _� .. Suite 110 Lynnmod, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Twom Office 100 S. Taoona Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taow-o,WAW99 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PaUandOirrce 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Porttand,OR97211 Contractor JR Abbott Construction 281.7515 ph 5037 W 503..281.281.75579 Record No. 048 Date 12/09/2011 Weather Clear Inspection Lateral Framing Sample(s) N/A Inspected main floor shear wall Type 1 Grid 5/L to P confirming it is constructed in accordance with the plans, details and shear wall schedule. Also, noted four S/HD/5B hold-down nuts Grid P/7 to 13 at main floor level have been welded to hold-down bracket with approximately 1-1/2 to 2 inches 3/16 fillet welds. • To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tom'Cain Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 • • • 11 AYES TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 047 Date 12/05/2011 Weather Cloudy Inspection Lateral Framing and Structural Steel Sample(s) N/A Follow-up inspection to report dated 10-12-2011: SeameOffice 20225 Cedar VaDey Road Suite 110 Lynmwod, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma office 10029 S. Tamma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 PardandOflice 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 1. Regarding joist bridging noted as not welded: Contractor has now welded these locations. Bridging is now complete. 2. Regarding roof level (high and low) fall restraint posts: These were inspected per plans and Swenson Say Faget sketches SSK-7 and SSK-8, and were confirmed as complete per these sketches. 3. Reviewed e-mail response to JR Abbott questions regarding column at 3/P. Swenson Say Faget has approved three -sided weld at column base plate. Also inspected and confirmed compliance with plans and revision. The following cold -formed steel framed shear walls and hold-downs: 1. SW3 with S/HD158 each end Grid P/5 to 17. 2. SW1 Grid 17/H to P. CORRECTIVE ACTIONS TAKEN: See above. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tom Cain Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MQYES TESTING ENGINEERS, INC. � ale y Road suite 110 Lyrurnaod, WA98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) racorna 10029 S. Tacoma way Address 760 Aloha Street, Edmonds, WA SUbE-2 Permit No. BLD20100013 Taooma,WA98499 Bldg Dept. City of Edmonds ph faax253 a 370 Owner Catholic Archdiocese of Seattle PatfandOfice 7911 NE 33rd Drive Architect Sandler Architects sUite190 Engineer Swenson Say Faget Engineers Poruand,OR97211 Contractor JR Abbott Construction 03281.7515 fax fax 503.281.7579 503.281.757 Record No. 046 Date 11/16/2011 Weather Rain Inspection Lateral Framing Sample(s) N/A Discussed with Wayne, JR Abbott Superintendant, outstanding inspections and final work to be inspected when complete. Wayne intends on having all outstanding inspection work corrected or clarified with RFI. Interior shear walls area in progress and Wayne anticipates final inspection wrap-up in about one is week. Preliminary Inspection See above. Inspector: Tom Cain Reviewed By: Kevin Graham Senior Project Manager • Page 1 of 1 • • MAYE.S TESTING ENGINEERS, INC. =5c�vaL-,Road Suite 110 LyYmood WA9W36 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) 2"' 10029 S. Taoorria Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Tacoma, WA 98499 Bldg20 Dept. P Cit of Edmonds Y pn253..584.3 0 fax 253.584.3707 Owner Catholic Archdiocese of Seattle Pordandol6ce 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Pail", OR 97211 Contractor JR Abbott Construction 7515 px503.21..757 f�c 503.281.7579 Record No. 045 Date 10/19/2011 Weather Clear Inspection Lateral Framing Sample(s) N/A Continued with inspection of cold -formed steel framing shear walls: Inspected and found the following shear walls in conformance with the plans, details and shear wall schedule (stud/tracks size/gauge, plywood, screw pattern and top/bottom track fastening): 1. Corner walls (SW -3 and Typical SW -1) 3/C to Dad C/13 to 4 main floor to roof. 2. Q/1 to 2 (Typical SW -1) foundation to roof. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tom Cain Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYESTESTING ENGINEERS INC , Initial Storage Temp Lynnwood 20225 Cedar Valley Road (ASTM C1064) (ASTM C31) (ASTM C231) Suite 110 Lynnwood WA 98036 _`..__...' • Water/Cement Ratio: Slump (ASTM C143)Sample(s) ph 425.742.9360 0.421 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 10/21/11 12.57 Edmonds, WA Sample Set ID: 276443 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction FIELD DATA ASTM C31 and C172 Air Temperature: 67°F Actual Mix Proportions: Weather: Overcast Ingredient Weight (per cu.yd) Product: Concrete Supplier: Cal -Portland Cement --Type I & II 473.0 lbs Coarse Aggregate 3/4" 1,881.0 lbs Batch Plant Location: Everett Fine Aggregate 1,448.0 lbs Ticket Number: 457738 Water 199.0 lbs MixDesign ID: 3100 Sample Temp. Initial Storage Temp Air Content (ASTM C1064) (ASTM C31) (ASTM C231) •70°F NR 09/22/11 0020 9699 10/20/11 Water/Cement Ratio: Slump (ASTM C143)Sample(s) Recd: Required Strength: (fc) 0.421 3.5" 09/23/11 3000 psi @ 28 days Placement Location and Notes: 44330 4.01 Stair treads at gridline N -P/1.8-4 and column infills at C/9, F/8, F/9, H/8 and H/9. Samples taken within the 4.5 cubic yards placed. 09/22/11 0020 9701 10/20/1128 4 x 8 COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 orAASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 09/22/11 0020 9698 09/29/11 0 4 x 8 24670 4.00 12.57 1960 T e t 09/22/11 0020 9699 10/20/11 28 I F 44680 4.00 12.57 3560T e 4 ` 09/22/11 0020 9700 10/20/11 28 4 x 8 44330 4.01 12.63 3510 T e 4 09/22/11 0020 9701 10/20/1128 4 x 8 40170 4.00 12.57 3200 T e 5 Remarks: Technician(s): Graybill, J. Reviewed by: Tested by: Cook, B. 7-­�� 11-2 �S,4e� 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" 0 MAYES TESTING ENGINEERS, INC. 10/12/11 Weather Cloudy 20225� alley Road • Sample(s) suite 110 Lynrrnaod, WA98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) TacomaOfrrce 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taooma,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle Pordanaofice Architect Sandler Architects 33d Nve 7suite1N O Engineer Swenson Say Faget Engineers Poraa,d,OR97211 Contractor JR Abbott Construction ph 503.281. 515 fax 503.281.. 7579 Record No. 044 Date 10/12/11 Weather Cloudy Inspection Structural Steel and Lateral Framing Sample(s) N/A Inspected button punches and puddle welds for low roof deck between Grids P and Q: Complete per plans. Inspected 1/4" fillet welds for tie -off posts welded to support frames/side of roof beams: High roof north of Grid H, Grid P and Grid 19. • Inspected operable partition supports welded to beams above RFI #30. Welds are complete per AWS D1.1. At "storefront" header beams (HSS 12x6 or HSS 6x4), contractor has removed connection bolts and welded connections at headers near Grids 5/C, 4/F, 3/M and 20/F. Bolt heads conflict with storefront framing. Wayne with Abbott confirmed this with architect/engineer. Verified roof level bolting has been completed. Tension control bolts have been snapped. W 18x35 connection to supporting W 14x26 high roof Grids 3/L.5 has been welded in lieu of bolting. Inspected roof joist bridging for conformance with roof joist plans. All complete except two ends did not get welded at WF beam termination near 51.5. Along low/high roof transition, inspected shim/joist and shim/deck weld correction to compensate for offset in heights of filler angles on beams, substantiated with e-mail from SER, along Grids P, C and 19. Column 'Cl' at Grid 3/P had to be re -welded in field, due to concrete stair wall. It is welded three sides instead of 'all-around'. Wayne is going to follow-up with SER. Inspected exterior metal stud shear walls (stud/track, size/gauge, blocking, bridging, top/bottom track connection and plywood sheathing screws). All completed per plans, details and shear wall • schedule. Page 1 of 2 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 72°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number : 458954 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 10/24/11 Sample Set ID: 276466 Permit # (s): BLD20100013 Actual Mix Proportions: MixDesign ID: 3169 lbs Coarse Aggregate 3/8" Sample Temp. lbs Initial Storage Temp. Air Content lbs (ASTM C1064) 108.0 (ASTM C31) (ASTM C231) •75°F NR MRWRA Water/Cement Ratio: I 11Slump (ASTM C143)Sample(s) Rec'd: 0.425 5.5" 09/26/11 Placement Location and Notes: T e 3 Set 2 of 2. Entirety of the main floor slab on metal decking. Ingredient Weight (per cu.yd) Cement --Type I & II 469.0 lbs Coarse Aggregate 3/8" 1,777.0 lbs Fine Aggregate 1,499.0 lbs Fly Ash 108.0 lbs HRWRA 8.0 oz MRWRA 15.0 oz Water 24.5.0 lbs Required Strength: (f'c) 3000 psi @ 28 days 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 09/24/11 0022 9796 10/01/11 07 4 x 8 54570 4.00 12.57 4340 T e 5 ` 09/24/11 00229797 10/22/11 28 4 x 8 78030 4.00 12.57 6210 T e 2 09/24/11 0022 9798 10/22/11 28 4 x 8 78380 4.01 12.63 6210 T e 3 09/24/110022. 9799 10/22/11 28 4 x 8 78330 4.00 12.57 6230 Type 2 ` Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. Reviewed by. f�=� Kevin Graham Senior Project 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 ` 225 Cedar � 20225 Cedar Valley Road • Suite 110 �- Lynnwood WA 98036 ph 425.25. 742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Site Address: Client: Engineer: Contractor: Holy Rosary Parish (New Parish Hall) 760 Aloha 'Street Edmonds, WA JR Abbott Construction Swenson Say Faget Engineers JR Abbott Construction Project No: L11186 Issued on: 10/24/11 Sample Set ID: 276465 Permit # (s): BLD20100013 FIELD DATA (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) ASTM C31 and C172 Date Made Sample # Lab # Air Temperature: 66°F Actual Mix Proportions: Strength (psi) Type of Fracture Weather: Sunny 10/01/11 Ingredient Weight (per cu.yd) Product: Concrete T e t 09/24/11 0021 9793 10/22/11 Supplier: Cal -Portland 12.57 A/E Admix 3.0 oz 9794 10/22/1128 4 x 8 Cement--Type I & II 532.0 lbs Batch Plant Location: 261 9795 Coarse Aggregate 3/4" 1,934.0 lbs Ticket Number : 458933 Type 5 Fine Aggregate 1,253.0 lbs MixDesign ID : 3210 Water 259.0 lbs Sample Temp. Initial Storage Temp. Air Content (ASTM C1064) (ASTM C31) (ASTM C231) •74°F NR 4.2% Water/Cement Ratio: Slump (ASTM C143) Samples) Rec'd: Required Strength: (ft) 0.487 4.5" 09/26/11 4000 psi @ 28 days Placement Location and Notes: Set 1 of 2. L-shaped short height exterior retaining wall north of B-line. Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. 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" Reviewed by: Kevin Graham Senior Project Manager I 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 09/24/11 0021 9792 10/01/11 0 4 x 8 51720 4.00 12.57 4120 T e t 09/24/11 0021 9793 10/22/11 28 4 x 8 70140 4.00 12.57 5580 T e 2 09/24/11 0021 9794 10/22/1128 4 x 8 72040 4.00 12.57 5730 T e 3 09/24!11 0021 9795 10/22/1128 4 x 8 69020 4.01 12.63 ' 5470 Type 5 Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. 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" Reviewed by: Kevin Graham Senior Project Manager I MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Sample Set ID: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 10/27/11 Sample Set ID: 276514 Permit # (s): BLD20100013 Weight (per cu.yd) 50.0 lbs 7.0 lbs COMPRESSION TEST RESULTS FIELD DATA (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) ASTM Air Temperature: 50°FMix ...._............................................................. Proportions: Weather: Partly Cloudy 9190 Ingredient Product: Base Plate Grout 12040 T e a 09/28/11F 0023 1 F-28-12 x 2 x 2 48240 0.00 4.10 11760 Premix Grout Supplier: WR Meadows Water Batch Plant Location: N/A Ticket Number: N/A MixDesign ID: 588-10k Sample Temp. Initial storage Temp. Air Content (ASTM C1064) (ASTM C31) (ASTM C231) • 60°F NR % Slump (ASTM C143) Sample(s) Recd: Required Strength: (fc). Fluid 09/29/11 3000 psi @ 28 days Placement Location and Notes: Main floor base plate grout at column base plate. Weight (per cu.yd) 50.0 lbs 7.0 lbs Remarks: Technician(s): Bale, D. Reviewed by: Tested by: Kane, J. %-- v � 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 09/28/11 0023 10001 10/05/11 2 x 2 x 2 36930 0.00 4.02 9190 T e l 09/28/11 0023 10002 10/26/1128 2 x 2 x 2 49360 0.00 4.10 12040 T e a 09/28/11F 0023 1 F-28-12 x 2 x 2 48240 0.00 4.10 11760 T e l Remarks: Technician(s): Bale, D. Reviewed by: Tested by: Kane, J. %-- v � 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: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Sample Set ID: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction FIELD DATA ASTM Air Temperature: 50°F Weather: Partly Cloudy Product: Base Plate Grout Supplier: WR Meadows Batch Plant Location: N/A Ticket Number: N/A MixDesign ID: 588-10k Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 10/06/11 Sample Set ID: 276514 Permit # (s): BLD20100013 Mix Proportions: Ingredient Premix Grout Water Sample Temp. Initial Storage Temp. Air Content (ASTM C 1064) (ASTM C31) (ASTM C231) • 60°F NR Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (f'c) Fluid 09/29/11 3000 psi @ 28 days Placement Location and Notes: Main floor base plate grout at column base plate. Weight (per cu.yd) 50.0 lbs 7.0 lbs Remarks: Technician(s): Bale, D. Reviewed by: Tested by: Cook, B. 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 09/28/11 0023 10001 10/05/11 F7 2 x 2 x 2 36930 0.00 4.02F 9190 Type 1 ' 09/28/11 0023 10002 10/26/11 28 2 x 2 x 2 0 0.00 0.00 Q NA 09/28/11 0023 10003 10/26/1128 2 x 2 x 2 0 0.00 0.00 Q NA Remarks: Technician(s): Bale, D. Reviewed by: Tested by: Cook, B. 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" Record No. 039 Date 09/16/11 Weather Cloudy Inspection Structural Steel and Proprietary Anchors REVISED N/A MAYES TESTING ENGINEERS, INC. 2:0o pm, sep 22;.2011 �c�VaiieyRoad .. Suite 110 Lynnwood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project � Hol RParish NParish Hall Holy Rosary y (New ) acar T T 10029 S. Taooma Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taoorna,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PatlandOlAce 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Portland, OR 97211 Contractor JR Abbott Construction ph 503.281.7515 fax 503.281.7579 Record No. 039 Date 09/16/11 Weather Cloudy Inspection Structural Steel and Proprietary Anchors Sample(s) N/A Verified torque of 110 foot-pounds for Hilti,K63'`3/4" diameter anchor bolts at ground level column base plates. 110 foot-pounds as per Hilti installation schedule. Verified snug tight condition of A325N 3/4" diameter bolts used at main floor bolted connections. LeJeune type bolts were twisted off with all plies of joint in firm contact as per Note 31 on S1.2. • Note: Beams to embed connections on Grid S-10 to 11, and R-2 to 7 were welded with 1/4" fillet welds on three sides instead of bolts. Welds in place of bolts approved by structural engineer in letter to SPM, Todd Wirtz (Mayes Testing Engineers, Inc.). Welds acceptable per AWS D1.1-08. Inspected 1/2" diameter puddle welds attaching deck to supports at main floor between Grids A/S- 3/21. Puddle welds as per 1/S4.2 and acceptable per AWS D1.3. Inspected shear stud welds connecting 3/4" diameter x 3-1/2 shear studs to main floor beams between Grids A/S-3/21. Bent two studs to 300 angle as per AWS D1.1, Chapter 7. Stud layout as per S2.2 main floor plan and 10/S4.1. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Dave Bale Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC • CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Sample Set ID: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 60°F Weather: Overcast Product: Non Shrink grout Supplier: WR Meadows Batch Plant Location: N/A Ticket Number: N/A MixDesign ID: 588-10k FIELD DATA ASTM C39 and C1107 Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 09/23/11 Sample Set ID: 276361 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Premix Grout Water Sample Temp. Initial Storage Temp. Air Content (ASTM C1064) (ASTM C31) (ASTM C231) • °F NR Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) Medium Flow 09/16/11 3000 psi @ 28 days Placement Location and Notes: Base plate grout sampled at column base plate 5/P, 8/N -P. Weight (per cu.yd) 50.0 lbs 6.2 lbs 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 09/15/11 0019 9346 09/22/11 2 x 2 x 2 32300 0.00 4.10 7880 T pe 1 09/15/11 0019 9347 10/13/11 28 2 x 2 x 2 0 0.00 0.00 Q NA 09/15/11 0019 9348 10/13/11F 28 12 x 2 x 2 0 0.00 0.00 Q NA Remarks: Technician(s): Emery, R. 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" MAYES TESTING ENGINEERS, INC. � Vagey Road suite 110 Lynnwood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project � Rosary Parish New Parish Hall Holy Y ( ) 1OMS.o/6ce ' 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taomia, WA 98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PadandORioe 7911 NE 33rd DNe Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Portnd, OR 97211 Contractor JR Abbott Construction 503.281..515 503.281.7515x 503,281.7579 fa7579 Record No. 038 Date 09/15/2011 Weather --- Inspection Non -Shrink Grout Sample(s) (3) 2x2x2" Cubes Verified and observed cleaning at footings for base plate grout installation at columns for new parish. Abbott crew completed cleanup below base plates for all columns at Level 1. Bearing surface was moistened and free of standing water per manufacturer's specification. Abbott crew mixed pre-packaged W. R. Meadows 588-10K non -shrink non-ferrous grout. A • sample was obtained from second batch and mixed mechanically for strength verification. Also placed at columns 5/P, 8/N -P. The sample of (3) 2x2x2" cubes was representative of the grout mixed. Grout was contained at base plates by high-strength blue insulation foam. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Rob Emery Reviewed By: Kevin Graham Senior Project Manager • Page 1 of 1 • • • MAYES TESTING ENGINEERS, INC. 11-411":__. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 037 Date 09/14/11 Weather Cloudy and 60° Inspection Structural Masonry Sample(s) (3) 6x8x16" CMU Prisms (Grouted) seatde Office 20225 Cedar VaDey Road .S. lJlte 110 LWrm0000d, WA98036 ph 425.742.9360 fax 425.745.1737 racoma office 10029 S. Taooma Way Suite E-2 Taooma, WA 98499 ph 253.584.3720 fax 253.584.3707 PordandOlfice 7911 NE 33rd Drive sure 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 Inspected rebar in the 6" CMU walls of the vault (Room 120) and adjacent wall between gird lines 17 to 20 and M -N from slab elevation to approximately 11'-7" above the slab on grade elevation. Rebar was inspected for size, grade, spacing, number, lap and clearances. Cleanouts were present at the bottom of the walls. Monitored the placement of (8) cubic yards of Cadman Grout Mix #35MG708 in the above CMU walls. Grout was placed by grout pump. Consolidation and re - consolidation were by mechanical vibration. Cleanout plastic windows were fill with grout. A set of (3) 6x8x16" CMU prisms were grouted to represent CMU placed. Design F'm=1500 psi. The above CMU walls are non -load bearing and non-structural per the plans. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Wally Wagner Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 61 °F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: lbs Ticket Number: 438868 MixDesign ID: 61944 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 09/16/11 Sample Set ID: 276063 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement Slag Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Sample Temp. Initial Storage Temp. Air Content (ASTM C1 (ASTM C31) (ASTM C231) •78°F NR Water/CementRatio:Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) Weight (per cu.yd) 71.0 lbs 400.0 lbs 1,823.0 lbs 1,518.0 lbs 247.0 lbs 0.524 5" 08/19/11 3000 psi @ 28 days Placement Location and Notes: Slab on grade between grid lines 2 & 21 from B to S. Sloping stair wall/south side, and bottom stair footing/wall at grid lines 2 & P. 20'gallons of water added onsite. 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 08/18/11 0017 8091 08/25/11 4 x 8 46510 4.00 12.57 3700 T e 5 08/18/11 0017 8092 09/15/11F 28 4 x 8 67860 4.01 12.63 5370 Type 2 08/18/11 0017 8093 09/15/11 28 4 x 8 60740 4.00 12.57 4830 T e 5 08/18/11 0017 8094 09/15/1128 4 x 8 66160 4.00 12.57 5260 T e 1 Remarks: Technician(s): Evans, D. Tested by: Cook, B. 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" Reviewed by: / Timothy G. Beckerle, P.E. Branch Manager MAYES TESTING ENGINEERS, INC. de Office 20 5CedaarVaOeyRoad - Suite 110 6 • ph 425.4 .9360 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Pro Project � Hol Rosa Parish New Parish Hall y Rosary ( ) rano ffice 10029 S. Taoxna Way Address 760 Aloha Street, Edmonds, WA Sub E-2 Permit No. BLD20100013 Taooma,WAW99 Bldg Dept. City of Edmonds ph 253.584.3720 fax253.584.3707 Owner Catholic Archdiocese of Seattle Pordand016ce 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers PorLyd, OR 97211 Contractor JR Abbott Construction ph 503281.7515 fax 503281.7579 Record No. 036 Date 9/13/2011 Weather (indoors) Inspection Proprietary anchors Sample(s) N/A Installations for the Main Floor perimeter deck ledger angles continued at the east elevation grids 20 and 21 and from B to R, and at the north elevation on B line between 6 and 21, and at the northwest corner, and at the west elevation on 3 line between G and K, and at the south elevation on R line between 4 and 7. Observed installations of 3/4" diameter X 5 1/2' long Hilti KB#3 expansion anchors at 24 inches on center into concrete structure to meet detail 10/S4.2 and per • manufacturer's torque specification of 1110 foot-pounds. Checked with Coastal Steel, Inc.- Chad Hummel about shear stud welding to start this Friday. Mayes Testing will schedule inspector to be present for that, along with bolt check for main floor beams, and expansion torque check for ground level column anchor bolts. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: 7-­1_� vSIIA✓ ' Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYES TESTING ENGINEERS, INC. � �VaUe,,Road . suite 110 —_-- -- Lyrurm0ad,WA98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 ProJect Holy Rosary Parish (New Parish Hall) . racom Office 10 029 S. TacmWay Address 760 Aloha Street, Edmonds, WA &AteE-2 Permit No. BLD20100013 Taooma,WA98499 BldgDept. p Cit of Edmonds Y fax 253.584.3707 px253.5 4.370 Owner Catholic Archdiocese of Seattle PbrdandOfice 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Fag6t Engineers Pord",OR97211 Contractor JR Abbott Construction ph 503281. 7515 fax 5o32a1.757.757s Record No. 035 Date 09/12/2011 Weather Cloudy Inspection Proprietary Anchors (Expansion) Sample(s) N/A Installations for the main floor perimeter deck ledger angles started this morning at the south elevation along R -Line from R/14 heading east and around to the east elevation to L.8/21. Observed installation of 3/4" diameter x 5-1/2" long Hilti KB3 expansion anchors at 24" on center into concrete to meet Detail 10/S4.2 and KB3 manufacturer's torque specification of 110 foot- pounds. • Masons are laying up the 2nd 4' CMU wall lift for 6" lock at the vault room today. Verified bond beam reinforcing steel placed per structural general notes callout. The masons will construct three prisms prior to solid grouting scheduled for this Wednesday, 09-14-2011. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd A. Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 61'F Weather: Clear Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 436296 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 09/12/11 Sample Set ID: 276016 Permit # (s): BLD20100013 Actual Mix Proportions: Sample Temp. Initial Storage Temp. Air Content (ASTM C106 (ASTM C31) (ASTM C231) Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 475.0 lbs 1,905.0 lbs 1,451.0 lbs 227.0 lbs •75°F NR Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.478 5.25" 08/13/11 4000 psi @ 28 days Placement Location and Notes: Walls at grids E-13/3 from top of footing to +5', stair support walls at grids P -Q/1-2 from top of footing to Level 2. Sampled at 5.5 of 5.5 total cubic yards. Remarks: Technician(s): Edmonds, B. Tested by: Dohrman, R. 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" N 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 08/12/11 0016 7883 08/19/11F 774 x 8 38850 4.00 12.57 3090 T e 3 08/12/11 0016 7884F 09/09/11 F 28 1 F 4 x 8 58700 11 4.01 12.63 1 [:T_pe 3 08/12/11 0016 7885 09/09/1128 4 x 8 62490 4.02 12.69 4920 08/12/11 0016 F7886 09/09/11 28 4 x 8 59480 4.02 12.69 4690 T e 3 ' Remarks: Technician(s): Edmonds, B. Tested by: Dohrman, R. 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" N MAYES TESTING ENGINEERS, INC. =5�VaueyRoad Weather (indoors) Inspection Structural steel, masonry Sample(s) Suit 110 WA 98036 • ph 425.742.9360 ph 425.74 fax 425.745.1737 Project No. L11186 Project 1 Hol Rosa Parish New Parish Hall Y Rosary ( ) rano ffice 1 oo2s s. Taooma way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taoxm, WA 98499 Bldg Dept. City of Edmonds fax 253.5843 0 Owner Catholic Archdiocese of Seattle PordandOffi e 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Portland, OR 97211 Contractor JR Abbott Construction 03281.7515 fax fax 503.281.7579 503.281.757 Record No. 034 Date 9/9/2011 Weather (indoors) Inspection Structural steel, masonry Sample(s) None Visually inspected the balance of the three -sided weldments for the beam clip connection to the 1st level beam webs at the south wall elevation in lieu of bolted connection to meet AWS D1.1 acceptance criteria and size requirement per attached SSF -Scott Hufford memo this week. Received confirmation via e-mail memo for engineer of record acceptance for installed Hilti KB3 • expansion anchors in lieu of Hilti KB -TZ expansion anchors that were used for all of the column base plate anchorage. Erection of the high roof framing has been completed. Coastal Steel foreman- Chad Hammel informed me that we would be able to inspect joist welding prior to decking units fastened down. The installations for the main floor perimeter deck ledger angles to start next Monday under special inspection. Masonry work has started for the 6" CMU block walls for the vault room. Verified bond beam reinforcing steel placed for the 1 st bond beam per structural general notes callout. Notified Abbott Construction= Wayne Jackson to have the mason construct a set of (3) three prisms next Monday for grout placement of the wall next Tuesday. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager 0 Page 1 of 1 MAYES TESTING ENGINEERS, INC. Sea* Weather Clear Va0eyRbad Structural Steel Sample(s) SUt. 110 __... LytvrHvod, WA98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Office 10029 S. Taoo nWay Address 760 Aloha Street, Edmonds, WA SUaeE-2 Permit No.• BLD20100013 Taoa„a,WA98499 Bldg Dept. City of Edmonds ph 25384 a 253.584.3707 Owner Catholic Archdiocese of Seattle PmUvidOfhce 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Poraar,d,OR97211 Contractor JR Abbott Construction ph 503281. 7515 fax 503281.757.757 9 Record No. 033 Date 09/07/11 Weather Clear Inspection Structural Steel Sample(s) N/A At Holy Rosary for structural steel welding inspection in accordance with AWS D1.1 specifications. Reviewed project plans for welding and special inspection requirements. Reminded Wayne Jackson about RFI for a welded connection in lieu of bolting (see 09-02-11, T. Wirtz, report). Met Coastal Steel foreman, Chad Hammel, and requested WABO cards for welders on site. Verified high-strength bolts are well lubricated and stored per manufacturer's requirements. Visual . inspection of main floor framing reveals no evidence of flame cut holes or torch cutting field pieces to fit. Monitored section of framing in SE corner. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: M. Vassallo Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • 1 Page 1 of 1 MAYES TESTING ENGINEERS, INC. 9/7/2011 Weather Sunny 20225�valeyRoad Structural steel- fabrication (Brooks Steel -Arlington, WA) Sample(s) Suit 110 o4, WA 98036 • ph 425. ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project 1 Hol Rosa Parish New Parish Hall Y Rosary ( ) 10029 S. 10029 S. Taoara Way Address 760 Aloha Street, Edmonds, WA Suite E-2. Permit No. BLD20100013 Tacoma, WA 98499 Bldg Dept. City of Edmonds X253.584.3720 7 Owner Catholic Archdiocese of Seattle PbrVandOlfroe 7911 NE 33rd Drive Architect Sandler Architects sULe190 Engineer Swenson Say Faget Engineers Poruand, OR 97211 Contractor JR Abbott Construction fax 503.281.757 fax 503.281.7579 Record No. 032 Date 9/7/2011 Weather Sunny Inspection Structural steel- fabrication (Brooks Steel -Arlington, WA) Sample(s) N/A At Brooks Steel in Arlington, WA, performed visual welding inspections on shop weldments to conform with shop drawings and AWS D1.1 for the following beam piece marks- 351 A, 343A, 289A, 339A, 337A, 273A, 346A, 345A, 291 A, 347A and 338A. To the best of our knowledge, all items inspected today are in conformance with approved plans • and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 • • MAYES TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 031 Date 09/06/11 Weather Clear and 60's Inspection Proprietary Anchors and Reinforced Concrete Sample(s) . (1) Set of (4) 4x8" Cylinders Seatdo 20225 Cedar Valey Road suite 110 Lynnwood, WA98036 ph 425.7429360 fax 425.745.1737 racoma office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland office 7911 NE 33rd Drive suit 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected proprietary anchor installation of anchor bolts at the Foundation Level, column bases at grids L.9/17 and L.9/19. Per RFI #12, anchor bolts were used instead of cast -in anchors. Anchor bolt product was Hilti KB3, 10" long, 3/4" diameter. RFI #12 and General Note #25 on S1.1, call for Hilti KB -TZ anchors. Informed Wayne Jackson, Abbott. Contractor has already installed KB3 anchors at all column bases on the Foundation Level. Contractor will submit an RFI to the Engineer of Record for resolution. Verified 110 foot- pound installation torque of the (4) anchor bolts at columns L.9/17 and L.9/19. Preliminary approval from Scott Hufford, SSF, for KB3, per Todd Wirtz, Mayes Testing Engineers, Inc. 2. Inspected concrete placement of the slab on grade at the Sprinkler Riser Room, the stairway treads and intermediate lading, Foundation Level, grids 1 -3.5/M -Q; and the column diamond infills at L.9/17 and L.9/19. Reinforcing steel conforms to project documents. Monitored and sampled the placement of (5) cubic yards of Cal -Portland Mix #3100 by crane bucket and wheelbarrow. Consolidation was by mechanical vibrator and hand rodding. Made one set of four 4x8" compression test cylinders. Per S1.1, F'c=3,000 psi at 28 days. Placement was delayed by (2) hours due to ordering error. Preliminary Inspection Anchor bolt product used at Foundation Level column bases were Hilti KB3 anchors instead of specified Hilti KB -TZ anchors. Contractor will submit RFI for resolution per Wayne Jackson, Abbott. Per Todd Wirtz (Mayes Testing Engineers, Inc.), Scott Hufford (SSF) has given preliminary approval for use of KB3 anchors instead of KB -TZ anchors, by phone call. Inspector: Carl Harrington Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 • • I• MAYES TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 030 Date 9/2/2011 Weather Sunny Inspection Welding Sample(s) N/A seam's Office 20225 Cedar VaOey Road Suite 110 Lynrmcod, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Taoxna, WA 98499 ph 253.584.3720 fax 253.584.3707 PordandOffixe 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 At the jobsite in Edmonds, WA, performed visual welding inspections on field weldments of the perimeter single shear clips to beam embed plates at main floor, reference drawing S2.2 and detail 8/S4.1. Field weldments meet AWS D1.1-08 visual acceptance criteria. At the jobsite in Edmonds, WA, inspected field welding of twelve (12) relocated single shear clips at main floor beams due to fabrication errors. Field weldments meet detail 8/S4.01 and AWS D1.1 visual acceptance criteria. Abbott Construction Supt.- Wayne Jackson will get copies.of WABO certification cards for welders. Abbott Construction Supt.- Wayne Jackson has set up special inspection next week for torque inspection of the column anchor bolts prior to concrete infill placements. Regarding the mismatched bolted connections to the south end wall embed plate single shear clips at main floor. Contractor has submitted an RFI to Swenson Say Faget for review and approval for a three -sided weld connection in lieu of bolting. Visually inspected 1/4" sized field weldments to meet AWS D1.1 visual acceptance criteria. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. � Weather Sunny a0eyRoad Structural steel- fabrication (Brooks Steel -Arlington, WA) ____.�..... _ _ ......_._... suite 110 Lynnwood, WA 98036 ph 425.742.9360 fax425.745.1737 Project No. L11186 'Project Holy Rosary Parish (New Parish Hall) cormoffice 10029 S. Taoorna Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taoxna,WA98499 Bldg Dept. City of Edmonds �253.58437o Owner Catholic Archdiocese of Seattle PoartlandOfhce 7911 NE 33rd Drive Architect Sandler Architects suae190 Engineer Swenson Say Faget Engineers Portland, OR 97211 Contractor JR Abbott Construction fa 503.281.X5o32a1.757.7579 Record No. 029 Date 9/2/2011 Weather Sunny Inspection Structural steel- fabrication (Brooks Steel -Arlington, WA) Sample(s) N/A At Brooks Steel in Arlington, WA, performed visual welding inspections on shop weldments to conform with shop drawings and AWS D1.1 for piece marks- 292A, 311A, 293A, 263A, 310A, 280A, 255A, 302A, 200A, 294A, 253A, 305A, 272A, 298A,288A, 301A, 296A, 287A, and 268A. To the best of our knowledge, all items inspected today are in conformance with approved plans • and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYES TESTING ENGINEERS, INC., 8/31/2011 Weather (indoors) ValleyRoad Structural steel- fabrication (Brooks Steel- Arlington, WA) 111111111111ia x-•--__..-___..._._-__.._ Suite 110 Lynnwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosa ryParish (New Parish Hall) racorm Office 10029 S. Ta coma Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Tacor»a,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PardandOfice 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Portand, OR 97211 Contractor JR Abbott Construction ph 15 fax 503.281.7 7 fax 503.281.7579 Record No. 028 Date 8/31/2011 Weather (indoors) Inspection Structural steel- fabrication (Brooks Steel- Arlington, WA) Sample(s) N/A Visually inspected shop weldments to conform with shop drawings and AWS D1.1 for the column piece marks 3A, 77A, 29A, 17A, 15A, 27A, 33A and 52A. Visually inspected shop weldments to conform with shop drawings and AWS D1.1 for the beam • piece marks 200A, 176A, 132A, 207A, 130A, 264A, 312A, 187A, 170A, 171 A, 181 A, 137A, 146A, 139A, 259A, 263A, 315A, 250A, 297A and 300A. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC Lynnwood 20225 Cedar Valley Road • Suite 110 Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 09/07/11 Edmonds, WA Sample Set ID: 275967 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 66°F Weather: Overcast Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 434161 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual I Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 469.0 lbs 1,891.0 lbs 1,442.0 lbs 177.0 lbs Sample Temp. Initial Storage Temp. Air Content (ASTM C1064) (ASTM C31) (ASTM C231) • 75°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (f'c) 0.377 5" 08/10/11 4000 psi @ 28 days Placement Location and Notes: Pylon pier; remainder of wall footing on grid 3.5 from F to G; SW corner stair walls to bottom of stair landing and cantilevered slab on grade. Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Kane, J. jMM� �"> vy�- �%✓L_ 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 1050-1C, 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 08/09/11 0015 7683 08/16/11 F7 x 8 4 52220 4.00 12.57 4160 T e 1 08/09/11 0015 7684 09/06/1128 4 x 8 69080 4.00 112.57 5500 T e 2 ` 08/09/11 0015 7685 09/06/11 28 4 x 8 73760 4.00 12.57 5870 T e 3 08/09/11 0015 7686 09/06/11 28 4 x 8 71560 4.00 12.57 5690 T e 2 Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Kane, J. jMM� �"> vy�- �%✓L_ 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 1050-1C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 -"recording field temperature" MAYES TESTING ENGINEERS, INC. =�Va5eyRoad Surtello Lynrrnvocf, WA98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) TacorraOffice 10029 S. Taooma Way Address 760 Aloha Street, Edmonds, WA 5t,teE-2 Permit No. BLD20100013 Tacoma, WA 98499 Bldg Dept. City of Edmonds ph 20 fax 253.584.3707 Owner Catholic Archdiocese of Seattle P'0 ardOffice 7911 NE 33rd Drive Architect Sandler Architects Suita190 Engineer Swenson Say Faget Engineers Pordand, OR 97211 Contractor JR Abbott Construction ph 503.281. 7515 fax 503281.757.757 9 Record No. 027 Date 8/30/2011 Weather (indoors) Inspection Structural steel- fabrication (VT at Brooks Steel -Arlington, WA) Sample(s) N/A Visually inspected shop weldments to conform with shop drawings and AWS D1.1 for the column piece marks 15A, 3A, 56A, 25A, 32A, and 33A. Visually inspected shop weldments to conform with shop drawings and AWS D1.1 for the beam piece marks 130A, 205A, 111A, 132A, 208A, 201A, and 178A. • To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager C� Page 1 of 1 • C7 • MAYES TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 026 Date 8/29/2011 Weather (indoors) Inspection Structural steel- fabrication (Brooks Steel -Arlington, WA) Sample(s) N/A seatde Office 20225 cedar VaOey Road Suit 110 L"mood, WA 98036 ph 425.742.9360 fax425.745.1737 Tacoma Office 10029 S. Taoo na Way Suite E-2 Taman, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 Visually inspected shop weldments to meet shop drawings and AWS D1.1 code for the following column piece makes: 83A, 21A, 82A, 84A, 5A, 23A, 20A, 11A, 2- 13A's, 80A, 60A, 22A, 81A, 6A, 78A, 79A, 16A, 61A, 2- 9A's, 71A, 73A, 57A, 58A, 3-2A's, 92A, 46A, 59A, 55A, 87A, 62A, 68A, 2- 1 A's, 69A, 2-44A's, 54A, 58A, 86A, 28A, 59A, 4A, 3A, 72A, 30A, 90A, 91 A, 10A, 95A, 43A, 7A, 94A, 49A, 4A, 16A, 47A, 48A, 85A, 64A, and 26A. Visually inspected shop weldments to meet shop drawings and AWS D1.1 for the following beam piece marks: 202A, 212A, 105A, 204a, 125A, 127A, 147A, 129A, 128A, 172A, 109A, 119A, 140A, 206A, 143A, 142A, 166A, 107A, 161A, 167A, 165A, 136A, 135A, and 188A. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. =� Weather Sunny ale y Road Structural steel- fabrication (Brooks Welding -Arlington, WA) -- SLB 110 _-_ Lynnwood, WA 98036 • ph 425.742.9360 fax425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) racomaor 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taoom, WA 98499 Bldg Dept. City of Edmonds fax 2253.5B4.3720 5.3 8 370 Owner Catholic Archdiocese of Seattle Porgand016ce 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Pordand, OR 97211 Contractor JR Abbott Construction ph 503.281. fax 503281.. 515 7579 Record No. 025 Date 8/26/2011 Weather Sunny Inspection Structural steel- fabrication (Brooks Welding -Arlington, WA) Sample(s) N/A Visually inspected shop weldments at the all -threads, single shear clips, and base connections for column and beam members to be in accordance with shop drawings and per AWS D1.1-08 code. The following piece makes were inspected this visit: Beams 161 A, 152A, 134A, 166A, 164A, 159A, 202A, 121A, 167A, 165A, 186A, 229A, 105A, and Columns 44A, 53A, 36A, and 61A. • To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYES TESTING ENGINEERS, INC. =� ale,,,Ricad Suite 110 Lynnwood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacornaofoe 10029S.TammaWay Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taooma,WA%499 Bldg Dept. Cit of Edmonds 2-553.584.3720 W 253.584.3707 Owner Catholic Archdiocese of Seattle PadandOlfice 7911 NE 33rd Drive Architect Sandler Architects Suae190 Engineer Swenson Say Faget Engineers Poniand,OR97211 Contractor JR Abbott Construction ph 503.281. fax 503281..515 7579 Record No. 026 Date 8/29/2011 Weather (indoors) Inspection Structural steel- fabrication (Brooks Steel -Arlington, WA) Sample(s) N/A Visually inspected shop weldments to meet shop drawings and AWS D1.1 code for the following column piece makes: 83A, 21A, 82A, 84A, 5A, 23A, 20A, 11A, 2- 13A's, 80A, 60A, 22A, 81A, 6A, 78A, 79A, 16A, 61A, 2- 9A's, 71A, 73A, 57A, 58A, 3-2A's, 92A, 46A, 59A, 55A, 87A, 62A, 68A, 2- 1 A's, 69A, 2-44A's, 54A, 58A, 86A, 28A, 59A, 4A, 3A, 72A, 30A, 90A, 91 A, 10A, 95A, 43A, 7A, 94A, 49A, 4A, 16A, 47A, 48A, 85A, 64A, and 26A. • Visually inspected shop weldments to meet shop drawings and AWS D1.1 for the following beam piece marks: 202A, 212A, 105A, 204a, 125A, 127A, 147A, 129A, 128A, 172A, 109A, 119A, 140A, 206A, 143A, 142A, 166A, 107A, 161A, 167A, 165A, 136A, 135A, and 188A. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: 77-s -^� Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYESTESTING ENGINEERS, INC • CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 63°F Weather: Clear Product: Concrete Supplier: Cal -Portland Batch Plant Location: Everett, 261 Ticket Number: 448314 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 09/14/11 Sample Set ID: 276244 Permit # (s): BLD20100013 ActualMix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 470.0 lbs 1,904.0 lbs . 1,470.0 lbs 197.0 lbs Remarks: Technician(s): Harrington, C. Tested by: Kane, J. 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" Sample Temp. Initial Storage Temp. Air Content (ASTM C31, C39, C617, C1231, (ASTM C1064) (ASTM C31) (ASTM C231) Lab # NR Size (in) •72°F Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.419 4.5" 09/07/11 3000 psi @ 28 days Placement Location and Notes: 09/06/11 0018 Slab on grade, sprinkler riser room, and stairway treads and intermediate landing, grids 1 -3.5/M -Q; and column diamond infills, foundation level, L.9/17 and L.9/19. 5 cubic yards. Sampled time: 10:50AM. Remarks: Technician(s): Harrington, C. Tested by: Kane, J. 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 09/06/11 0018 8856 09/13/11 07 4 x 8 43700 4.00 12.57 3480 T e 2 09/06/11 0018 8857 10/04/11 28 4 x 8 0 0.00 0.00 Q NA 09/06/11 0018 8858 10/04/11 28 I4 x 8 0 0.00 0.00 Q NA 09/06/11 0018 8859 10/04/1128 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Harrington, C. Tested by: Kane, J. 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" From: Scott Hufford [shufford@swensonsayfaget.com] Sent: Thursday, September 08, 2011 8:17 AM • Todd Wirtz 'Andrew Wisdom'; 'Wayne Jackson' ject: RE: Column base plate anchors (KB3's), Welding single shear clips Todd, The two items noted below are structurally acceptable. Thanks, Scott Scott K. Hufford, PE, SF_ SSF 206.443.6212 From: Todd Wirtz[mailto:TWirtz@MAYESTESTING.com] Sent: Tuesday, September 06, 2011 10:08 AM To: Scott Hufford Subject: Column base plate anchors (K63's), Welding single shear clips Scott, (1). The contractor used Hilti KB3 expansion anchors instead of KB -TZ at the column base plate anchors. Anchors are being torqued at 110 foot lbs today for concrete infills beneath the CMU walls. Please email back with approval. (2). In talking with Wayne, the south side main floor beam embed single shear clips had to be field welded' on three sides to the webs in leiu of bolting, due to wall location. Weld sizes are 1/4" and meet AWS D1.1 visual acceptance criteria. Please email Iv with approval. Todd A. Wirtz Senior Project Manager/ WABO Field Supervisor 206-355-7354 • file:///Cl/Documents%20and%20Settings/GNoyes/My%20Documents/LI I186_attach.034.htm[9/12/2011 12:51:13 PM] MAYES TESTING. ENGINEERS, INC. Sea Weather Sunny Inspection Proprietary Anchors Sample(s) Suite 110 Lynrivyoad, WA 98036 •_ ph 425.7429360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) ram office 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA SuiheE-2 Permit No. BLD20100013 TacornaWAW99 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PordardO • 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Poruar,d,OR97211 Contractor JR Abbott Construction ph 503.281.7515 fax 503.281.7579 Record No. 022 Date 08/15/11 Weather Sunny Inspection Proprietary Anchors Sample(s) N/A Observed epoxy dowel installation into foundation walls for slab on grade on Grids B-18 to 21, 21- B to S, S-5 to 21, #4 with 4" embedment, as per 5/S3.2 and RFI #12. Used Hilti HIT -RE -500 -SD adhesives as per Note 26 on S1.1. To the best of our knowledge, all items inspected today are in conformance with approved plans . and specifications. Inspector: Dave Bale Reviewed By: Timothy G. Beckerle, P.E. Branch Manager C7 Page 1 of 1 MAYESTESTING ENGINEERS INC Lynnwood , 20225 Cedar Valley Road Suite 110 • _ __ _ Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project -No: L11186 Site Address: 760 Aloha Street Issued on: 08/11/11 Edmonds, WA Sample Set ID: 275719 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Contractor: Swenson Say Faget Engineers JR Abbott Construction COMPRESSION TEST RESULTS FIELD DATA C1231, C780, C109, C1019 orAASHTO T22 when applicable) ASTM C31 and C172 Lab # Date Tested Age Air Temperature: 72°F Actual Mix Proportions: Type of Fracture 07/13/11 0008 Weather: Clear Ingredient Weight (per cu.yd) Product: Concrete T e 5 07/13/11 0008 6650 08/10/11 Supplier: Cal -Portland 4.02 Cement --Type I & II 484.0 lbs 07/13/11 0008 6651 08/10/1128 Coarse Aggregate 3/4" 1,896.0 lbs Batch Plant Location: 5340 T e 5 Fine Aggregate 1,458.0 lbs Ticket Number: N/A 4.02 Water 208.0 lbs MixDesign ID: 3100 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1 (ASTM C31) (ASTM C231) • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (fc) 0.430 4.5" 07/14/11 4000 psi @ 28 days Placement Location and Notes: Column spread footings at grids K/17, P/17, L.8/19 and P/19. Remarks: Technician(s): Evans, 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 orAASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/13/11 0008 .6649 07/20/1170 4 x 8 46670 4.01 12.63 3700 T e 5 07/13/11 0008 6650 08/10/11 28 4 x 8 68170 4.02 12.69 5370 T e 4 07/13/11 0008 6651 08/10/1128 4 x 8 67750 4.02 12.69 5340 T e 5 07/13/11 0008 6652 08/10/1128 4 x 8 66340 4.02 12.69 5230 Type 1 Remarks: Technician(s): Evans, 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 MAYES .TESTING ENGINEERS, INC 2 225 CedaardValley Road Suite 110 • _ Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 08/15/11 Edmonds, WA Sample Set ID: 275749 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 79°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: lbs Ticket Number: 422364 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Design Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Sample Temp. Initial Storage Temp. Entrained Air (ASTM C 1064) (ASTM C31) (ASTM C231) • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (f'c) 0 Weight (per cu.yd) 470.0 lbs 1,900.0 lbs 1,450.0 lbs 267.0 lbs 0.568 14.75" 07/18/11 4000 psi @ 28 days Placement Location and Notes: Column spread footing at gridlines L/1.5. 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 07/15/11 0009 6768 07/22/11 0 4 x 8 44470 4.02 12.69 3500 T e l 07/15/11 0009 6769 08/12/1128 4 x 8 63790 4.00 12.57 5080 T e 4 " 07/15/11 0009 6770 08/12/11 28 4 x 8 66130 4.00 12.57 5260 T e 4 " 07/15/11 0009 6771 08/12/11 28 1 68050 4.02 12.69 5360 Type 5 " Remarks: - Technician(s): Evans, 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 1050-1C, 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: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 66°F Weather: Overcast Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 434161 MixDesign ID.: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 08/17/11 Sample Set ID: 275967 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 469.0 lbs 1,891.0 lbs 1,442.0 lbs 177.0 lbs Sample Temp. Initial Storage Temp. 11 Entrained Air (ASTM C1 (ASTM C31) (ASTM C231) • 75°F NR % Water/Cement Ratio: Slump (ASTM C143) [Samples) Recd: Required Strength: (f'c) 0.377 5" 08/10/11 4000 psi @ 28 days Placement Location and Notes: Pylon pier; remainder of wall footing on grid 3.5 from F to G; SW corner stair walls to bottom of stair landing and cantilevered slab on grade. Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Cook, B. Yt�� 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 08/09/11 0015 7683 08/16/11 04 x 8 52220 4.00 12.57 4160 T pe 1 " 08/09/11 0015 7684 09/06/11 28 4 x 8 F_ F 0.00 I- NA 08/09/11 0015 7685 09/06/11 28 4 x 8 0 0.00 0.00 Q NA 08/09/11 0015 7686 09/06/11 —2811 4 x 81 0F 0.00 0.00 Q NA Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Cook, B. Yt�� 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 COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) ynnwo z 225 CedardVallev Road 07/19/11 0011 - -- ---- 07/26/11 Suite 110 Lynnwood WA 98036 • 51840 4.00 12.57 ph 425.742.9360 T e t CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 08/17/11 6840 Edmonds, WA Sample Set ID: 275765 Client: JR Abbott Construction Permit # (s): BLD20100013 T e 2 Engineer: Swenson Say Faget Engineers F 28 Contractor: JR Abbott Construction 12.57 5940 Type 2 FIELD DATA ASTM C31 and C172 Air Temperature: 63°F Design Mix Proportions: Weather: Cloudy Ingredient Weight (per cu.yd) Product: Concrete Supplier: Cal -Portland Cement --Type II 470.0 lbs Coarse Aggregate 3/4" 1,900.0 lbs Batch Plant Location: 261 Fine Aggregate 1,450.0 lbs Ticket Number: 423710 Water 260.0 lbs MixDesign ID: 3100 Sample Temp. i Initial Storage Temp. Entrained Air (ASTM C1064) i (ASTM C31) (ASTM C231) • 72°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s).Rec'd: Required Strength: (f'c) 0.553 4.5" 07/20/11 4000 psi @ 28 days Placement Location and Notes: Spot/column footings at gridlines N.5/8, N.5/10.8, L.8/14, L.8/17 & H/14. Approximately 9 cubic yards placed. 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/19/11 0011 6838 07/26/11 0 4 x 8 51840 4.00 12.57 4130 T e t 07/19/11 0011 6839 08/16/11 28 .4 x 8 72470 4.01 12.63 5740 T e 4 ` 07/19/11 0011 6840 08/16/11 28 4 x 8 72600 4.00 12.57 5780 T e 2 07/19/11 0011 6841 F 28 4 x 8 74630 4.00 12.57 5940 Type 2 Remarks: Technician(s): Evans, 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" • MAYES TEST/NG ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 021 Date 8/12/2011 Weather Clear Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders seam office 20225 Cedar Valley Road Suite 110 Lynnwood, WA 98036 ph 425.742.9360 tx 425.745.1737 racoma office 10029 S. Taooma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 PorflandOfice 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 On site to inspect reinforcing steel for walls supporting the stairs at grids P to Q/1 to 2 from top of footing to level 2 as per 4, 8/S3.3. Inspected reinforcing for 8" concrete wall at grids E to G/3 from top of footing to plus 5 ft, as per 3/S3.2 and general structural notes. Reinforcing steel inspected for size, grade, spacing, clearances, and cleanliness. Monitored, sampled, and tested 5.5 cubic yards of CalPortland mix # 3100 placed in above- mentioned walls. Concrete placed by bucket and mechanically consolidated. Made (4) 4x8" cylinders for strength testing. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Beorn Edmonds Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 M/QYE TESTING ENGINEERS, INC. Office 205c VaL-yRoad _.. _._. RR u� V Suie 110 Lynnwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Hol Rosary Parish (New Parish Hall) Tacam IOMS.Taw a Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Tacm-o,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PardandOKice 7911 NE 33rd Drive Architect Sandler Architects Sr,ae190 Engineer Swenson Say Faget Engineers POU)d, OR 97211 Contractor JR Abbott Construction 7515 px503.21..757 fax 503.281.7579 Record No. 020 Date 8/9/2011 Weather Overcast Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Verified reinforcing steel placement for the remainder of the wall footing on grid 3'5 from F to,G to be in accordance with S2.1 and note 22/S1.1. Verified reinforcing steel placement for the pylon pier per S2.1 and per details 6 and 10/S3.2, and the lower roof embed plates per S2.3 and per detail 5/S4.6 after the missing (3) #5 continuous • horizontal bars at embed plates were installed. Verified reinforcing steel placement for the southwest corner stair walls to bottom of stair.landing and cantilevered slab -on -grade elevations to be in accordance with S2.1, S2.2, and details 3, 7, 8, and 12/S3.3. Observed satisfactory pump placing and mechanical consolidation of (20) cubic yards of CalPortland concrete mix #3100, 4,000 Fc at the above noted locations. Slump was 5". Sample temperature was 75°F. One set of (4) 4x8" lab cure test specimens were made for compressive strength analysis. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager r� U Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 74'F Weather: Clear Product: Concrete Supplier: Cal -Portland Batch Plant Location: lbs Ticket Number: 420623 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 08/10/11 Sample Set ID: 275712 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 473.0 lbs 1,882.0 lbs 1,456.0 lbs 205.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231•) • 78°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (f'c) 0.433 4" 07/13/11 4000 psi @ 28 days Placement Location and Notes: Spread footings on foundation level at gridlines F/16-17, H/18.5 and H/19. Sampled at 9 of 9 cubic yards placed. 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/12/11 0007 6621 07/19/11 0 4 x 8 55060 4.01' 12.63 4360 T e 3 ' 07/12/11 0007 6622 08/09/11 28 4 x 8 75320 4.00 12.57 5990 T e 4 ' 07/12/11 0007 6623 08/09/11 28 4 x 8 73040 4.00 12.57 5810 T e 1 ' 07/12/11 0007 6624 08/09/11284 x 8 74290 4.00 12.57 5910 Type 1 ' Remarks: Technician(s): Sisson, I. Reviewed by: Tested by: Cook, B. 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 Project Name: Site Address: CONCRETE LABORATORY TEST REPORT Holy Rosary Parish (New Parish Hall) Project No: 760 Aloha Street Edmonds, WA Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L11186 Issued on: 08/09/11 Sample Set ID: 275894 Client: Engineer: Contractor: JR Abbott Construction Swenson Say Faget Engineers JR Abbott Construction Permit # (s): BLD20100013 FIELD DATA C1231, C780, C109, C1019 or AASHTO T22 ASTM C31 and C172 Date Made Sample # Air Temperature: 67°F Actual Mix Proportions: Load (Ibs) Dia (in) Weather: Clear Ingredient Weight (per cu.yd) Product: Concrete 42210 4.00 12.57 Supplier: Cal -Portland Cement --Type I & II 472.0 lbs 4 x 8 0 0.00 Coarse Aggregate 3/4" 1,900.0 lbs Batch Plant Location: 261 Fine Aggregate 1,512.0 lbs Ticket Number: 430066 Water 171.0 lbs MixDesign ID: 3100 4 x 8 0 0.00 Sample Temp. [initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 72°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.362 4.25" 08/02/11 4000 psi @ 28 days Placement Location and Notes: Walls from top of footing to top of wall at grid lines H -K.4/2-3.3, C -D.3/3-4, 2/Q -P, 13/Q -R, 6/Q -R; walls from top of footing to approximately 16" above footing at grid lines L11-3 and P/1-3; walls from top of footing to 42" above footing at grid lines C.5/3.3-5 and 3.3/D.3 -F. Sampled at 18 of 27.5 yards total at second lift of wall members. Remarks: Technician(s): Graham, K. Tested by: Cook, B. Reviewed by: Timothy G. Beckerle, P.E. Notes: Branch Manager 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 08/01/11 0014 7379 08/08/11 07 4 x 8 42210 4.00 12.57 3360 Type 5 08/01/110014 7380 08/29/11 28 4 x 8 0 0.00 0.00 Q NA 08/01/11 0014 7381 08/29/11 28 4 x 8 0 0.00 0.00 Q NA 08/01/11 0014 7382 08/29/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Graham, K. Tested by: Cook, B. Reviewed by: Timothy G. Beckerle, P.E. Notes: Branch Manager 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: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 65°F Weather: Overcast . Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 419378 MixDesign ID: 3100 Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 08/08/11 Sample Set ID: 275681 Permit # (s): BLD20100013 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient Cement --Type II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 471.0 Sample Temp. Initial Storage Temp. Entrained Air 1,454.0 lbs (ASTM C1064) (ASTM C31) (ASTM C231) 4010 • 71°F NR % 08/05/11F-281 Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (ft) 0.429 4.5" 07/11/11 4000 psi @ 28 days Placement Location and Notes: 28 4 x 8 Footings at F/7, F/11, F/9, C/9, C/19 and C/13.5 to 16. Sampled at 5 of 17 yards placed. Weight (per cu.yd) 471.0 lbs 1,887.0 lbs 1,454.0 lbs 202.0 lbs 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/08/11 0005 6484 07/15/11 07 4 x 8 50900 4.02 12.69 4010 T e 5 ` 07/08/11 0005 6485 08/05/11F-281 12.57 5320 T e 4 07/08/11 0005 6486 08/05/11 28 4 x 8 65760 4.00 12.57 5230 T e 2 ` 07/08/11 0005 6487 08/05/1128 4 x 8 65410 4.01 12.63 5180 Type 4 ` Remarks: Technician(s): Cook, B. Reviewed by: Tested by: Cook, B. 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" ynn MAYESTESTING ENGINEERS, INC 20225 W dadValley Road Suite 110 • - Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 08/09/11 Edmonds, WA Sample Set ID: 275694 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 70°F • Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: Everett Ticket Number: 419972 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient Weight (per cu.yd) Cement --Type II 468.0 lbs Coarse Aggregate 3/4" 1,901.0 lbs Fine Aggregate 1,443.0 lbs Water 207.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 74°F NR % Water/CementRatio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.442 4.5" 07/12/11 4000 psi @ 28 days Placement Location and Notes: 11 8" wall at R/3.5 to 6.5; 10" wall at R/14.5 to 18.8; 10" wall coner at Q to R from 20 to 21. Sampled at 5 of 24 yards placed. Remarks: Technician(s): Cook, B. Reviewed by: Tested by: Cook, 'B. 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, 6-780, 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 orAASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/11 /11 0006 6542 07/18/11 0 4 x 8 49870 4.00 12.57 3970 T e 2 07/11 /11 0006 6543 08/08/11 28 4 x 8 64190 4.00 12.57 5110 T e 4 07/11 /11 0006 6544 08/08/1128 4 x 8 67510 4.00 12.57 5370 T e 1 07/11/11 0006 6545 08/08/11 28 4 x 8 68390 4.00 12.57 5440 T e 1 Remarks: Technician(s): Cook, B. Reviewed by: Tested by: Cook, 'B. 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, 6-780, A MTE 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" MAYES TESTING ENGINEERS, INC. �c,� alleyRoad Suite 110 • _ . __ _ -_-- Ly y mood, WA 98036 ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacoma offxm 10029S.TaomaWay Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Tamm,WA98499 Bldg Dept. City of Edmonds h25.58 3707 Owner Catholic Archdiocese of Seattle FbrdandOflrce 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Port -M, OR 97211 Contractor JR Abbott Construction ph 7515 fax 503281.7579 Record No. 019 Date 8/1/11 Weather Clear Inspection Reinforced Concrete Sample(s) (4) 4"x8" Cylinders Observed placement of 27.5 cubic yards of Cal -Portland mix #3100 for walls, from foundation footing to top of wall, at the following locations: • Elevator walls at grids H -K.4/2-3.3. • Walls at grids C -D.3/3-4. • Wall base from footing to approximately 16" above footing at grids L/1-3 and P/1-3. • Walls from footing to approximately 42" above footing at grids C.5/3.3-5 and 3.3/D.3 -F. Reinforcing steel was verified for size, grade, placement, lap and clearance. Embedded items (anchor bolts and embed plates) were verified for size, number and clearance. Concrete was placed by pump and mechanically consolidated. Cast (4)'4"x8" concrete cylinders for 4000 psi compliance testing. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Kevin Graham Reviewed By: 0 Kevin Graham Senior Project Manager Page 1 of 1 MAYESTESTING ENGINEERS, INC 2 225 Cedar Valley Road Suite 110 • Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/21/11 Edmonds, WA Sample Set ID: 275719 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 72°F Weather: Clear Product: Concrete Supplier: Cal -Portland Batch Plant Location: NR Ticket Number: N/A MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual 11Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (ft) 0.430 4.5" 07/14/11 4000 psi @ 28 days Placement Location and Notes: 08/10/1128 Column spread footings at grids K/17, P/17, L.8/19 and P/19. Weight (per cu.yd) 484.0 lbs 1,896.0 lbs 1,458.0 lbs 208.0 lbs 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 07/13/11 0008 6649 07/20/11 F7 4 x 8 46670 4.01 12.63 3700 T pe 5 07/13/11 0008 6650 08/10/1128 4 x 8 0 0.00 0.00 Q NA 07/13/11 0008 6651 08/10/1128 4 x 8 0 0.00 0.00 Q NA 07/13/11 0008 6652 08/10/11 28 I 0.00 I0.00 Q NA Remarks: Technician(s): Evans, D. Reviewed by: Tested by: Mattox, M. 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 Lynnwood Cedar � 20225 Cedar Valley Road Suite 110 is. Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 08/01/11 Edmonds, WA Sample Set ID: 275803 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 63°F Weather: Overcast Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 426009 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient Weight (per cu.yd) Cement --Type I & II 474.0 lbs Coarse Aggregate 3/4" 1,889.0 Ibs Fine Aggregate 1,459.0 lbs Water 204.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 74°F. NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.430 5" 07/25/11 4000 psi @ 28 days Placement Location and Notes: Spread footings at gridlines F.5/5, G/6.9 and 11. Sampled at 9 of 9 yards total. Remarks: Technician(s): Graham, K. Reviewed by::�<.. Tested by: Harrington, C. Kevin Graham Senior Project'Manager i •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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/22/11 0013 6996 07/29/11 0 4 x 8 48280 4.01 12.63 3820 T e y 07/22/11 0013 6997 08/19/11 28 4 x 8 0 0.00 0.00 Q NA 07/22/11 0013 6998 08/19/11 28 4 x 8 0 0.00 0.00 Q NA 07/22/11 0013 6999 08/19/11 28 4 x 8 0 0.00 0.00 ' Q NA Remarks: Technician(s): Graham, K. Reviewed by::�<.. Tested by: Harrington, C. Kevin Graham Senior Project'Manager i •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: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction. Air Temperature: 65°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number : 417463 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 08/03/11 Sample Set ID: 275646 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Weight (per cu.yd) Cement --Type I & II 476.0 lbs Coarse Aggregate 3/4" 1,900.0 lbs Fine Aggregate 1,458.0 lbs Water 210.0 lbs 0.441 4.75" 07/06/11 4000 psi @ 28 days Placement Location and Notes: Full -height foundation walls at Q -line from 19 to 20 less returns; 21 -line from H to Q less.returns; F -line return from . F/20 to 21; B-line returnat B/21; 18 -line return at B/18; and B-line low foundation wall, reference 3/S3.2; and wall footing section from C/5 around to F/5. 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 07/05/11 0004 6335 07/12/11 F 4 x 8 11 48870 4.00 12.57 3890 NA 07/05/11 0004 6336 08/02/11 28 4 x 8 63210 3.99 12.50 5060 T e 5 ' 07/05/11 0004 6337 08/02/11F-2871 4 x 8 1 F62530 I F 4.00 F12.57 1 F 4980 Type 5 07/05/11 .0004 6338 08/02/11 28 I4 x 8 64310 4.00 12.57 5120 T e 3 ' Remarks: Technician(s): Wirtz, T. Tested by: Mattox, M. 1 Reviewed by:'. �. Kevin Graham Senior Project 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" Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 73°F NR % Water/Cement Ratio: Slump (ASTM C143)Samples) Rec'd: Required Strength: (f'c) 0.441 4.75" 07/06/11 4000 psi @ 28 days Placement Location and Notes: Full -height foundation walls at Q -line from 19 to 20 less returns; 21 -line from H to Q less.returns; F -line return from . F/20 to 21; B-line returnat B/21; 18 -line return at B/18; and B-line low foundation wall, reference 3/S3.2; and wall footing section from C/5 around to F/5. 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 07/05/11 0004 6335 07/12/11 F 4 x 8 11 48870 4.00 12.57 3890 NA 07/05/11 0004 6336 08/02/11 28 4 x 8 63210 3.99 12.50 5060 T e 5 ' 07/05/11 0004 6337 08/02/11F-2871 4 x 8 1 F62530 I F 4.00 F12.57 1 F 4980 Type 5 07/05/11 .0004 6338 08/02/11 28 I4 x 8 64310 4.00 12.57 5120 T e 3 ' Remarks: Technician(s): Wirtz, T. Tested by: Mattox, M. 1 Reviewed by:'. �. Kevin Graham Senior Project 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� 2INC 2ynmvood 0225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/28/11 Edmonds, WA Sample Set ID: 275765 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 63°F Weather: Cloudy Product: Concrete Supplier: Cal -Portland Batch Plant. Location: 261 Ticket Number: 423710 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 REVISED-_-, 6:26 am, Jul 28, 2011 Design Mix Proportions: Ingredient Cement --Type II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 470.0 lbs 1,900.0 lbs 1,450.0 lbs 260.0 lbs Date Made Sample # Sample Temp. Initial Storage Temp. Entrained Air 07/26/11 0 4 x 8 (ASTM C1064) (ASTM C31) (ASTM C231) 6839 • 72°F NR % Water/Cement Ratio: Slump (ASTM C143) le(s) Recd: Required Strength: (fc) 0.553 4.5" 07/20/11 4000 psi @ 28 days Placement Location and Notes- 6841 Spot/column footings at gridlines N.5/8, N.5/10.8, L.8/14, L.8/17 & H/14. Approximately 9 cubic yards placed. 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 07/19/11 0011 6838 07/26/11 0 4 x 8 51840 4.00 12.57 4130 T e t 07/19/11 0011 6839 08/16/11 28 4 x 8 0 0.00 0.00 Q NA 07/19/11 0011 6840 08/16/11 28 4 x 8 0 0.00 0.00 Q NA 07/19/11 0011 6841 08/16/11 28 I4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Evans, D. Tested by: Kane, J. Reviewed by: ; Kevin Graham Senior Project 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 Lynnwood 2Cedar � 20225 Cedar Valley Road Suite 110 w _ Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/28/11 Edmonds, WA Sample Set ID: 275779 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 64°F Weather: Cloudy Product: Concrete Supplier: Cal -Portland Batch Plant Location: Kenmore, 260 Ticket Number: 424495 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient ASTM #57 Cement --Type I & II Fine Aggregate Water Weight (per.cu.yd) 1,899.0 lbs 474.0 lbs 1,456.0 lbs 224.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 75°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (fc) 0.473 4" 07/21/11 4000 psi @ 28 days Placement Location and Notes: Lower level foundation column spread footings. Type "A" at K/5; Type "B" at L.2/7, L.2/9, L.2/10.8 & K/13. 10 cubic yards placed . Sample time: 1:OOPM. 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 07/20/11 0012 6894 07/27/11 0 4 x 8 59950 4.00 12.57 4770 T e 1 * 07/20/11 0012 6895 08/17/1128 4 x 8 0 0.00 0.00 Q NA 07/20/11 0012 6896 08/17/1128 4 x 8 0 0.00 0.00 Q NA 07/20/11 0012 6897 08/17/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Harrington, C. Reviewed by:= ^- Tested by: Cook, B. Kevin Graham Senior Project 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 1050-1C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" ynnwo MAYESTESTING ENGINEERS,. INC 2 225 Ceda � alley Road Suite 110 �.... Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 . Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/27/11 Edmonds, WA Sample Set ID: 275765 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: OF Weather: Cloudy Product: Concrete Supplier: Cal -Portland Batch Plant Location: lbs Ticket Number: N/A MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Design Mix Proportions: Ingredient Cement= -Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 470.0 lbs 1,900.0 lbs 1,450.0 lbs 260.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) •OF NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (ft) 0.553 NR 07/20/11 4000 psi @ 28 days Placement Location and Notes: Spot/column footings at gridlines N.5/8, N.5/10.8, L.8/14, L.8/17 & H/14. Approximately 10 cubic yards placed. 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 07/19/11 0011 6838 07/26/11 0 4 x 8 51840 4.00 12.57 4130 T e t 07/19/11 0011 6839 08/16/11 �28 I4 x 8 0 0.00 0.00 Q NA 07/19/11 0011 6840 08/16/1128 4 x 8 0 0.00 0.00 Q NA 07/19/11 0011 6841 08/16/11284 x 8 0 0.00 0.00 NA Remarks: Technician(s): Evans, D. Tested by: Kane, J. 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" r Ll MAYESTESTING ENGINEERS, INC Project Name Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY. TEST REPORT Holy Rosary Parish (New Parish Hall) Project No 760 Aloha Street Edmonds, WA JR Abbott Construction Swenson Say Faget Engineers JR Abbott Construction Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L11186 Issued on: 07/27/11 Sample Set ID: 275595 Permit # (s): BLD20100013 MixDesign ID: 3100 FIELD DATA Sample Temp. Initial Storage Temp. Entrained Air ASTM C31 and C172 (ASTM C 1064) (ASTM C31) -- Air Temperature: 60°F Actual Mix Proportions: NR % Weather: Cloudy Water/Cement Ratio: Ingredient Weight (per cu.yd) Product: Concrete 0.487 4.25" 06/29/11 4000 psi @ 28 days Supplier: Cal -Portland Cement --Type I & II 470.0 lbs B-line from 15 to 18; 10" wide foundation wall section on 20 -line from F to G; 8" wide foundation wall section on B-line from 6.5 to 9. Coarse Aggregate 3/4" 1,888.0 lbs Batch Plant Location: 261 Fine Aggregate 1,448.0 lbs Ticket Number: 415242 Age Size (in) Load (lbs) Water 229.0 lbs MixDesign ID: 3100 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C 1064) (ASTM C31) -- (ASTM C231) • 70°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.487 4.25" 06/29/11 4000 psi @ 28 days Placement Location and Notes: 10" wide foundation retaining wall section along B-line from 15 to 18; 10" wide foundation wall section on 20 -line from F to G; 8" wide foundation wall section on B-line from 6.5 to 9. 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 06/28/11 0003 612407/05/11 04 x 8 47950 4.00 12.57 3820 T e o 06/28/11 0003 6125 07/26/1128 F 69140 4.00 12.57 5500 T e 2 06/28/11 0003 6126 07/26/11 28 4 x 8 67300 4.00 12.57 5360 T e 5 06/28/11 F -28-1I 5310 T e 2 Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Kane, J. %—� 1-2 v� 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 Is 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 Lynnwood 2Cedar � 20225 Cedar Valley Road Suite 110 • __ Lynnwood W 98036 ph 425.742.. 9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/21/11 Edmonds, WA Sample Set ID: 275719 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Contractor: Swenson Say Faget Engineers JR Abbott Construction COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, FIELD DATA C1019 or AASHTO T22 when applicable) Date Made Sample # Lab # ASTM C31 and C172 Size (in) Load (lbs) Dia (in) Area Air Temperature: 72°F Actual Mix Proportions: 4 x 8 46670 4.01 Weather: Clear 07/13/11 0008 Ingredient Weight (per cu.yd) Product: Concrete Q NA 07/13/11 0008 6651 08/10/1128 4 x 8 0 0.00 0.00 Cement --Type I & II 484.0 lbs Supplier: Cal -Portland 0 0.00 Coarse Aggregate 3/4" 1,896.0 lbs Batch Plant Location: Fine Aggregate 1,458.0 lbs Ticket Number: N/A Water 208.0 lbs MixDesign ID: 3100 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Samples) Recd: I Required Strength: (fc) 0.430 4.5" 07/14/11 4000 psi @ 28 days Placement Location and Notes: Column spread footings at grids K/17, P/17, L.8/19 and P/19. Remarks: Technician(s): Evans, D. Tested by: Mattox, M. 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 1050-1C, 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/13/11 0008 6649 07/20/11 0 4 x 8 46670 4.01 12.63 3700 T e y 07/13/11 0008 6650 08/10/1128 4 x 8 0 0.00 0.00 Q NA 07/13/11 0008 6651 08/10/1128 4 x 8 0 0.00 0.00 Q NA 07/13/11 0008 6652 08/10/11 28 4 x 8 0 0.00 0.00 NA Remarks: Technician(s): Evans, D. Tested by: Mattox, M. 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 1050-1C, 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: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Coristruction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 74°F Weather: Clear Product: Concrete Supplier: Cal -Portland Batch Plant Location: lbs Ticket Number: 420623 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 07/20/11 Sample Set ID: 275712 Permit # (s): BLD20100013 Actual J Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 473.0 lbs 1,882.0 lbs 1,456.0 lbs 205.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 78°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (ft) 0.433 4" 07/13/11 4000 psi @ 28 days Placement Location and Notes: Spread footings on foundation level at gridlines F/16-17, H/18.5 and H/19. Sampled at 9 of 9 cubic yards placed. Remarks: Technician(s): Sisson, I. Tested by: Dohrman, R. Reviewed by: Kevin Graham Senior Project 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 07/12/11 0007 6621 07/19/11 4 x 8 55060 4.01 12.63 4360 T e 3 " 07/12/11 0007 6622 08/09/11 28 4 x 8 0 0.00 0.00 Q NA 07/12/11 0007 6623 08/09/11 28 4 x 8 0 0.00 0.00 Q NA 07/12/11 0007 6624 08/09/11 28 4 x 8 0 0.00 0.00 Q NA " Remarks: Technician(s): Sisson, I. Tested by: Dohrman, R. Reviewed by: Kevin Graham Senior Project 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" MAYES TESTING ENGINEERS, INC. � Vage,Road F _. Suite 110 _ Lynrmood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Office 10029 S. Tamrria Way Address 760 Aloha Street, Edmonds, WA WteE-2 Permit No. BLD20100013 Tacom ,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 a 253.584.3707 Owner Catholic Archdiocese of Seattle P0*nd Offm 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Pordand,OR97211 Contractor JR Abbott Construction ph 503.281. 7515 fax 503281.757.757 9 Record No. 017 Date 7/20/2011 Weather Cloudy, 64°F Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Inspected concrete placement of the lower level foundation column spread footings at grids K/5 (type "A"), L.2/7, L.2/9, L.2/10.2 and K/13 (type "B"). Reinforcing steel conforms to Footing Schedule on S2.1. Per approved RFI #12, column anchor bolts will be expansion anchors (Hilti KB -TZ) installed later. Monitored and sampled placement of (10) cubic yards of CalPortland mix 3100 by truck chute with mechanical consolidation. Made one set of (4) 4x8" compression test • cylinders. Per S1.1, F'c = 4,000 -psi at 28 days. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Carl Harrington Reviewed By: i wtt '-2 Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 ynnwo MAYESTESTING ENGINEERS, INC z 225 Cedar Road Suite 110 • __ .. Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project, Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/22/11 Edmonds, WA Sample Set ID: 275579 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 56°F Weather: Cloudy Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number : 413488 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient Weight (per cu.yd) Cement 470.0 lbs Coarse Aggregate 3/4" 1,913.0 lbs Fine Aggregate 1,439.0 lbs Water 165.0 lbs Sample Temp .Initial Storage Temp. Entrained Air (ASTM C1064)I I (ASTM C31) (ASTM C231) • 67°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.351 5.25" 06/24/11 4000 psi @ 28 days Placement Location and Notes: Walls at B/18-21 and B -F/21; footings S/9-7, R -S/7, R/2-7, Q -R/2, Q/1-2; elevator pit walls at J -L +5'/2-4. Sample was taken from first truck (9.5 cubic yard total) at approximately 3 cubic yards into 9.5 yard load. 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 06/23/11 0002 6054 06/30/11 4 x 8 45060 4.00 12.57 3590 T e 2 06/23/11 0002 6055 07/21 /11 28 4 x 8 67640 4.01 12.63 5360 T e 4 ' 06/23/11 0002 6056 07/21/11 28 4 x 8 70160 4.00 12.57 5580 T e 2 " 06/23/11 0002 6057 07/21/1128 1 4.02 12.69 5460 T e 1 Remarks: Technician(s): Dohrman, R. Tested by: Cook, B. Reviewed bw / 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" MAYES Lynnwood TESTING ENGINEERS, INC 20225 Cedar Valley Road Suite 110 • —-------- _ .. Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/25/11 Edmonds, WA Sample Set ID: 275749 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 79°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: (ASTM C31) Ticket Number: 422364 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 DesignMix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 470.0 Sample Temp. Initial Storage Temp. Entrained Air 1,450.0 lbs (ASTM C1064) (ASTM C31) (ASTM C231) 07/15/11 0009 • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.568 4.75" 07/18/11 4000 psi @ 28 days Placement Location and Notes: 4 x 8 0 0.00 Column spread footing at gridlines L/1.5. Q NA Weight (per cu.yd) 470.0 lbs 1,900.0 lbs 1,450.0 lbs 267.0 lbs 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 07/15/11 0009 6768 07/22/11 F7 4 x 8 444704.02 12.69 3500 T e 1 07/15/11 0009 6769 08/12/1128 4 x 8 0 0.00 0.00 Q NA 07/15/11 0009 6770 08/12/11 28 4 x 8 0 0.00 0.00 Q NA 07/15/11 0009 6771. 08/12/11F 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Evans, D. Tested by: Cook, B. • 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" Reviewed bv: Timothy G. Beckerle, P.E. Branch Manager • • LJ MAYES► TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 016 Date 7/19/2011 Weather Cloudy Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders sea* office 20225 CedarValey Road Suite 110 Lynrmwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacana Office 10029 S. Tammy Way Suite E-2 Tacoma, WA98499 ph 253.584.3720 fax 253.584.3707 Pa lfandOffice 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 Inspected the reinforcing steel for the spot/column footings at the following gridlines: N.5/8, N.5/10.8, L.8/14, L.8/17 & H/14, and found to be per plan. The contractor placed approximately (10) cubic yards of CalPortland concrete mix 3100, 4;000 -psi. The concrete was placed directly from the truck chute, and mechanically vibrated for consolidation. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: C. Don Evans Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. � Weather Mostly clear, 60s alle,,Road Reinforced concrete _ . _ ............... suite 110 — Lynrmood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project 1 Hol RParish NParish Hall yosa Rosary (New ) racomao�we 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA suiteE-2 Permit No. BLD20100013 Taoorna,WA98499 Bldg Dept. City of Edmonds fa 22553•.`x843707 Owner Catholic Archdiocese of Seattle PordandORice 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Fag6t Engineers Poruand,OR97211 Contractor JR Abbott Construction ph 503.281. fax 503.281.. 515 7579 • • Record No. 015 Date 7/18/2011 Weather Mostly clear, 60s Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Monitored and tested placement of (28) cubic yards of CalPortland concrete mix #3100 (4,000 PSI at 28 days). Concrete was placed in the following locations: wall sections B/6-9, 6/B -E, H/20-21, 19/P.8 -R & S/7-11, and wall footings 3/L.5 -M, M/1-3, 1.5/M -Q, & P/1.5-3, and column footings P/5, L.8/7, & M/4.5. Concrete placed by pump and mechanically consolidated. Reinforcing steel inspected prior to placement and found to be installed according to contract documents. One set of (4) 4x8" concrete cylinders was cast for compression strength tests. Fig. 1. Concrete placement Fig. 2. Placement and consolidation of column footing at P/5 To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Carl Reynolds Reviewed By:�� Kevin Graham Senior Project Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. Office seatffeVa5eyRbad SUihe 110 Ly "vood, WA 98W6 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) acorm Office ,r ma Way 1029 S. Tam - Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 TaoomawAW99 Bldg Dept. City of Edmonds ph 253.584.3720 W253.5N.3707 Owner Catholic Archdiocese of Seattle Porf 7d0 ice 7911 NE 33rd DrP e Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers PaUt,OR97211 Contractor JR Abbott Construction ph 503281. 7515 fac 503281.757.757 9 Record No. 014 Date 07/15/2011 Weather Sunny Inspection Reinforced Concrete Sample(s) (4) 48" Cylinders Inspected the reinforcing steel for the column spread footing at grid lines L and 1.5 and found it to be per plans. The contractor placed (9) cubic yards of Cal -Portland Concrete Mix #3100, 4000 psi at 28 days. The concrete was placed directly from the truck chute and mechanically vibrated for consolidation. Took one sample; tested and cast (4) 4x8" cylinders for strength testing. • To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: C. Don Evans Reviewed By: i —� 1-2 Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 70°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: Everett Ticket Number: 419972 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 07/19/11 Sample Set ID: 275694 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement= -Type II Coarse Aggregate 3/4" Fine Aggregate Water Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) • 74°F NR % Water/Cement Ratio: Slump (ASTM C143) Samples) Rec'd: Required Strength: (f'c) Weight (per cu.yd) 468.0 lbs 1,901.0 lbs 1,443.0 lbs 207.0 lbs 0.442 4.5" 07/12/11 4000 psi @ 28 days Placement Location and Notes: 8" wall at R/3.5 to 6.5; 10" wall at R/14.5 to 18.8; 10" wall coner at Q to R from 20 to 21: Sampled at 5 of 24 yards placed. COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 orAASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture 07/11/11 0006 6542 07/18/11F 774 x 8 49870 4.00 12.57 3970 T e 2 07/11 /11 0006 6543 08/08/11 28 4 x 8 0 0.00 0.00 Q NA 07/11 /11 0006 6544 08/08/1128 4 x 8 0 0.00 0.00 Q NA 07/11 /11 0006 6545 08/08/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Cook, B. Tested by: Dohrman, R. 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 1050-1C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" MAYES TESTING ENGINEERS, INC. 2W �VaL-,,Road ____...... .._. __. Suite110 Lynrmood, WA98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacoma Office 10029 S.TaoormWay Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taoum,WA98499 Bldg Dept. City of Edmonds ph 3.W.3720 W253.W.3707 Owner Catholic Archdiocese of Seattle PaUandofice 7911 NE 33rd Drive Architect Sandler Architects suile190 Engineer Swenson Say Faget Engineers Pordand, OR 97211 Contractor JR Abbott Construction ph 503281.7515 faX 5o3281.7579 Record No. 013 Date 07/13/2011 Weather Clearing Inspection Reinforced Concrete Sample(s) (4) 4x8" Cylinders . Inspected the reinforcing steel for the column spread footing at Grids K and 17, P and 17, L.8 and 19 and P and 19. Found to be per plans. The contractor placed (9) cubic yards of Cal -Portland Concrete Mix #3100, 4000 psi at 28 days. The concrete was placed directly from the truck chute and mechanically vibrated for consolidation. • To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: C. Don Evans Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC 20225 CedaardValley Road Suite 110 • �„ .. Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 07/18/11 Edmonds, WA Sample Set ID: 275681 Client: - JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 65°F Weather: Overcast Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 419378 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient Cement --Type II Coarse Aggregate 3/4" Fine Aggregate Water Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1 (ASTM C31) (ASTM C231) • 71 °F NR % Water/Cement Ratio: Slump (ASTM C143) Sample(s) Rec'd: Required Strength: (ft) 0.429 4.5" 07/11/11 4000 psi @ 28 days Placement Location and Notes: Footings at F/7, F/11, F/9, C/9, C/19 and C/13.5 to 16. Sampled at 5 of 17 yards placed. Weight (per cu.yd) 471.0 lbs 1,887.0 lbs 1,454.0 lbs 202.0 lbs 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/08/11 0005 6484 07/15/11 0 4 x 8 50900 4.02 12.69 4010] F—Type 5 07/08/11 0005 6485 08/05/1128 4 x 8 0 0.00 0.00 Q NA 07/08/11 0005 6486 08/05/11 28 4 x 8 0 0.00 0.00 Q NA 07/08/11 0005 6487 08/05/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Cook, B. Tested by: Dohrman, R.1-2 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 MT 1050-1 C, Rev 4, 08/22/07 6.6.1.3, C-1019, 9.6 - "recording field temperature" MAYES TESTING ENGINEERS, INC. � � age,,Road Suite 110 _ ..-- Ly mood, WA 98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacorm 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Tacoma, WA 98499 Bldg Dept. City of Edmonds ph 253.5840 fax 253.584.3707 Owner Catholic Archdiocese of Seattle PadWidofoe 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Poruand,OR97211 Contractor JR Abbott Construction ph fax 503 81.519 fax 503281.7579 Record No. 012 Date 7/12/2011 Weather Clear, 70s Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Observed the concrete placement for spread footings on foundation level at gridlines F/16-17, H/18.5 and H/19, and running footing infills on foundation level at gridlines R.5/7 and C.5/6. Approximately (9) cubic yards of CalPortland concrete mix 3100 were placed by truck chute with mechanical consolidation. One set of (4) 4x8" cylinders was cast for verification of 4,000 -psi at (28) days required. • Reinforcing steel was installed for above -noted members with reference to detail 3 on plan sheet S3.2 and notes on plan sheet S2.1. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Ira Sisson Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Fine Aggregate Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 63°F Weather: Clear Product: Concrete Supplier: L & M Dura Grout Batch Plant Location: Ticket Number: 410197 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 07/15/11 Sample Set ID: 275522 Permit # (s): BLD20100013 Design Mix Proportions: Ingredient Weight (per cu.yd) Cement --Type I & II 470.0 lbs Coarse Aggregate 1,900.0 lbs Fine Aggregate 1,450.0 lbs Water 260.0 lbs MixDesign ID: 3100 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) •72°F NR Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.553 4" 06/17/11 4000 psi @ 28 days Placement Location and Notes: Continuous footings at gridlines R & S from 8 to 21, 20 & 21 from B to R, B from 6 to 21, 6 from B to C.5, and C.5 from 5 to 6. Also, the elevator slab on grade at lines L.3/3.8. 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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 06/16/11 0001 5804 06/23/117� 4 x 8 56470 4.00 12.57 4490 T e 5 06/16/11 0001 5805 07/14/11 28 4 x 8 76880 4.01F12.6376090 T e 3 06/16/11 0001 5806 07/14/11 IF2814 x 8 72570 4.01 12.63 5750 T e 5 06/16/11 0001 5807 07/14/11 28 4 x 8 78170 4.00 12.57 6220 T e 2 Remarks: Technician(s): Evans, D. Tested by: Dohrman, R. • 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" Reviewed by: Timothy G. Beckerle, P.E. Branch Manager MAYES TESTING ENGINEERS, INC. 2M Weather Clear, 70s VaL-,,Road Proprietary anchors _ _ �.._........ _._ Suite 110 Lynrmcod, WA98036 ph 425.7429360 fax 425.745.1737 Project No. L11186 Holy Rosary Parish (New Parish Hall) TacomaOffice 10029 S. Tacorro way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taooma,WAW99 Bldg Dept. City of Edmonds ph 253,584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle Por&ndOffice 7911 NE 33rd Drive Architect Sandler Architects SLaa190 Engineer Swenson Say Faget Engineers Portland, OR 97211 Contractor JR Abbott Construction ph 503281.7515 fax 503.281.7579 Record No. 011 Date 7/12/2011 Weather Clear, 70s Inspection Proprietary anchors Sample(s) N/A Observed the installation of reinforcing steel dowels into hardened concrete at the following locations with the following details: • (4) #5 horizontal dowels on foundation level at gridlines R.5/7. • (2) #5 horizontal dowels on foundation level at gridlines C.5/6. • Dowels installed into 6" deep holes that were prepared with reference to the manufacturer's specifications, using Hilti HIT -RE 500 (exp. 06/2012) per note 26 on plan sheet S1.1. Abbott superintendent, Wayne Jackson, was notified that is operation would be nonconforming as there is no detail provided for this location, reinforcing steel size, or required embedment. This report is nonconforming pending engineer review. Nonconforming Conditions - This report is nonconforming pending engineer review of above - noted condition. Inspector: Ira Sisson Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. Ofte �c aiey Road — Suite 110 _... _ WA 98036 • ph 425.74 ph 425.742.9360 fax425.745.1737 Project No. L11186 Project. � yosa Rosary (New ) Hol RParish NParish Hall rano ffice 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA Suite E-2 Permit No. BLD20100013 Taania,WA98499 Bldg Dept. City of Edmonds ffax22553. 843707 Owner Catholic Archdiocese of Seattle Fbr&nd0fte 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Poraand,OR97211 Contractor JR Abbott Construction 03281.7515 fax 503.281.7576 fa 503.281.757 Record No. 010 Date 07/11/11 Weather Sunny Inspection Reinforcing Steel and Reinforced Concrete Sample(s) (4) 4x8" Cylinders Inspected reinforcing steel, column hold-down, beam embeds and hold-down anchors for the following walls: • 8" single curtain wall on R -line from 3.5 to 6.5. • 10" double curtain wall on R -line from 14.5 to 18.8. • 10" double curtain corner, return and corner at Q to R from 20 to 21. Corner and return filled with concrete at this corner. 10" double curtain wall reinforcing with corner reinforcing used. Reinforcing steel, embeds and hold-down anchors inspected per approved structural drawings and notes, including Note 22 on S1.1, 3/S3.2, 2/S3.2 and 6/S3.1. Observed placement of (24) cubic yards of Cal -Portland concrete mix #3100 into above mentioned walls. Concrete placed'by pump truck and mechanically vibrated. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: B. Cook Reviewed By: Timothy G. Beckerle, P.E. Branch Manager r-1 L _.� Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 65°F Weather: Sunny Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 417463 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 07/13/11 Sample Set ID: 275646 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 476.0 lbs 1,900.0 lbs 1,458.0 lbs 210.0 lbs 07/05/11 0004 6338 08/02/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. Reviewed by: Timothy G. Beckerle, P.E. (votes: Branch Manager •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" Sample Temp. Initial Storage Temp. Entrained Air (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) (ASTM C1064) (ASTM C31) (ASTM C231) Date Tested Age Size (in) Load (lbs) Dia (in) Area 73°F NR 07/05/11 0004 6335 Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (f'c) 0.441 4.75" 07/06/11 4000 psi @ 28 days Placement Location and Notes: 6337 Full -height foundation walls at Q -line from 19 to 20 less returns; 21 -line from H to Q less returns; F -line return from F/20 to 21; B-line returnat B/21; 18 -line return at B/18; and B-line low foundation wall, reference 3/$3.2; and wall footing section from C/5 around to F/5. 07/05/11 0004 6338 08/02/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. Reviewed by: Timothy G. Beckerle, P.E. (votes: Branch Manager •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 (lbs) Dia (in) Area Strength (psi) Type of Fracture 07/05/11 0004 6335 07/12/1170 4 x 8 48870 4.00 12.57 3890 NA ` 07/05/11 0004 6336 08/02/1128 4 x 8 0 0.00 0.00 Q NA 07/05/11 0004 6337 08/02/11 28 4 x 8 0 0.00 0.00 Q NA 07/05/11 0004 6338 08/02/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Wirtz, T. Tested by: Kane, J. Reviewed by: Timothy G. Beckerle, P.E. (votes: Branch Manager •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" MAYES TESTING ENGINEERS, INC. � va§eyRoad rr Suite 110 z LWnwood, WA98036 • ph 425.742.9360 fax 425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) 0 Tacorna �oorrraWay Address 760 Aloha Street, Edmonds, WA SuireE-2 Permit No. BLD20100013 Taooma,WA98499 Bldg Dept. City of Edmonds ph 253.584.3720 fax 253.584.3707 Owner Catholic Archdiocese of Seattle Aartland0/hce 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers Pord", OR 97211 Contractor JR Abbott Construction ph 503.281. 7515 fax 503281.757.757 9 Record No. 009 Date 7/8/2011 Weather Overcast Inspection Reinforcing steel, reinforced concrete Sample(s) (4) 4x8" cylinders Inspected reinforcing steel in (6) footings at the following locations: - "A" footings at F/7, F/11 and F/9. - "B" footings at C/9 and C/19. - "D" footings at C/13.5 to 16. • Reinforcing steel was checked for size, grade, length, spacing and clearances following S2.1, and structural notes and drawings. Observed placement of (17) cubic yards of CalPortland concrete mix 3100 into above-mentioned footings. Concrete was placed by truck chute and mechanically vibrated. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Brian Cook Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 • • • MAYES TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Faget Engineers Contractor JR Abbott Construction Record No. 008 Date 7/5/2011 Weather Sunny Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Seattle office 20225 Cedarvalley Road Suite 110 Lynrmcod, WA9WW ph 425.742.9360 fax 425.745.1737 racoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 PordandOfice 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 Made a final reinforcing steel, beam embed, and anchor inspection to meet contract documents at the following footing and foundation wall locations: 1) Wall footing section from roughly C/5 to F/5. 2) Q -line wall from 19 to 20, less return. 3) 21 -line wall from H to Q, less return. 4) F -line return wall at F/20 to F/21. 5) B-line corner return wall at B/21. 6) 18 -line corner return wall at B/18. 7) B-line low wall, reference 3/S3.2. Observed satisfactory pump placing and mechanical consolidation of (30) cubic yards of CalPortland concrete mix #3100, 4,000 Fc at the above noted locations. Slump was 4-3/4", and the sample temperature was 73°F. One set of (4) 48" lab cure test specimens was made for compressive strength analysis. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYES TESTING ENGINEERS, INC. =�vaoeyRoadd suite 110 — LWrmood, WA98036 • ph 425.7429360 fax 425.745.1737 Project No. L11186 Project Holy Rosa ryParish (New Parish Hall) Tacom Office 1MS. Taoxna Way Address 760 Aloha Street, Edmonds, WA SuiteE-2 Permit No. BLD20100013 Taoaro,WAW99 Bldg Dept. City of Edmonds ph 253.584.3720fax253.584.3707 Owner Catholic Archdiocese of Seattle PhrUandOfice 7911 NE 33rd Drive Architect Sandler Architects Suite 190 Engineer Swenson Say Faget Engineers P«uand,OR97211 Contractor JR Abbott Construction ph 503281.7515 fax 503.281.75/9 Record No. 007 Date 6/16/2011 Weather Partly cloudy Inspection Project management Sample(s) N/A. Reviewed structural drawings for our scope of special inspections. Discussed onsite with JR Abbott field superintendent- Wayne Jackson our scope of special inspections for this project: reinforced concrete, proprietary anchors (expansion and epoxy), reinforced masonry, structural steel fabrication welding at JR Brooks, structural steel erection • (bolting and welding). Mayes Testing Engineers assumes that the City of Edmonds building inspector is looking at the lateral frame shear walls. Notified Wayne that there are some connections involving welding that should fall under special inspection. Left a Mayes Testing Engineers special inspection logbook onsite for both field reports and for tracking nonconforming or preliminary inspection reports. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Todd Wirtz Reviewed By: Timothy G. Beckerle, P.E. Branch Manager r� Page 1 of 1 MAYESTESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Holy Rosary Parish (New Parish Hall) Site Address: 760 Aloha Street Supplier: Edmonds, WA Client: JR Abbott Construction Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 60°F Weather: Cloudy Product: Concrete Supplier: Cal -Portland Batch Plant Location: 261 Ticket Number: 415242 MixDesign ID : 3100 FIELD DATA ASTM C31 and C172 Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L11186 Issued on: 07/06/11 Sample Set ID: 275595 Permit # (s): BLD20100013 Actual Mix Proportions: Ingredient Cement --Type I & II Coarse Aggregate 3/4" Fine Aggregate Water Weight (per cu.yd) 470.0 Ibis 1,888.0 lbs 1,448.0 lbs 229.0 lbs Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Cook, B. j, � 1_, 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" Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) •70°F NR Lab # Water/Cement Ratio: Slump (ASTM C143)IF Sample(s) Recd: Required Strength: (f'c) 0.487 4.25" 06/29/11 4000 psi @ 28 days Placement Location and Notes: 07/05/11 0 10" wide foundation retaining wall section along B-line from 15 to 18; 10" wide foundation wall section on 20 -line from F to G; 8" wide foundation wall section on B-line from 6.5 to 9. Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Cook, B. j, � 1_, 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 06/28/11 0003 6124 07/05/11 0 4 x 8 47950 4.00 12.57 3820 T e o 06/28/11 0003 6125 07/26/1128 4 x 8 0 0.00 0.00 Q NA 06/28/11 0003 6126 07/26/11 28 4 x 8 0 0.00 0.00 Q NA 06/28/11 0003 6127 07/26/1128 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Wirtz, T. Reviewed by: Tested by: Cook, B. j, � 1_, 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" MAYES TESTING ENGINEERS, INC. ��VageyRoad ro Suite 110 od, WA 98036 ph 425. ph 425.742.9360 fax 425.745.1737 Project No. L11186 racoma Ofioe Project Holy Rosary Parish (New Parish Hall) 10029 S. Tacoma Way Address 760 Aloha Street, Edmonds, WA WteE-2 Permit No. BLD20100013 Taoa»a,WA98499 ph 253.5840 Bldg Dept. City of Edmonds fax 253.584.3707 Owner Catholic Archdiocese of Seattle Por&ndOliice Architect Sandler Architects sS„�11o33bo�e Engineer Swenson Say Faget Engineers Porb-id, OR 97211 Contractor JR Abbott Construction ph 503.281.7515 fax 503281.7579 Record No. 003 Date 6/23/2011 Weather Cloudy Inspection Reinforcing steel, concrete Sample(s) (4) 4x8" cylinders Performed final reinforcing steel inspection for the following items: 1) Walls from top of footing to main floor at gridlines B/18-21 and B -F/21, excluding corner (for later column placement) at B/21. Verified that wall was placed per approved plans detail 2/S3.2 and per embed details 21/S4.1 — Group (2) (W12 beams) and per anchor bolt detail 8/S3.2. Three embeds placed for B/18-21 wall and (3) anchor bolt patterns placed for B/18-21 wall. One anchor bolt pattern placed at B -F/21 wall. • 2) Footings at gridlines S/9-7, R -S/7, R/2-7, Q -R/2 and Q/1-2 were placed per S2.1 approved plans detail. 3) Elevator pit walls at J -L+5'/2-4 were placed per 4/S3.1. Reinforcing steel for items 1, 2 & 3 above was placed per approved plans including slab dowels noted on daily report for 6/22/2011. Daily report for 6/22/2011 is now conforming, items are now placed per approved plans and specifications. (Elevator pit wall 90° slab dowels are installed.) Reinforcing steel is now acceptable for concrete placement. Observed the placement of (27) cubic yards of CalPortland concrete mix 3100 (4,000 -psi at 28 days) for footings, walls and elevator pit noted for reinforcing steel inspection (above). Concrete was placed at a 5-1/4" slump, with a temperature of 56°F. A sample was taken and one set of (4) 4x8" cylinders was cast for laboratory compression testing. Corrective Action: 900 slab dowels were placed for elevator pit at 2 -4/J -L+5'. Preliminary report for 6/22/2011 is now conforming. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Randy Dohrman Reviewed By: Timothy G. Beckerle, P.E. Branch Manager • Page 1 of 1 • MAYFS TESTING ENGINEERS, INC. Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Address 760 Aloha Street, Edmonds, WA Permit No. BLD20100013 Bldg Dept. City of Edmonds Owner Catholic Archdiocese of Seattle Architect Sandler Architects Engineer Swenson Say Fag6t Engineers Contractor JR Abbott Construction Record No. 002 Date 6/22/2011 Weather Cloudy Inspection Reinforcing steel Sample(s) N/A Sea We Office 20725 Cedar Valey Road Suite 110 Lynrmood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacana Office 10029 S. Tacom Way Suite E-2 Taoana, WA98499 ph 253.584.3720 fax 253.584.3707 AardandOflice 7911 NE 33rd Drive Suite 190 Patland, OR 97211 ph 503281.7515 fax 503281.7579 Performed reinforcing steel inspection for the elevator pit walls at gridlines J -L.4/2-4 and walls at gridlines B/18-21 and 21/B -F (excluding corner intersection at B/21). Reinforcing steel installation per details 4/S3.1 and 2/S3.2. Ninety -degree 2'x2' Grade 40 bars at 16" on centers (reference detail 4/S3.1) for three sides of elevator pit not yet installed. Ninety -degree 2'x2' bars at 18" on centers at top of other walls (reference detail 10/S4.2) not yet installed. These reinforcing steel bars will connect to above wall (top of wall) slabs and can be verified at time of concrete placement. This report is preliminary pending verification of these elements. Preliminary Inspection - 900 slab dowels not yet installed (see above). This report is preliminary pending verification of these reinforcing steel elements being installed. Inspector: Ira Sisson Reviewed By: Timothy G. Beckerle, P.E. Branch Manager Page 1 of 1 MAYESTESTING ENGINEERS, INC Lynnwood 20225 Cedar Valley Road • Suite Lynnwood 98036 ph 425.25. 742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Holy Rosary Parish (New Parish Hall) Project No: L11186 Site Address: 760 Aloha Street Issued on: 06/24/11 Edmonds, WA Sample Set ID: 275522 Client: JR Abbott Construction Permit # (s): BLD20100013 Engineer: Swenson Say Faget Engineers Contractor: JR Abbott Construction Air Temperature: 63°F Weather: Clear Product: Concrete Supplier: L & M Dura Grout Batch Plant Location: 260.0 lbs Ticket Number: 410197 MixDesign ID: 3100 FIELD DATA ASTM C31 and C172 Design Mix Proportions: Ingredient Weight (per cu.yd) Cement --Type I & II 470.0 lbs Coarse Aggregate 1,900.0 lbs Fine Aggregate 1,450.0 lbs Water 260.0 lbs Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) •72°F NR Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: Required Strength: (fc) 0.553 4" 06/17/11 4000 psi @ 28 days Placement Location and Notes: Continuous footings at gridlines R & S from 8 to 21, 20 & 21 from B to R, B from 6 to 21, 6 from B to C.5, and'C.5 from 5 to 6. Also, the elevator slab on grade at lines L.3/3.8. Remarks: Technician(s): Evans, D. Reviewed by: Tested by: Mattox, M. j--�. .-2 tsl� 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 orAASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 06/16/11 0001 5804 F-77 4 x 8 56470 4.00 12.57 4490 T e 5 06/16/11 0001 5805 07/14/11 28 4 x 8 0 0.00 0.00 Q NA 06/16/11 0001 5806 07/14/11 28 4 x 8 0 0.00 0.00 Q NA 06/16/11 0001 5807 07/14/11 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Evans, D. Reviewed by: Tested by: Mattox, M. j--�. .-2 tsl� 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" MAYES TESTING ENGINEERS, INC. =cam aUey �... Suite 110 Lyruro,00d, WA 98M66 ph 425.7429360 f2x425.745.1737 Project No. L11186 Project Holy Rosary Parish (New Parish Hall) Tacana Office 10029S.TaoomaWay Address 760 Aloha Street, Edmonds, WA &iheE-2 Permit No. BLD20100013 Tamma,WA98499 Bldg Dept. City of Edmonds ffaac22553..5588437G7 Owner Catholic Archdiocese of Seattle ipaV,doffice 7911 NE 33rd Drive Architect Sandler Architects suite 190 Engineer Swenson Say Faget Engineers Pa9and,OR97211 Contractor JR Abbott Construction ph 503.281. 7515 fax 503281.757.757 9 Record No. 001 Date 06/16/2011 Weather Clearing Inspection Reinforced Concrete Sample(s) (4) 4x8" Cylinders Inspected the reinforcing steel for the following footings: Gridlines R and S from 8 to 21; Lines 20 and 21 from B to R; Lines B from 6 to 21; Lines 6 from B to C.5; Lines C.5 from 5 to 6, and found to be per plans. Also the elevator slab on grade at Gridlines 3.8 and L.3, and found to be per plans. The contractor placed (33) cubic yards of CakPortland Concrete Mix #3100, 4000 psi at 28 days. • The concrete was placed directly from the truck chute and mechanically vibrated for consolidations. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: C. Don Evans Reviewed By: i- '-� rsl< Timothy G. Beckerle, P.E. Branch Manager C7 Page 1 of 1 February 16, 2012 Archdiocese of Seattle 710 Ninth Avenue Seattle, Washington 98104 Attn: Ed Foster & Annie Roy RE: GEOTECHNICAL CONSTRUCTION -MONITORING SUMMARY Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington City of Edmonds Permit No. 2010-0013 Terracon Project No. 81115008 Dear Ed and Annie, Terracon Consultants, Inc. (Terracon) is providing this letter to summarize the results of our geotechnical monitoring services associated with earthwork performed at the above -referenced site. Terracon's geotechnical services were completed in general conformance with our Proposal for Construction Monitoring Services and with the City of Edmonds' Special Inspection • and Testing Agreement. Project Description The project involved demolishing an existing office/dormitory building and constructing a new parish hall building in its place. The new building comprises two stories, with the lower story configured as a basement that daylights to the west. Underground utility installation and minor paving were included in the project. Monitoring Tasks During the time period extending from May 12 to November 3, 2011, Terracon representatives conducted periodic part-time site visits to observe earthwork activities. Our site observations, conversations, recommendations, and opinions are documented in a series of 30 Daily Field Reports, which were previously distributed to the design and construction team. Our monitoring tasks included the following items. ■ Observing excavation, fill placement, and compaction for the building pad. ■ Monitoring the construction of temporary modular shoring walls around the site excavation. • Terracon Consultants, Inc. 2115 S. 56th Street Suite 405 Tacoma, Washington 98409 P [253] 573-9939 F (253] 573-9959 terracon.com Geotechnical Construction -Monitoring Summary Holy Rosary Parish Center a Edmonds, WA February 16, 2012 ■ Terracon Project No. 131115008 • ■ Observing and testing the placement and compaction of backfill soils in utility trenches and around .stormwater pipes. e Observing preparation of local pavement subgrades. e Monitoring soil amendment activities. w Observing the installation of perimeter and underslab drainage systems. Conclusions Based on our site observations, on our test results, and on verbal information supplied by the contractor, we conclude that the earthwork was satisfactorily completed in general accordance with the approved plans, the project geotechnical report, and our subsequent field recommendations. Closure We appreciate the opportunity to have been of service on this project and would be pleased to discuss the contents of our letter or other aspects of the project with you at your convenience. Feel free to call if you have any questions or need additional information. Sincerely, • Terracon Consultants, Inc. WAS James M. Brisbine, P.E., L.G, Senior Project Engineer Geotechnical Services Group Distribution: Addressee (via email) Blaise Goudy & Kenneth Haydock & John Russell / Holy Rosary Andrew Wisdom & Norm Sandler / Sandler Architects • Leif Bjorback / City of Edmonds Development Services Wayne Jackson & Gary Moss & Andrew Bry / Abbott Construction Chris Pierce & Duane Oswald / Nelson & Sons Construction Page 2 of 2 • CITE` OF EDMONDS SPECIAL INSPEC'T'ION AND TESTING AGRFE, MENT PERMIT d._ DA'T'E: J 2 % 2 PROJECT SITE ADDRESS: 760 AL.C3 4A/ Sj%�' T , E4CMI�%D7> WjA� PROJECT NAME: SPECIAL INSPEC:'T'ION AGENCY ,"One fora► niust be completed by each Special Inspection Agency or Inspector. SPECIAL INSPECTIONS REQUIRED: Special inspections are required for this project in accordance with 11130 Chapter 17 or in accordance with IRC 8109.2 as applicable. 1130 Section 1704.1 requires the owner or the registered design professional in charge to employ an independent testing/inspection ngency/special inspector to perform required special inspections. The independent agency hired to perform the duties of special inspection is required to be a registered agency with WABO under the Special inspection Registration Program (SIRP). The special inspector shall be a qualified person with competence for inspection or the particular type of construction or operation requiring special inspection (SOQ may be required by the Building Official). The owner, registered professional, contractor and special inspector/agency shall complete the attached forth and submit directly to the Building Division. WORK REQURING SPECIAL INSPECTION- Special inspections will be required for the following categories of work in accurdance with IBC Chapter 17 and IRC R109.2: FOR SPECIFIC INIiORMAT[ON REGARDING REQUIRED SPECIAL INSPECTIONS SEE: THE S'T'ATEMENT OF SPECIAL INSPECTION DATTACHED 11APPROVED PLAN SIOTiT o I:abrication 1701 o Stcel Construction (1704.3) tz Wood Coinstruction 1704.6 t. Concrete[, 1704 4 _� Concrete a Bolls installed in Cooncrete 1704,i3)— a Special Momcnt Resistin Concrete Frames (1704.4) m _ n Reinforcing Steel, Prmlre$sing Steel Tendons 1704.4 u Structural Weld ft_( 1704.3. 1)___ n High Stren uh Holting (1704.3.3) o Mase 1704.5 t3 Reinrorced Gypsum Concrete t 704,9 u Stnlettual Masomy for Seismic Resistance 1708.1) n Structural Observation (1709 a Insulates Go11cre-10 Fill (1704.4) + o Spmy Applied Fire -Resistive Materials 1704.10) T a Piling, Drilled Piers, and Caissons (1704.8, 1704.9) _ 0 Pier Foundations (1707.5) - ^' j',rnding, Excavation, Fill, Proof Rolling (i704=.7) u Sttotcrete (1704.4) _ o Structural a Srnoke-Control Systems (1704.14) �. r n Fxterior Insulation and Finish Systems1?04_12) �Y u Mechanical Cornponcats (1707.8) r_tDesignated Seismic S, systems (1707'l) n Cold Formed SIM Framing 1707.4 n St4� ge (tacks (1707.6) d 1707.3 Ll Structural Woo) " ` n Architecturat (:aro` arL tents (1707-7) n 5 ccial (:aces 1704m13) _ -- o Seisotic Isolation System (1707.10) a Mastic, lntumesceut Fire Resistant Coating sS1704.11) n ` o High Load Dia hra ms(1704.6.1) BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached Special Inspection Information Forth, including the required acknowledgen►ents and return to the Building Division for approval prior to pernnit issuance. , W,\Building\HANI.)Ottl' ICODES\1.OPNISISPF.CIAI.. INSPfX:l-ION A(;REEMEN'r f()Ik&l.doc7/07 JAN - 7 2010 UEVELV',ic0 SERMCES CTR. CITY OF EI)MMOS APPROVAL OF SPECIAi. INSP1sC FORS: trach special inspector shall be approved by the Building Official prior to performing any ditties or inspections. The company performing inspections must be WABO certified as well as the individual completing inspections. When required by the Building Official, each special inspector shall submit Statement of Qualifications to the City for review. Special Inspectors shall display identification when performing special inspections on ttte project site. Special Inspection and testing shall nice( file minimum requirements of IBC Chapter 17 and the following: A. Duties and Responsibilities of the.Suerial Inspector 1. ORSFIRVE 'WORK The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications and applicable workmanship provisions of the IBC. Architect or Engineer reviewed shop drawings may be used only as an aid to inspection. Special inspections are to he performed on a continuous basis—meaning that the special inspector is nn site at all times observing the work requiring special inspection. Periodic inspections are permitted only as Specifically noted in the approved project plaits in accordance with 1130 Chapter 17, and as approved by the Building Official. Continuous Inspection means file same inspector is on site day to day to observe the work requiring special inspection. Periodic Inspection means some inspections may be perforated on a periodic basis to satisfy the requirements of continuous iuspectiou, provided these periodic inspections are performed as outlined in the project plays and specifications, and approved by the Building Official. 2. REPORT NONCONFORMING ITEMS The special inspector shall bring non -conforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate rause of the special inspector to notify the Building Official by telephone at (425-771-0220) or in person at City Ball, of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect of record. 3. DA11,Y REPOWIS KEPT ON SITE WITH CONTRAcron Each special inspector shalt complete and sign a daily report for each day's inspections. The daily reports shalt remain at the jobsite with (lie contractor for review by file City Building Inspector. 4. WEEKLY REPOMI'S TO CITY The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated $bail also be copied ou reports. Weekly reports must include the following: • Description and date of daily inspections and tests made with applicable locations • List of all non -conforming items and locations • Report on status of non -conforming items (how each was resolved or unresolved) • Field changes authorized by the Architect, Ungineer fir City Inspector if not included in non-conformance items. WAI3ni1&&1AN1XAJ7' ICODESTORMSISPEC IA1. AGHF.F.MUN"f f;ORMA0107 5. FiNAL CONSTRUCTION REPORT The special inspector or inspection agency shall submit a final signed report or Certificate of Compliance to the City slating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the project is in conifornlauce with the approved plans and specifications, approved change orders and lite applicable workmanship provisions of the IRC. Items not in conformance, unresolved items or any discrepancies in Inspection coverage (i.e., inissed inspcetions, periodic inspection when continuous inspections were required, etc.) shall be specifically addressed in this report. B. Contractor Responsibilities 1. NOTIFY TIIF. SPECIAL INSPECTOR OF ALi, REQUIRED SPE INSPF(TIONS it is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on ti►e attached Special Inspection Information Form and as noted on the approved plans and specifications are required to have special inspections. Adequate notice shalt be provided by (lie contractor so that (lie special Inspector has (ince to bccoine familiar with the project. All work requiring special inspection must be approved prior to concealing or covering said work. 2. PROVIDE ACCESS TO APPROVED PIANS The contractor is responsible for providing the special inspector access to approved plans at the jobsite, 3. RETAIN SPI:CiAI.. INSPECTION RECORDS The contractor is responsible to retain at the jobsite all special Inspection records subiniticd by the special inspector. These records are to be provided to the City building inspector upon request. C. Qty oft dinords Building MvWon Responsibilities 1. APPROVE SPI -,'(1A1. INSPECTION The Building Division shall approve ail Special Inspectors and special inspection requirements. 2. MONITOR SP11,CIAL INSPECTIONS AND APPROVE WEEKLY REPORTS Work requiring special inspection and the performance of special inspectors shall he monitored by the City Building Inspector. Building Inspector approval must be obtained prior to placement of concrete or other siniilar activities In addition to that of the special inspector. 3. ISSUE CTRTIFICATE OF OCCUPANCY The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted by the City. D. Owner Respunsibilities 1. The project owner or tile. engineer or architect of record acting as tate owner's agent shall fund special inspection services. E. Engineer or Architect of Record Resonlisibilities 1. Prepare Statement of Special Inspections in accordance with IBC Section 1705. 2. Review file special inspection reports and provide corrective action for work that may not conform to the approved plans. W.,\nuildingVlANI)OU'I' ICODESU'ORMS\.SPFCIAI. IiVSPEMON A(iR1'•I'• YWNT FOM.doc7107 Owner name • • ACKNOWLI DCEMENTS I have read and agree to comply wills floe lerms and condilivn5 (if this agreement. ke k o e � 14o, y dmc-GL (plc: •c prin/�t.�or t}'pe Signature /,X�' � L�.(iC'iu! Date �� d7J General ContractorComp- y/Owner name (please print or type) ✓� > / Signature6 Date (� l Special InspeetorlA,geney n ne lease poif or type) Signature Date 2 Architecangineer UdoAAC Wry (please print or type) Signature i Date [7 Return the original signed agreement to the Building Division City of Edmonds Building Division 121 5th Avenue North, City Hall Second floor Edmonds, WA 98020 ACCEPTED BY CITY OF City Official //Signnature 'title: f�S-t' S BUILDING DIVISION: .� nate PTI. . W:113ui1dtng111AND0UT ICODESWORMMIT--CIAL INSPECTION AGREEMENT FOMM.&0/47 1rer can • TRANSMITTAL February 16, 2012 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandler Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald, & Mike J. Nelson & Sons Construction From: James M. Brisbine, P.E. RE: GEOTECHNICAL FIELD REPORTS • Holy Rosary'Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 81115008 Transmittal Mode: ❑ E -Mail ❑ U.S. Mail ❑ Courier ❑ Hand Delivery SUMMARY OF TRANSMITTAL ITEMS Copies Title Or Description Date 1 Daily Field Reports 28 — 30 8/5/2011 to 11/3/2011 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the final stages of earthwork, during which time underslab fill was placed and perimeter draiyrQere installed. Signed: Terracon Co ultants, Inc. 14405 SE 36'h Street, Suite 210 Bellevue, WA 98006 [4251746-1889 terracon.com HzzA1 rerracon Geotechnical Engineers and Environmental Consultants ' 2115 South 56th Street, Suite 405, Tacoma, WA 98409 (253) 573.9939 / FAX (253) 573.9959 DAILY FIELD REPORT # DATE �lt PAGE ( OF PROJECT: 90LY v RC N ZZA JOB NO: CLIEN ` CONTRACTOR: •J, e 1.0,0 U ZZA FIELD REP: LOCATION: ARRJDEP. TIME: L I 'I QPM PERMIT NUMBER: C�a3 WEATHER:j� o UUy ?0 EQUIPMENT USED: Lyab- Od .S rlfc 11Z et PA 7't Ht W,PhC NUc c e'i �wsl7�i ? 3ry�G ?"yPF /7 t"I" (AL &IM, f� vO R Sc ALY -ra Br cot-UMO — F61e- 1ilc a P!LAg i rr IkST3 WA -,C i 'AA Ri1SeA mid Tyf LIND V�rrff SkAV,& i %L,rK� aa�r_t�7N FoR�r►� / �MITVA (2�r�TR�lc'rr�i@ C6/4PA-f- -4 r* ft W17-,4C,,Y1 14oc A &6. PACK CoMAA C70R 467972 UAIPA•'-004 ���7'r� �, � 669±8n: 7�C't - s c©P't rt rn/z yf 4 i ce/►'Y'At��, Lf` Fid ��r-Sr �i'a''C� Mt"7" ?�"SY'C/F� GoMP1j-�7aolJ or 1-�1.1111,ex4y REVIEWED BY: This report presen opinions f rmed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will be. for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the ZZA field representative not the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its work. ZZA will not be responsible of job site safety on this project awn 61 t t 10 • Zipper Zeman Associates, Inc. - A Division of Terracon Geotechnical Engineers and Environmental Consultants 2115 South 56th Stx eet, Suite 445, Tacoma, WA 98409 (253) 573.9939 / FAX (253) 573,9959 DAILY FIELD REPORT# , . i -// DATE PROJECT* AARy GVRCIJ Tahle _ Surmmnry of Field Densitv Test Results. it PAGE__(_OF ,9!-- ZZA JOB NO: 8 ///sw Percent Compaction Based on: ❑ Standard Proctor, ASTM D 698 1[/ModiAed Proctor ASTM D 1557 ❑ Other DT = Densisty Test RT = Retest TQST METHOD is N = Nuclear (ASTM D 2922) ❑ SC =Sand Cone (ASTM D 1556) ❑ 15C = Driye Gdlinder (ASTM D 2937) FMM 02 Specification: ❑ 90% D 698 03'0 D 1557 ❑ Other [195% D 69$ E395% D 1557 Material Type Reference Sample # Material Description Max. Dry Density (pef) Optimum Moisture (%) M-MM sP10WAY tell MINE VAA ! ma"MI ffl. n- 110 121 ® ME IN MINE 11110111111111111111 ter■ ■������� MINE � Percent Compaction Based on: ❑ Standard Proctor, ASTM D 698 1[/ModiAed Proctor ASTM D 1557 ❑ Other DT = Densisty Test RT = Retest TQST METHOD is N = Nuclear (ASTM D 2922) ❑ SC =Sand Cone (ASTM D 1556) ❑ 15C = Driye Gdlinder (ASTM D 2937) FMM 02 Specification: ❑ 90% D 698 03'0 D 1557 ❑ Other [195% D 69$ E395% D 1557 Material Type Reference Sample # Material Description Max. Dry Density (pef) Optimum Moisture (%) sP10WAY tell DAILY INSPECTION REPORT Report Number: Service Date: Report Date: 6 Men YA A n r 6 MOLD, Englneer: D, Architect G .n a � e f Tacoma 2915 S. 56th St., Ste, 405 Tacoma, WA 98409 253-573-9939 253-573-9959 Ifierracon 21905 64th Ave, W Mountlake Terrace, WA 98021 42-5-771-3304 Projec Paris Project Number: l_�� - Permit Number: Z i5l Q- l? Q f To the best of our knowledge, ali Items Inspected as noted above were In general 0( yes ❑ Preliminary Observations Conformance with the approved plans and speclflcatlon. ❑ No ❑ Deilclency Corrected — Report No. Time On Site: 1)00,1 0 Time Off Site: V_36 Travel Time: Total: THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW FINALIZED FORM SHALL BE ISSUED WITH PROJECT MANAGER SIGNATURE. This report is exclusively for the use of the client Indicated above and shall not be reproduced except in full without the written consent of our company. 81_DIR, 7-2511, ReuO Page 1 or • is • • r� CX • • S -t L de's,4 til 2u6 4.0 n e b A -' 10e A b 0. bt %0' l k J XOtqA A rusLA rock To the best of our knowledge, ali Items Inspected as noted above were In general 0( yes ❑ Preliminary Observations Conformance with the approved plans and speclflcatlon. ❑ No ❑ Deilclency Corrected — Report No. Time On Site: 1)00,1 0 Time Off Site: V_36 Travel Time: Total: THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW FINALIZED FORM SHALL BE ISSUED WITH PROJECT MANAGER SIGNATURE. This report is exclusively for the use of the client Indicated above and shall not be reproduced except in full without the written consent of our company. 81_DIR, 7-2511, ReuO Page 1 or • is • Irerracon Consultirkg Engkieers & Scientists 21905 64a' Ave. West, Ste. 100, Mountlake Terrace, Washington 98043 (425) 771-3304 / FAX: (425) 771-3549 DAILY FIELD REPORT # 30 PROJECT: Holy Rosary Church CLIENT: Archdiocese of Seattle TERRACON FIELD REP.: Andy Stetzler ARRJDEP. TIME: 9:00am/10:45am WEATHER: Clear, 50 Deg. F +/- DATE: November 3, 2011 TERRACON PROJECT NO.: B1115008 CONTRACTOR: J.R. Abbott Construction Co. LOCATION: Edmonds, WA PERMIT NUMBER: NA EQUIPMENT USED: PAGE 1 OF 2 We arrived on site as dispatched to test the compaction of under -slab fill for a driveway on the East side of the Holy Rosary Parish Center. We conducted a total of seven density tests in two locations on the site. The first location was an approx. 30'X40' section adjacent to the North East corner of the Holy Rosary Parish Center. The second location was an approx 30'X15' section adjacent to the middle of the Holy Rosary Parish Center on the far East side of the site. Five density tests were conducted in the approx. 30' X 40' space adjacent to the North East corner of the Holy Rosary Parish Center. Wayne, the foreman, informed us that approximately 5' of Type 17 sand with gravel was used as fill and that it was compacted in 9" lifts with a Hitachi EX200 track hoe with a hoe compactor. Two density tests (DT -1 and DT - 2) were conducted at the surface. These tests yielded compactions of 84% and 85%. We conducted one density test in a 3.5 foot test pit (DT -4). This test yielded a compaction of 97%, which meets the specified compaction requirement of 95% minimum of ASTM D1557 maximum dry density. We conducted two density tests (DT -3 and DT -5) approximately 1.5' below the surface. These tests yielded compactions of 95% and 96%, which meets the specified compaction requirement of 95% minimum of ASTM D1557 maximum dry density. Results of the density tests are shown on page 2. We recommended to Wayne that the top 1 foot of Type 17 fill be removed, replaced and compacted to meet the compaction requirement of 95% minimum of ASTM D1557 maximum dry density. Two density tests were conducted in the approx 30'X15' space adjacent the middle of the Holy Rosary Parish Center on the East side. Two density tests (DT -6 and DT -7) were conducted just below the surface. These tests yielded compactions of 96% and 95%, which meets the specified compaction requirement of 95% minimum of ASTM D1557 maximum dry density. REVIEWED BY: . # r_�7 This report presents opinions fV�asresult of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and speciroughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible for job or site safety on this project. • TRANSMITTAL July 22, 2011 Ifierracon To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandier Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald, & Mike J. Nelson & Sons Construction - From: James M. Brisbine, P.E. • RE: GEOTECHNICAL FIELD REPORTS Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 81115008 Transmittal Mode: )q'E-Mail ❑ U.S. Mail ❑ Courier ❑ Hand Delivery SUMMARY OF TRANSMITTAL ITEMS Copies Title Or Description _ Date 1 Daily Field Reports 25 - 27 7/11/2011 to 7/19/2011 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the eighth and ninth full weeks of earthwork, during which time more perimeter walls were poured, on-site soil stockpiles were amended with cement, the stormwater detention pipe excavations were completely backfilled, utility work was performed within the roadway, and placement of m-derslab fill was started. • Signed:--- Terracon ofYsultants, Inc. 14405 SE 361n Street, Suite 210 Bellevue; WA 98006 [425] 746.1889 terracon.com Irerfacon Ccrniulting & Scientists 14405 SE 36t° Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: {425} 746-1296 DAILY FIELD REPORT: 27 DATE: July 19, 2011 PAGE I OF 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 11:30am-2:45pm WEATHER: Cloudyy, 60's TERRACON PROJECTNO.: 131.115068 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION.: Edmonds, Washington .PERMIT NO.: 2010-0013 A Terracon representative visited the project site at the request of the contractor to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on water main backfilling, west of the site within 7th Avenue North. Nelson had completed installation of an 8 -inch ductile steel water pipeline which ties into the existing water pipeline at the west side of 7t" Avenue N and crosses to the east below the sidewalk .to a new hydrant connection. The excavation was approximately 3 feet in depth and 3 feet in width. Nelson used a rubber tired JD 317 front loader to place the minus 5/8 inch crushed rock in approximate 6 inch lifts for backfilling the trench. Nelson used a Bomag jumping jack plate compactor to compact each lift on the sides of the pipe and around the valve extensions. Nelson used the Hitachi EX200 trackhoe with vibratory hoepack to compact the crushed rock lifts above the pipe. to base of asphalt. The observed crushed rock fill was generally firm and non -yielding, in our opinion. I Ve performed three density tests during backfilling of the water pipeline within the crushed rock fill. All three density tests met the specifications of 95% compaction, as per ASTM Di 567, modified Proctor. Results of the density tests are shown on page 2_ The method of fill placement and compaction appeared suitable, in our opinion. We understand asphalt pavement will be placed atop the area tomorrow. We performed three additional density tests atop the Type 17 granular fill placed for backfill within the building pad_ Approximately 25% of the building pad was recently filled to capillary break subgrade, mainly at the northeast corner. We. understand up to 18 inches of Type 17 fill was placed in total, with approximate 9 inch compacted lifts. Stockpiles of the Type 17 granular fill were mounded adjacent to the filled area: We observed the surface of the filled area was dry and the upper several inches were loose. Density test results ranged from 87% to 89% compaction, as per ASTM D1557, modified Proctor. Results of the density tests are shown on page 2. Specifications for slab subgrade fill are 90% compaction. We informed Wayne with Abbott, and Mike with Nelson of the results. They informed me the plan for slab subgrade backfill will be to spread the stockpiles of the Type 17 granular fill, heavily, moisture condition and compact with a vibratory roller. Density tests willbe performed after compaction and prior to capillary break placement. REVIEWED BY: This lepotl presents tfinic� s formed as a result of our observations ref the cruuractors aoivitics relating to geowelinical enginecririg. We rely on the contractor to amply with the plans and specifications throughout dte duration of the project irrespective -or the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work docs not include supervision or direction of die actual work of the contractor, its employees, or agents. neither the presence or die Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible for job or site safety on this project. Consulting Engineers`& Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 26 DATE: July 13, 2011 PAGE 1 OF I PROJECT: Holy Rosary Parish Center TERRACON PROJECT NO.: B1115008 CLIENT: Archdiocese of Seattle GEN. CONTRACTOR:. Abbott Construction TERRACON FIELD REP: Curt Thompson SUBCONTRACTORS: Nelson Construction ARR. / DEP. TIME: 12:00nn—1:30pm LOCATION: Edmonds, Washington WEATHER: Cloudy, 60s PERMIT NO.: 2010-0013 A Terracon representative visited the project site'on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area. Nelson had completed backfilling above the detention pipes between CB #4 and CB #5 and CB #8 and CB #9 in the proposed asphalt pavement area. The filling was performed with cement -amended soil from the stockpile of previously excavated site soils. Nelson used the Hitachi EX200 trackhoe equipped with a vibratory hoepack to compact the surface of the fill. We observed the compacted amended soil to be generally firm and non -yielding, in our opinion. Probing with a'/z inch steel rod revealed 1 to 2 inches of penetration. During our site visit, we observed Nelson completing backfilling with the amended soil around CB #18 and adjacent area. We observed the compacted amended soil to be generally firm and non -yielding, in our opinion. Probing with a '/2 inch steel rod revealed 1 to 2 inches of penetration. Nelson was using the Hitachi EX330 trackhoe to continue grading to the east of CB #18, including landscape and proposed pavement areas. Mike with Nelson informed us the cut soils, which comprise silty, gravelly sand with some organics, will be used in the landscape area outside the northwest building corner. The non-organic cut soils will be used for road fill at the north side of the site, according to Mike. Nelson was cutting a temporary drive along the proposed north road area to access the location to install the proposed grease interceptor vault. Concrete was trucked on site and a pumper truck was used to pour the formed wall and footing areas. We observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time with no significant erosion, raveling or seepage observed. REVIEWED BY: This report presents opinio . formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and pecifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees; or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. Irerracon Consulting Engineers & Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 25 DATE: July 11, 2011 PAGE 1 OF 1 PROJECT: Holy Rosary Parish Center TERRACON PROJECT NO.: 81115008 CLIENT: Archdiocese of Seattle GEN. CONTRACTOR: Abbott Construction TERRACON FIELD REP: Curt Thompson SUBCONTRACTORS: Nelson Construction ARR. / DEP. TIME: 10:00am — l:l5pm LOCATION: Edmonds, Washington WEATHER: Partly cloudy, 70F PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area. Nelson was backfilling above the detention pipes between CB #4 and CB #5 and CB #8 and CB #9 in the proposed asphalt pavement area. The filling also extended to the north from CB #4 and CB #5 approximately 20 feet towards CB #3. The temporary access drive to the building site area from approximately 10 to 40 feet south of CB #4 was not reworked and is covered with steel plates for truck crossing. During our site visit, the fill area was approximately 20 feet wide in an east -west direction and approximately 85 feet wide in a north -south direction. Nelson was using the Hitachi EX330 trackhoe to excavate an area in the stockpile for cement admixing. The stockpile of excavated site soils consists of moist to wet, silty sand with gravel., Nelson staged a 4000 Ib bag of dry cement adjacent to the excavation in the stockpile. Cement was added to soil in the excavation and mixed -with the trackhoe bucket. The mixed soil and cement was transported by the trackhoe and spread atop the detention pipe fill area. The cement - amended soil was generally spread in a 12 -inch lift. Nelson used the Hitachi EX200 trackhoe equipped with a vibratory hoepack to compact the surface of the fill. We observed the compacted amended soil to be generally firm and non - yielding, in our opinion. Probing with a'/z inch steel rod yielded 1- to 2 -inch penetrations. During our site visit, the filling was to place one lift atop the Type 17 fill across the detention pipe area. The fill area was generally 2 to 4 feet below final grades. Based on our observations, the method of soil and cement mixing in the stockpile appeared to be adequate and successful in lowering the moisture content of the site soils, in our opinion. Based on the area filled and method observed, we estimate that the amended soils consist of 2% to 5% cement by weight. Nelson was also working on structures CB #3 and CB #18. Backfilling around CB #18 has not been performed at this time. Concrete was trucked on site and a pumper truck was used to pour the formed wall areas at the south site area. We observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time with no significant erosion, raveling or seepage observed. REVIEWED BY: This report presents opinions f ned as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and sp9lifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be fak the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. • TRANSMITTAL July 8, 2011 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandler Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald & Mike J. Nelson & Sons Construction From: James M. Brisbine, P.E. RE: GEOTECHNICAL FIELD REPORTS • Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 131115008 Transmittal Mode: ,kE-Mail ❑ U.S. Mail ❑ Courier ❑ Hand Delivery SUMMARY OF TRANSMITTAL ITEMS, Copies -< _ Title Or Description `` Date 1 Daily Field Reports 20 — 24 6/27/2011 to 7/7/2011 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the sixth and seventh full weeks of earthwork, during which time perimeter walls were poured, the stormwater detention pipes were installed and backfilled, and g fading was begun within the greess driveway. • Signed: Terracon C ultants, Inc. 14405 SE 36th Street, Suite 210 Bellevue, WA 98006 [425] 746-1889 terracon.com Ccioiulting Ef)tioftlrs & Scic:iit;sts 14405 SE 361h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 24 DATE: July 7, 2011 PACE 2 OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 Test No. Test Date General Location Appux Elev. (ft) Feet to Grade Mat'l Tye Field Dry Density (cf) % Field Moist. % Comp. Field Pass / Fail DT -9 7/7 Storm drain trench, 5 feet south of CB #5 116.8 3 2 129.4 4.2 97 P DT -10 7/7 Storm drain trench, 50 feet south of CB #5 133 3.5 2 127.6 4.3 96 P DT -11 7/7 Storm drain trench, 55 feet south of CB#4 3 2 129.7 5.5 97 P DT -12 7/7 Storm drain trench, 75 feet south of CB#5 3.5 2 131.1 5.7 98 P Table 1: Density Test Results Percent Compaction Based on: ❑ Standard Effort, ASTM D 698 ® Modified Effort, ASTM D 1557 ❑ Other LEGEND DT = Density Test RT.= Retest TEST METHOD ® N = Nuclear (ASTM D 2922) ❑ SC = Sand Cone (ASTM D 1556) ❑ DC = Drive Cylinder (ASTM D 2937) Specification: ❑ 90% D 698 ❑ 90% D 1557 ❑ 95% D 698 ® 95% D 1557 Material Reference Material Max. Dry Optimum Tye Sample # Description Density ( cf) Moisture (%) 1 Sand Brown, Sand with 116.8 12.8 stockpile trace gravel 2 Type 17 Brown, Sand with 133 6.5 gravel, trace silt 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 /)F'AX: (425) 746-1296 DAILY FIELD REPORT: 24 DATE: July 7, 2011 PAGE I OF 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:30am-1:15pm WEATHER: Cloudy, drizzle, 60's TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION.: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain backfilling at the west -central site area within the proposed pavement area. Nelson had completed installation of the two detention pipes and the structures for CB #8 and CB #9 at the south end. Washed gravel was placed around the pipes up to approximately the springline prior to backfilling with Type 17 granular fill. We understand the Type 17 fill was spread in approximate 1 -foot lifts, moisture conditioned and compacted with the vibratory hoepack. We probed the surface of the compacted Type 17 fill with a '/z -inch diameter steel rod, which penetrated approximately 2 to 4 inches, and noted the.fill was firm and non -yielding. We performed four density tests in the compacted fill and got passing results, as follows: DT -9, 97% compaction; DT -10, 96% compaction; DT -11, 97% compaction; and DT -12, 98% compaction. Moisture contents for the tests ranged from 4.2% to 5.7%. We observed the access drive area to the building site, from approximately 10 to 40 feet south of CB #4 and CB #5, was cut down 2 to 3 feet. The excavated Type 17 fill above the detention pipes in this area was placed to the north and south of the access drive. The fill placed in the area for density tests DT -6, DT -7 and DT -8 was removed during this access drive earthwork. Upon our arrival, we observed the access drive across the detention pipes was filled approximately 2 feet with silty sand with gravel from the stockpile for the upper 2 feet. Steel plates atop railroad ballast was at the surface of the access drive. According to Mike with Nelson, this temporary access drive will be amended with cement and spread to the north and south above the detention pipes. Mike requested a density test atop the access drive fill to estimate moisture content. An area was cleared to the surface of the fill, and it was evident the soils were over -optimum and were pumping. Our test disclosed a moisture content of approximately 14%, whereas optimum moisture content of the Transitional Bed soils is approximately 8%. We observed that Nelson had covered the stockpile of excavated site soils with plastic sheeting to prevent rainfall from increasing the moisture content of the soils. According to Mike, with Nelson, cement amendments to the stockpiled soils and placement as detention pipe backfill will be done starting on Monday, July 11, 2011, weather permitting. Prior to our departure, Nelson was commencing excavation with the Hitachi EX200 trackhoe for the structure CB#18 at the northwest site area. Wall forms were being installed atop the perimeter footing along the north, south and east sides. Previously poured sections of walls and footings were stripped of forms. We observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time, with no significant erosion, raveling or seepage observed. II-WN&A1MV 0111 & This report presents opmior7formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and pecifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible forjob or site safety on this project. Ifterraca.mum] Consulting Engineers & Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 23 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:15pm — 2:15pm WEATHER: Clear, sunny, 70's DATE: July 5, 2011 PAGE 1 OF i TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction •SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area. Nelson had completed the installation of the structures for CB #8 and CB #9 at the south end. The exposed trench slope soils consisted of approximately 3 feet of silty sand with gravel and organics (interpreted as fill) over native weathered and unweathered silty sand with gravel (interpreted as Transitional Bed soils) to a depth of approximately 14 feet. We observed that the trench sidewalls were cut with two benches at a depth of approximately 3 feet and 6 feet. Slow seepage from the sidewalls was observed at the southwest area during our site visit. During our site visit, we observed accumulated seepage (up to 12 inches) at the low point of the excavation at the far south end. Steel plates were observed on the south and east sidewalls of the excavation. The two detention pipes between CB #4 and CB #5 and CB #8 and CB #9 are now backfilled with washed gravel up to the springline with the exception of the southern one third. According to Mike with Nelson, the backhoe will complete washed gravel placement after repairs are made to the backhoe.. Cadman trucked on site Type 17 granular fill, which was temporarily stockpiled adjacent to the storm drain excavation. The Type 17 fill will be used atop the washed gravel in the trench area. We recommended to Mike with Nelson that water be added to the Type 17 granular fill prior to compaction due to the low moisture contents recorded during density testing last week. No backfill placement was performed during our site visit. Nelson used the Hitachi EX200 trackhoe to "open up" the stockpile at the northwest site area of the previously excavated on site soils (Transitional Beds). Given the dry, sunny weather conditions, the stockpile was exposed to dry back the wet, silty sand with gravel. According to Mike with Nelson, the stockpile will be excavated daily to aerate the soils during this dry, sunny weather. Mike plans to use the on-site soils as trench backfill later this week. Concrete was trucked on site and a pumper truck was used to pour the formed wall areas at the east and northeast and southeast corners. Perimeter footings were also poured at the northwest building area. We observed the temporary slope conditions along the north, south and east sides of the building pad; the slopes generally appeared stable at this time, with no significant erosion, raveling or seepage observed. REVIEWED BY: , lir-4 This report presents inions f led as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe ifications throughout the duration of the project irrespective of the presence of the Terracon field representative. "1'he presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. lerracon Coaisiiltiitg €n rti tis. $; R etitists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 22 DATE: July 1, 2011 PAGE 1 OF 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:15am-12:45pm WEATI-IER: Partly cloudy, 70F TERRACON PROJECT NO.: BI 115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION.: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area within the proposed pavement area. Nelson had completed installation of the two detention pipes and was installing the structures for CB #8 and CB #9 at the south end. We observed washed gravel being placed around the pipes up to approximately the springline. The excavated trench spoils generally consisted of moist to wet, silty sand with variable amounts of gravel. The trench spoils were mounded in a stockpile at the northwest site area for use as backfill. During our site visit, Nelson was using the Hitachi EX200 trackhoe to reshape and bucket tamp the surface of the stockpile. The exposed sidewall soils for the CB #8 and CB #9 excavation consisted of upper fill atop weathered and unweathered Transitional Bed soils to a depth of approximately 14 feet. The south side was cut with an upper 2H:1V (Horizontal: Vertical) slope downward to a bench approximately 6 feet below ground surface (bgs), and a lower 0.5H:1V slope. The west slope was cut with an approximate angle of 0.75HAV to the bottom. The east slope was benched at approximately 4 feet bgs, where the sanitary sewer was rerouted to the east around the excavation. Slow seepage from the trench side slopes was observed at the southwest area during our site visit. Steel plates were used for support on the south and east slope faces during storm drain installation. During our site visit, Nelson placed Type 17 select fill atop the washed gravel and detention pipes, from approximately 10 to 40 feet south of CB #4 and CB #5. The filled area serves as an access drive to the building site. We observed the Hitachi EX200 trackhoe (equipped with a vibratory hoepack) compact the Type 17 granular fill in approximate 1 foot lifts. We performed three density tests in the compacted fill. Results were DT -6, 93% compaction; DT -7, 94% compaction; and DT -8, 92% compaction. These compaction values do not meet the minimum requirement of 95%. Moisture contents for the tests ranged from 3.9% to 4.1%. Optimum moisture content for the Type 17 fill is 6.5%. We Informed Mike with Nelson of the failing test results, and he plans to add water and additional compaction to the area when filling continues next week. We will retest the area after recompaction. Wall forms were being installed atop the perimeter footing along the north, south and east sides. Previously poured sections of walls and footings were stripped of forms. We observed the temporary slope conditions along the north, south and east sides of the building pad; the slopes generally appeared stable at this time, with no significant erosion, raveling or seepage observed. REVIEWED BY: 90V > This report presents opinions ormed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and sp cifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible for job or site safety on this project. �Jrerrcacon Consulting Engineers & Scientists 14405 SE 36`i' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 21 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 11:45am — 2:00pm WEATHER: Cloudy, 60's DATE: June 29, 2011 PACE I OF I TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area. We observed the trench excavation for the two retention pipes to be installed between CB #4 and CB #8, and CB #5 and CB #9. Nelson had installed the two retention pipes to approximately 60 feet south of CB #4 and CB #5. We observed that washed gravel was placed around the pipes up to approximately the springline. Nelson was using the Hitachi EX 330 trackhoe to excavate for the storm drain retention pipes, and the excavation during our site visit extended approximately 5 feet south of the installed pipes. The excavation spoils (wet, silty sand with gravel) was generally mounded in a stockpile at the northwest site area for use as backfill. According to Mike with Nelson, the excavated upper trench soils with organics were loaded into trucks and hauled offsite. During our site visit, the exposed slope soils consisted of approximately 3 feet of silty sand with gravel and organics (interpreted as fill) over native weathered and unweathered silty sand with gravel (interpreted as Transitional Bed soils) to a depth of approximately 9.5 feet. We observed that the side slopes were cut with two benches at a depth of approximately 3 feet and 6 feet. Slow seepage from the trench side slopes was observed at the southwest area during our site visit. The sanitary sewer pipe, which currently services the church building to the south, was exposed along the east face of the excavation. According to Mike, the sewer pipe will be temporarily rerouted to be east of the retention pipe area so storm drain installation can continue. During our site visit, Nelson placed a limited amount of Type 17 fill atop the washed gravel and retention pipes, south of CB #4 and CB #5. According to Mike with Nelson, the area is being filled to serve as a temporary walkway for construction workers to access the building site. We observed the Hitachi EX 200 trackhoe equipped with a vibratory hoepack compact the Type 17 granular fill in approximate 1 foot lifts. Density tests will be conducted as general filling atop the retention pipes is performed later this week. Cadman trucked onsite Type 17 granular fill and trucked offsite some of the excavated trench spoils. Wall forms were being installed atop the perimeter footing along the north, south and east sides. Previously poured sections of wall were stripped of forms. We observed the temporary slope conditions along the north, south and east sides of the building pad; the slopes generally appeared stable at this time, with no significant erosion, raveling or seepage observed. REVIEWED BY: This report presents opinions for ed as a result of our observations of the contractors activities relating to geotechnical engineering: We rely on the contractor to comply with the plans and spec ications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work -of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. 1:rerr'acan Consulting Engineers & Scientists 14405 SE 36 1h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 20 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:15pm — 2:15pm WEATHER: Cloudy, 70's DATE: June 27, 2011 PAGE I OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the west -central site area. We observed that catch basin (CB) structures #4 and #5 were installed and excavation was underway to the south. The trench excavation continued for the two retention pipes to be installed between CB #4 and CB #8, and between CB #5 and CB #9. We observed Nelson using the Hitachi EX 330 trackhoe to excavate for the storm drain retention pipes, and mounding the spoils (silty sand with gravel) to the south of the excavation. Nelson was using steel plates to support the side slopes on the east side of CB #5, and on the west side of CB #4. During our site visit, the exposed slope soils consisted of approximately 3 feet of silty sand with some gravel and organics (interpreted as fill) over native weathered and unweathered silty sand with gravel (interpreted as Transitional Bed soils) to a depth of approximately 9.5 feet. We observed that the side slopes were benched at a depth of approximately 3.5 feet, and no seepage from the trench side slopes was observed during our site visit. During our site visit, Nelson excavated approximately 26.5 feet in length for the northern section of retention pipe. We observed washed gravel bedding being placed over the subgrade. The northern section of the western retention pipe was installed during our site visit. No utility trench backfill was placed today. Cadman trucked onsite washed gravel and trucked offsite some of the excavated trench spoils. We observed that the perimeter footings along the north, south and east had been formed and poured, atop the ballast rock building pad. Wall forms were being installed atop the perimeter footing along the north and east sides. Concrete was previously poured for a section of wall at the northeast corner as the forms were being stripped from this area. During our site visit, we observed that plastic sheeting was previously installed atop the southeast excavated slope. We observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time, with no significant erosion, raveling or seepage observed. REVIEWED BY: This report presents opinio7pcifications med as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. 1E r �! %� .:rat:<.: {� ,�' •fttixtr ��,.ua i4 TRANSMITTAL June 24, 2011 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandler Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald, & Mike J. Nelson & Sons Construction From: James M. Brisbine, P.E. RE: GEOTECHNICAL FIELD REPORTS Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. B1115008 Transmittal Mode: V5 -Mail ❑ U.S. Mail ❑ Courier ❑ Hand Delivery e-' `SUMMARY.,OF.TRANSMITTAL ITEMS _ _ Copies` 1` Title Or,Description Date 1 Daily Field Reports 16-19 6/16/2011 to 6/22/2011 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the fourth and fifth full weeks of earthwork, during which time footings were poured and the storm draallation was in progress. Signed: r',`}4 Terracon Consultants, Inc. 14405 SE 36th Street, Suite 210 Bellevue, WA 98006 [425] 746-1889 terracon.com Irerracon consulting Engjoeers S Sderacists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 19 DATE: June 22, 2011 PAGE 1 OF 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 11:45am-1:45ptn . WEATHER: Cloudy, 60's TERRACON PROJECTNO.: 131115008 GEN. CONTRACTOR: Abbott Constriction SUBCONTRACTORS: Nelson Construction LOCATION.: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the northwest site area within the proposed pavement area. We observed that catch basin (CB) #3 was installed, and backfilling was underway around CB #3. The trench excavation was continuing to the south of CB #3 to the CB #4 and #5 area. We observed Nelson using the Hitachi EX 330 trackhoe to excavate south of CB #3 to the CB #4 and #5 area. The trench excavation was generally 5 feet wide and wider in the CB structure area. The excavated trench spoils generally consisted of moist to wet, silty sand with variable amounts of gravel. The trench spoils were temporarily stockpiled to the east of the excavation, and were later trucked offsite. Nelson was using a trench box along the upper portion of the excavation, •south of CB #3 and an additional trench box at the CB #5 location. During our site visit, Nelson was installing the CB #5 concrete structure. We understand the concrete structure for CB #4 will be delivered to the site on Friday, 6-24-11. We observed that the backfill installed around CB #3 consisted of imported Type 17 granular fill, gravelly sand with trace silt. We understand the contractor will use Type 17 granular fill for the storm drain trench backfill unless excavated trench spoils are encountered, which are drier and suitable for compaction. Our Proctor test for the Type 17 granular fill disclosed a maximum dry density of 136.9 PCF and an optimum moisture content of 5.6 percent. We observed that the area around CB #3 was previously backfilled up to approximately 4 feet below grade. Probing with a '/2 inch diameter steel rod noted 4 to 6 inch penetrations and firm and unyielding surficial conditions, in our opinion. Two density tests were conducted with the nuclear densometer, giving results of 93% for DT -1 and 94% for DT -2. Mike with Nelson informed us the area will be cut down and reworked with the Type 17 fill pushed to the south as storm drain installation continues. We will retest the area after recompaction. We observed that wall forms were being installed along the north and east perimeter footings at the northeast building corner. During our site visit, we observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time with no significant erosion, raveling or seepage observed. REVIEWED BY: • This report presents opini s formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans an specifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible forjob or site safety on this project. e. Consultiiig Engii Cc-ers & Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98.006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 19 DATE: June 22, 2011 PAGE 2 OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: 1311 15008 Test No. Test Date General Location AfWx Elev. (ft) Feet to Grade Mat'l Tye Field Dry Density (cf) % Field Moist. % Comp. Field Pass / Fail DT -4 6/20 Storm drain trench, 2 feet east of CB #3 116.8 4 2 126.8 6.7 93 F DT -5 6/20 Storm drain trench, 2 feet north of CB #3 136.9 4 2 128.8 7.8 94 F Table 1: DensityTest Results Percent Compaction Based on: ❑ Standard Effort, ASTM D 698 ® Modified Effort, ASTM D 1557 ❑ Other LEGEND DT = Density Test RT = Retest TEST METHOD ® N = Nuclear (ASTM D 2922) ❑ SC = Sand Cone (ASTM D 1556) ❑ DC = Drive Cylinder (ASTM D 2937) Specification: ❑ 90% D 698 ❑ 90% D 1557 [195% D 698 ® 95% D 1557 Material Reference Material Max. Dry Optimum Tye Sample # Description Density (c Moisture (%) 1 Sand stockpile Brown, Sand with trace gravel 116.8 12.8 Brown, Gravelly 2 Type 17 Sand with trace 136.9 5.6 silt Terrecon Consulting Engineers & Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1.296 DAILY FIELD REPORT: 18 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:30pm — 2:30pm WEATHER: Clear, sunny, 70's DATE: June 21, 2011 PAGE 1 OF 2 TERRACON PROJECT NO.: 131115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the northwest site area. We observed that catch basin (CB) #3 was installed and excavation was underway to the south. The trench excavation was generally 5 feet wide along the trench and wider at the CB structure area, and up to 7 feet in depth. Nelson was installing 3 PVC pipes from CB #3 and continuing to the south. We observed Nelson using the Hitachi EX 330 trackhoe to excavate for the storm drain trench, and mounding the silty sand with gravel to the east of the excavation. Nelson was using a trench box along the upper portion of the excavation. During our site visit, the exposed slope soils consisted of approximately 1 foot of topsoil atop silty sand with gravel (interpreted as fill) over native weathered and unweathered silty sand with gravel (interpreted as Transitional Bed soils). We observed the storm drain trench backfill between CB #2 and CB #3 was partially improved from yesterday. We understand that the pumping silty backfill soils were partially removed from approximately 50 feet east of CB #2 to CB #3. We observed the surface of the trench backfill in this area approximately 2.5 to 3 feet below adjacent grade. We probed the surface of the trench backfill with a '/2 inch steel rod and noted penetrations of up to 12 inches, and the surface was generally firm and unyielding, in our opinion. Mike with Nelson informed us the area will be allowed to dry further and the surface will be recompacted. We observed that an imported gravelly sand with trace silt (Cadman Type 17) fill was used on the west side of CB #3 and to approximately 30 feet to the west of CB #3 in the trench. Nelson used the Hitachi EX200 trackhoe equipped with a vibratory hoepack to compact approximate 12 -inch lifts of the Type 17 granular fill. Probing with a '/2 inch diameter steel rod noted 4 to 6 inch penetrations and firm and unyielding surficial conditions, in our opinion. We understand the imported backfill was used due to the high moisture content of the excavated trench spoils and insufficient area to spread the soils out to moisture condition, according to the contractor. We collected a sample of the imported Type 17 granular fill for laboratory Proctor testing. Cadman trucked onsite Type 17 granular fill and washed gravel (3/4 inch size) and trucked offsite the excavated trench spoils. REVIEWED BY: This report presents opinionso lied as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe fications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. errecon Consulting Engineers &Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 18 DATE: June 21, 2011 PACE 2 OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 We observed that the previously installed storm drain trench backfill from approximately 22 feet to 50 feet east of CB #2 was temporarily covered with a stockpile of 7/8 inch washed gravel. We understand the pumping trench backfill observed yesterday in this area did not dry back sufficiently for compaction. Nelson attempted to use the gray, Transitional bed soils (silty sand with gravel) in this area, but due to high moisture content, the soils pumped during hoepack compaction. We informed Mike with Nelson that the trench backfill in this area will need to be reworked and recompacted or replaced, if specified compaction is not achieved. We probed the surface of the trench backfill in a limited uncovered area and noted penetrations of 12 to 18 inches and the surface was pumping, in our opinion. We observed that most of the perimeter footings had been formed and poured, with the exception of the west perimeter, atop the ballast rock building pad. Wall forms were being installed atop the perimeter footing at the northeast building corner. During our site visit, we observed the temporary slope conditions along the north, south and east sides of the building pad. The slopes generally appeared stable at this time with no significant erosion, raveling or seepage observed. Irerracon Consenting Engineers & Riendsrs 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 17 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:00nn - 3:00pm WEATHER: Cloudy, 60's DATE: June 20, 2011 PAGE 1 OF 2 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION.: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson working on storm drain installation at the northwest site area. We observed that catch basins (CB) #1 and #2 were installed and backfilled and that excavation was underway for CB #3. The trench excavation was generally 5 feet wide along the trench and wider at the CB structure areas, and up to 7 feet in depth. We observed Nelson using the Hitachi EX 330 trackhoe to excavate for CB #3, and mounding the silty sand with gravel to the south of the excavation. Nelson was using a trench box along the upper portion of the excavation. During our site visit, Nelson installed an additional trench box at the CB #3 location. The exposed slope soils consisted of approximately 1 foot of topsoil atop silty sand with gravel (interpreted as fill) over native weathered and unweathered silty sand with gravel (interpreted as Transitional Bed soils). At the request of Mike with Nelson, we collected a sample of the excavated Transitional Bed soils for laboratory Proctor testing. We informed Mike that the excavated silty sand with gravel may be acceptable as trench backfill, contingent on proper moisture content at the time of placement, but the soils appear wet of optimum, in our opinion. We observed the backfill installed around CB #1 and CB #2 consisted of excavated sand from that area. Our Proctor test disclosed a maximum dry density of 116.8 PCF and an optimum moisture content of 12.8 percent. We observed the area was previously backfilled up to approximately 0.5 feet below grade for the area around CB #1 and CB #2 and extending approximately 30 feet to the east along the trench. The backfill surface during our site visit steps down in the trench to the east to approximately 6.5 feet below grade at the trench box approximately 90 feet east of CB #1. We observed Nelson using the Hitachi EX200 trackhoe equipped with a vibratory hoepack to compact the surface of the observed lift of backfill. During our site visit, the lift thickness was generally 12 -inches. It appears the sand excavated at the northwest corner was used as backfill to approximately 22 feet east of CB #2. It was evident during hoepack compaction, wetter, siltier soils were used as backfill further to the east. We observed "pumping" and yielding surficial conditions in the sillier backfill. We informed Mike with Nelson and Wayne with Abbott that we would perform density tests in the unyielding sand backfill to the west (see page 2), but the east trench backfill requires moisture conditioning and should be dried back to a compactible moisture content, in our opinion. Mike said the wet siltier backfill will be left in the trench at this time and removed and/or moisture conditioned later this week. We hand probed the surface of the pumping backfill with a'/z inch steel rod and penetrated up to 1.5 feet with minimal effort. The three density tests disclosed compaction of 97%, 94% and 97%, respectively. Mike with Nelson said additional compaction will be performed i the area of DT -2 to achieve the specified 95%. We will retest at that time. REVIEWED BY: i This report presents opinions orme as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and s ecifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observations and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects in its work. Terracon will not be responsible for job or site safety on this project. Irerracon Consultiitg Enginom _tk Rienti is 14405 SE 36'h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX: (425) 746-1296 DAILY FIELD REPORT: 17 DATE: June 20, 2011 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 PAGE 2 OF 2 Test No. Test Date General Location Apptmt. Elev. (ft) Feet to Grade Mat'] Type Field Dry Density (cf) % Field Moist. % Comp. Field Pass / Fail DT -1 6/20 Storm drain trench, 10 feet east of CB #1 0.5 1 113.4 10.5 97 P DT -2 6/20 Storm drain trench, 3 feet east of CB #2 0.5 1 109.3 14.5 94 F DT -3 6/20 Storm drain trench, 18 feet east of CB #2 0.5 1 113.2 13.7 97 P Table 1: DensityTest est Kesults Percent Compaction Based on: ❑ Standard Effort, ASTM D 698 ® Modified Effort, ASTM D 1557 ❑ Other LEGEND DT = Density Test RT = Retest TEST METHOD . ® N = Nuclear (ASTM D 2922) ❑ SC = Sand Cone (ASTM D 1556) ❑ DC = Drive Cylinder (ASTM D 2937) Specification: ❑ 90% D 698 ❑ 90% D 1557 ❑ 95% D 698 095% D 1557 Material Tye Reference Sample # Material Description Max. Dry Density (pct) Optimum Moisture (%) 1 Sand stockpile Brown, Sand with trace gravel 116.8 12.8 rraco n Consulting Engineers &Scientists 14405 SE 36" Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 16 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Jim Brisbine ARR. / DEP. TIME: 1:30pm—2:15pm WEATHER: Mostly sunny, 60's DATE: June 16, 2011 PAGE 1 OF 2 TERRACON PROJECT NO.: BI 115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we met with Wayne (Abbott), and Mike (Nelson) to discuss project status and schedule. Wayne indicated that footing construction is in progress and that storm drain installation began yesterday. Mike indicated that they will be installing the catch basins and storm pipe at the northwestern part of the site this week and next. Our site observations and discussions are summarized below, and our selected site photographs are included on the following page. We observed that most of the perimeter footings had been formed and poured atop the ballast rock building pad. A concrete truck was pouring a column footing near the middle of the new building footprint, at a slightly lower elevation. We observed that the temporary cut slopes on the northern, eastern, and southern sides of the building pad appeared adequately stable. There was no significant erosion, raveling, or seepage. The eco -block wall along the eastern side also appeared adequately stable. We observed that a catch basin had been installed at the northwestern corner of the site, and that Nelson was excavating a trench eastward from there. They were supporting the trench sidewalls with a trench box and installing a plastic drainpipe in the bottom. The exposed soils consisted of approximately 1 foot of topsoil over a relatively uniform deposit of moist, fine to medium sand with some silt. Nelson was separating the topsoil for export, while stockpiling the sand adjacent to the trench. We informed Mike and Wayne that the excavated sand will be acceptable for use as trench backfill and as general excavation backfill, contingent on a proper moisture content at the time of placement. Mike indicated that he will use the sand as trench backfill tomorrow and be ready for compaction testing tomorrow afternoon. We obtained a bag sample of the excavated sand for laboratory Proctor testing. REVIEWED BY: This report presents opinions fo ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe fications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. • L • TRANSMITTAL June 10, 2011 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandler Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald, & Mike J. Nelson & Sons Construction From: James M. Brisbine, P.E. RE: GEOTECHNICAL FIELD REPORTS Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 131115008 Note: If items are not as shown, please notify us at once. Comments: .These field reports cover the third full week of earthwork, during which time the building pad was completed and the easter;-" wall was completed. Signed: Terracon Consultants, Inc. 14405 SE 36th Street, Suite 210 Bellevue, WA 98006 [425] 746-1889 terracon.com erracon Consulting Engineers& Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 15 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:45am—12:30pm WEATHER: Cloudy, drizzle, 60's DATE: June 10, 2011 PACE 1 OF 1 TERRACON PROJECT NO.: BI 115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson completed installation of the 6 -inch west perimeter underdrain pipe. We observed several exposed pipe connection cleanout areas with washed gravel atop the pipe. During our site visit, Nelson covered the washed gravel with the angular railroad ballast up to building pad grade. We observed Nelson using a JD 550H bulldozer to grade the surface of the building pad. The ballast was spread to grades set using the laser survey level. Nelson personnel sprayed orange paint marks atop the ballast as grades were achieved. We understand approximately 2 to 3.5 feet of ballast has been placed atop the Mirafi 50OX geotextile in the building pad. We observed Nelson using the Hitachi EX 330 trackhoe to track -walk the surface of the building pad ballast. The entire pad was track -walked during our site visit. The surface of the ballast (1-2 inch angular crushed rock) appeared firm and non -yielding and adequate for design bearing of 3,000 psf, in our opinion. We understand the footings for the new building will be formed atop the ballast starting next week. During our site visit, we observed the temporary slope conditions along the north, south and east sides of the excavation. The slopes generally appeared stable at this time, in our opinion. We observed that the east 'slope, above the eco -block wall, was covered with additional ballast placed atop the eco -blocks. The east slope face is covered with Mirafi 50OX geotextile. We recommend the north and south slopes be covered with visqueen-type plastic sheeting or similar, during inclement weather, to limit rainfall and/or runoff impacts. REVIEWED BY: This report presents opinions for ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spec' ications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. I.rerracon Consulting Engineers & Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 1.4 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:30pm — 2:45pm WEATHER: Cloudy, 60's DATE: June 9, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: B1.115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had completed installation of the 4 -inch drain pipe across the building pad. We observed several exposed pipe connection cleanout areas with washed gravel atop the pipe. During our site visit, Nelson covered the washed gravel with the angular railroad ballast up to building pad grade using the Cat backhoe. We observed Nelson using the Hitachi EX 330 trackhoe to excavate the southwest building pad corner to final grade for pad construction and installation of the 6 -inch west perimeter underdrain pipe. The area was excavated to expose the west side of the Mirafi 50OX geotextile. The approximate 10 -foot -wide area extended from the southwest corner of the building pad going north to the central turn to the east. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as the native Transitional Bed soils. Based on visual observation and hand probing with a '/2 -inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. The Mirafi 50OX geotextile and ballast was not installed during our site visit. We observed that the 6 -inch south perimeter underdrain pipe was previously installed and currently ended at the west pad end. We observed that up to 6 inches of standing water had accumulated at the southwest corner at the underdrain pipe location. Nelson used a sump pump to remove the standing water and pump to the north site hay bale enclosure in the landscape area. Nelson used the Hitachi EX 200 trackhoe to excavate atop the existing active sanitary sewer pipe, which traverses north - south, west of the proposed west footing line. We understand the sewer will remain active until the new sewer system is constructed and then will be abandoned at that time. We observed the east side of the sewer trench was approximately 3.5 feet west of the west side of the proposed footing at the central pad area. The sewer trench is further to the west as it goes to the south to the church building. We recommended to Nelson that the upper saturated silty sewer trench backfill be removed down to "clean" pea gravel in the trench area within 6 feet of the proposed west footing. An area approximately 18 feet in length was excavated approximately 0.5 to 1 foot in depth down to pea gravel in the sewer trench. Nelson used the Hitachi EX 200 trackhoe, which was equipped with a 5 -foot -wide bucket. The excavated trench was backfilled with ballast. We understand Nelson will b, W9 a bulldozer onsite tomorrow for grading of the building pad ballast surface. REVIEWED BY: This report presents opinions fo - ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe nations throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for he purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. 1..rerracon Consulting Engineers & kien.tists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 13 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Barb Gallagher ARR. / DEP. TIME: 10:00am—12:00nn WEATHER: Cloudy, 50's DATE: June 8, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: BI 115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had completed more of the excavation for the building. This area was covered with geotextile and crushed ballast rock. Overlapping geotextile was visible beneath the edges of the crushed rock. Prior to our arrival, Nelson had overexcavated a limited area where old building footings (approximately 15 feet wide by 20 feet long by 6 inches deep) were present, located about 110 feet west of the east end and about 10 feet south of the north perimeter subdrain pipe. Nelson used the Hitachi EX 200 trackhoe to excavate about another 10 linear feet,north to final subgrade elevation. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as native Transitional Bed soils. Based on visual observation and hand probing with a '/ inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. We observed excavation for the remainder of the north and part of the west perimeter subdrain. We observed that excavation for the perimeter pipe installation was stopped at this time near the stockpile of excavated soil at the southwest corner. The corners of the excavation were completed with a Bobcat 334 mini -excavator and the remainder was completed with the Hitachi EX 200 excavator. We observed limited amounts of groundwater flowing from the previously installed pipes, and this water was controlled with a pump. We observed placement of about 10 feet of the 6 -inch perforated pipe on the north side. We noted the pipe was installed atop the Mirafi 50OX geotextile. Washed gravel bedding and covering material was not in place prior to our departure. We observed that the majority of the south slope was cut to an approximate 1 HAV angle for the upper 8 feet. During our site visit, we observed that the temporary slope conditions along the south perimeter appeared generally stable at this time, in our opinion. 4 •REVIEWED BY: This report presents opinions rmed a a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. rracon Consulting Engineers & Scientists 14405 SE 36`h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 12 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Barb Gallagher ARR. / DEP. TIME: 1.0:00am—12:15pm WEATHER: Cloudy, light rain, 50's DATE: June 7, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: 131115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had completed installation of the east slope eco -block wall. We observed that the south perimeter underdrain pipe installation was completed along the south side of the excavation to about 70 feet west from the southeast corner. Nelson had placed angular railroad ballast crushed rock atop the washed gravel. We observed excavation for and installation of 20 additional feet of pipe along the south perimeter. We noted that the pipe was installed atop the Mirafi 50OX geotextile, bedded and covered with washed gravel (7/8 inch size). We also observed the pipe installation was stopped at this time near the stockpile of excavated soil at the southwest corner. Nelson used the Hitachi EX 200 trackhoe to excavate the southern building pad area to final subgrade elevation for installation of portions of the 4th and 5th overlapping geotextile sections. The excavated soils were mounded in a stockpile further to the west. An area approximately 30 feet in width and 30 feet in length about 50 feet from the east perimeter was covered with geotextile. Additional areas completed prior to our arrival were covered with geotextile and crushed ballast rock. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as native Transitional Bed soils. Based on visual observation and hand probing with a '/z inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. We observed limited areas of over -excavation where old building footings and rubble fill were present. The three areas approximately measured as follows: 15 feet by 15 feet by 12 inches 6 feet by 12 feet by 6 inches 2 feet by 4 feet by 12 inches. We observed that the majority of the south slope was cut to an approximate 1HAV angle for the upper 8 feet. During our site visit, we observed the temporary slope conditions along the south perimeter appeared generally stable at this time, in our opinion. We observed limited areas of slow seepage along the south slope face. REVIEWED BY: This report presents opinion formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and tecifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its. employees, or agents. Neither the presence of the Terracon Yield representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. Consulting Engineers & Scientists 14405 SE 361'rerracon `h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 11 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:30am—12:45pm WEATHER: Partly cloudy, sunny, 60's DATE: June 6, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson was installing additional eco -block wall at the toe of the east slope. Two additional eco -blocks were added at the base for a total of 17 eco -blocks (102 feet) during our site visit today. The installed eco - blocks were stacked 4 high (8 feet). The lower eco -blocks were set atop railroad ballast rock, which was atop Mirafi 50OX geotextile. Railroad ballast rock was placed behind the back of the blocks to fill the area between the geotextile covered slope face and the blocks. The remaining one eco -block at the southeast corner and the railroad ballast backfill will be installed later today to complete construction of the east slope eco -block wall, according to Mike with Nelson. We observed that the east perimeter underdrain pipe installation was completed to the southeast corner. We noted the pipe was installed atop the Mirafi 50OX geotextile, bedded and covered with washed gravel (7/8 inch size). Nelson had placed angular railroad ballast crushed rock atop the washed gravel. We observed the pipe installation was stopped at this time near the exposed vertical cleanout pipes at the southeast corner. We understand the south perimeter underdrain will be excavated for installation, starting at the east end and continuing to the west later today. Nelson used the Hitachi EX 330 trackhoe to excavate the southwest building pad area to a level approximately 0.5 to 1.5 feet above final subgrade. The excavated soils were mounded in a stockpile further to the west. Trucks and trailers were hauling railroad ballast crushed rock today and stockpiling at the north pad area and northwest site area. After the truck and trailers dumped the railroad ballast, they were filled with the excavated spoils for removal offsite. We observed that a limited area was cut to final subgrade for the installation of the 5`h overlapping geotextile section. An area approximately 15 feet in width (60 to 75 feet south of north pad perimeter) and 20 feet in length from the east pad perimeter was covered with geotextile and ballast crushed rock. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as the native Transitional Bed soils. Based on visual observation and hand probing with a'/2 inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. We observed the eastern approximately 25 feet of the south slope was cut to an approximate 1 H:1 V for the upper 8 feet. During our site visit, we observed that the temporary slope conditions along the north, south and east appeared generally stable at this time, in our opinion. We observed limited areas of slow seepage along the south slope face. We understand considerable accumulated water was*pumped from the low points of the building pad excavation in the morning to the hay bale enclosure in the north grass area. REVIEWED BY: This report presents opinions o ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe fications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for -job or site safety on this project. rracon Consulting Engineers & Scientists 14405 SE 36`x' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 10 DATE: June 3, 2011 PAGE 1 OF 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:00am — 12:30pm WEATHER: Partly cloudy, sunny, 60's TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had installed additional eco -block wall at the toe of the east slope. Five additional eco -blocks were added at the base for a total of 15 eco -blocks (90 feet) after our site visit yesterday. The installed eco - blocks were 4 high (8 feet). The lower eco -blocks were set atop railroad ballast rock which was atop Mirafi 50OX geotextile. Railroad ballast rock was placed behind the back of the blocks to fill the area between the geotextile covered slope face and the blocks. The remaining three eco -blocks to the southeast corner will be installed on Monday, according to Mike with Nelson. We observed that the north perimeter underdrain pipe was installed atop the Mirafi 50OX geotextile yesterday. We observed the east end and the temporary west end (approx. 92 feet to the west). We observed the 6 inch diameter perforated pipe was bedded and covered with washed gravel (7/8 inch size). Nelson had placed angular railroad ballast crushed rock atop the washed gravel. During our site visit today, Nelson was excavating for the east and central underdrain pipes with the Bobcat 334 mini- trackhoe. We observed the east pipe was installed from the north end to approximately 50 feet to the south. The central pipe was installed from the east end to approximately 92 feet to the west. We observed the 6 inch diameter perforated pipe was bedded and covered with washed gravel (7/8 inch size) for the installed east and central alignments. During our site visit, Nelson was using the Hitachi EX 200 trackhoe to place railroad ballast atop the washed gravel. Nelson used the Hitachi EX 330 trackhoe to excavate the building pad area to final subgrade. We observed the building pad final subgrade was cut approximately 20 feet additional width to the south of the geotextile covered northern approximately 45 feet wide area. The excavated area extends from the east end of the building pad to the west approximately 92 feet. We observed at the west end at final subgrade elevation an exposed section of concrete, possibly an old foundation. We recommended the concrete be removed from the subgrade. Nelson used the Hitachi EX 330 trackhoe to remove the concrete and an area of saturated, soft soils. We estimated the overexcavated area was approximately 10 feet by 15 feet and 0.5 feet in depth. REVIEWED BY: This report presents opinions f med as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe ifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. -rerracoln Consulting Engineers &Scientists 14405 SE 36`x' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 10 DATE: June 3, 2011 PAGE 2 OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 During our site visit, Nelson rolled out the 4th overlapping geotextile section. The Mirafi 50OX geotextile measured 17.5 feet in width and the installed overlap was approximately 2 feet. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as the native Transitional Bed soils. Based on visual observation and hand probing with a '/z inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. According to Mike with Nelson, the angular railroad ballast rock will be spread atop the geotextile covered area. We observed the south corner of the east slope and the south slope were additionally excavated for the eco -block wall, prior to our site visit. The soils observed in the slope face at the southeast corner appeared to be upper loose to medium dense, silty sand with gravel and organics (fill), to a depth of approximately 4 feet, atop medium dense to dense, silty gravelly sand (weathered Transitional Bed soils), to a depth of approximately 8 feet. Dense to very dense, silty gravelly sand (Transitional Bed soils), were generally observed below the weathered soils to the bottom of the slope at approximately 12 feet. The southeast corner slope angle initially appeared to be on the order of 0.5H -.1V (Horizontal:Vertical). Abbott construction moved the perimeter fence back in this area and Nelson cut the southeast slope to approximately 1H:1V for the upper 8 feet. The eastern approximately 25 feet of the south slope was also cut to an approximate 1H:1V for the upper 8 feet. During our site visit, we observed the temporary slope conditions along the north, south and east slope. The slopes generally appeared stable at this time, in our opinion. We observed limited areas of slow seepage along the south slope face. [Orracon Consulting Engineers & Scientists 14405 SE 36`h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 9 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 10:00am—11:15am WEATHER: Cloudy, showers, 60's DATE: June 2, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: B1,115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson constructing additional eco -block wall at the toe of the east slope with the Hitachi EX 200 trackhoe. Three additional eco -blocks were added at the base for a total of 10 eco -blocks (60 feet). The installed eco -blocks were 4 high (8 feet). The lower eco -blocks were set atop railroad ballast rock, which was atop Mirafi 50OX geotextile. Railroad ballast rock was placed behind the back of the blocks to fill the area between the geotextile covered slope face and the blocks. The toe trench was observed from the installed eco -blocks an additional 15 feet to the south for further block installation today. Nelson used the Hitachi EX 330 trackhoe to excavate the building pad area to final subgrade. We observed the building pad final subgrade was cut approximately 20 feet additional width to the south of the geotextile covered northern approximately 30 feet wide area. During our site visit, Nelson was rolling out the 3`d overlapping geotextile section. The Mirafi 50OX geotextile measured 17.5 feet in width and the installed overlap was approximately 2 feet. The excavated subgrade was generally a dense to very dense, silty gravelly sand, classified as the native Transitional Bed soils. -Based on visual observation and hand probing with a '/z inch steel rod, we find the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. According to Mike with Nelson, the angular railroad ballast rock will be spread atop the geotextile covered area. We observed that the north perimeter drain pipe was staged for installation, but the washed gravel bedding material was not on site at this time. The 6 inch diameter perforated pipe will be installed atop and covered with washed gravel later today, according to Mike. REVIEWED BY: This report presents opinions fo' ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe fications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. a2racon Consulting Engineers & Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 8 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 1:45pm — 3:00pm WEATHER: Cloudy, showers, 60's DATE: June], 2011 PACE 1 OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had constructed additional eco -block wall at the toe of the east slope. Three additional eco -blocks were added at the base for a total length of seven eco -blocks (42 feet). The installed eco -blocks were stacked four high (8 feet). The lower eco -blocks were set atop railroad ballast rock which was atop Mirafi 50OX geotextile. Railroad ballast rock was placed behind the blocks to fill the area between the slope face and the blocks. The toe trench was observed extending from the installed eco -blocks an additional 15 feet to the south for further block installation tomorrow. We observed a sump pump at the base of the eco -block wall toe trench pumping accumulated water from the excavation to a hay bale enclosure atop the grass at the north site area. We noted straw wattles outside the hay bales along the north perimeter fence. Pumped water appeared to be contained onsite during our site visit. Nelson used the Hitachi EX 330 trackhoe to load out truck and trailers with the excavated stockpiled soils from the west site area. The truck and trailers hauled in railroad ballast. The Hitachi EX 200 trackhoe formed a stockpile of the ballast rock at the northwest site area. We observed the ballast rock was also spread atop the Mirafi 50OX geotextile for an approximate 20 foot wide zone along the north pad area. Eco -blocks were also stored atop the north pad area and contained the ballast rock on the pad. We understand the eco -blocks will be used to further construct the east slope block wall. During our site visit we observed the temporary slope conditions along the north, south and east slope. The slopes generally appeared stable at this time, in our opinion, with limited areas of seepage and only minor sloughing of soils. According to Mike with Nelson, the north perimeter drain will be installed tomorrow with washed gravel placed around the pipe. The angular railroad ballast rock will be spread atop the washed gravel above the north perimeter drain. Ballast rock will be spread to the south as cutting to final grade and placement of geotextile is completed. Eco -block wall construction is also planned for tomorrow. REVIEWED BY: This report presents opinions f�ificationsatrhersoulghout of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and sp the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. Jamerracon Consulting Engineers & Scientists 14405 SE 36"' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 7 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 11:45am — 2:00pm WEATHER: Partly cloudy, showers, 60's DATE: May 31, 2011 PAGE I OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed that Nelson had previously cut the eastern slope south of the installed eco -block wall on an approximate 0.5HAV (Horizontal:Vertical) slope angle. -We understand the east slope eco -block wall will be constructed this week from the northeast installed area to the southeast corner. The east slope face consisted of upper fill soils atop weathered native soils atop dense to very dense native Transitional Bed soils. Very slow groundwater seepage was observed atop the Transitional Bed soils. No sloughing soils were observed along the east slope and the temporary cut slopes generally appeared stable at this time, in our opinion. Nelson used the Hitachi EX 200 trackhoe to excavate the north building pad area to final subgrade. An area approximately 30 feet wide and the length of the building pad was excavated from the east side to the west side. The north perimeter drain trench was also cut. According to Nelson, the excavated subgrade elevation was approximately 70 feet at the east side and slopes down to approximately 68.5 feet at the west side. The excavated subgrade was generally a dense to very dense silty gravelly sand, classified as the native Transitional Bed soils. Two soft subgrade areas were overexcavated approximately 0.5 feet at the northeast corner to encounter the suitable soils. The two overexcavated areas in area were approximately 12 feet by 15 feet, and approximately 10 feet by 10 feet. The unsuitable soils were saturated and included some organics. Based on visual observation and hand probing with a '/z inch steel rod, we found the excavated subgrade adequate for design bearing of 3,000 psf, in our opinion. Nelson covered the excavated final subgrade and the north perimeter drain trench with Mirafi 50OX geotextile during our site visit. According to Mike with Nelson, the angular railroad ballast rock will be spread atop the geotextile for the approximate 30 foot wide area. After ballast rock placement, the north pad area will be used to access the east slope for eco -block wall construction. Nelson used the Hitachi EX 330 trackhoe to excavate the central, west and south building pad area and south slope area. The cut pad in these areas were left approximately 0.5 to 2 foot high and will be cut to final subgrade just prior to geotextile placement and ballast rock filling. The south slope was generally cut on a temporary 1H:1V slope angle. The temporary cut south slope generally appeared stable, at this time, in our opinion. The excavated soils were mounded in a stockpile to the west of the building footprint. REVIEWED BY: This report presents opinioifs f med as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spg6ifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be fot the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. • +� of n ,'�' � � ` •'MU � .V.Y'G..,� CtC = �, ='fci••i � i+Y i Y' 'S tSY'. 'IGv<`�: e� K TRANSMITTAL June 3, 2011 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy, Kenneth Haydock, & John Russell Holy Rosary Church & School To: Andrew Wisdom & Norm Sandler Sandler Architects To: Leif Bjorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce, Duane Oswald, & Mike J. Nelson & Sons Construction From: James M. Brisbine, P.E. RE: GEOTECHNICAL FIELD REPORTS Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 131115008 Transmittal Mode: XE -Mail ❑ U.S. Mail ❑ Courier ❑ Hand Delivery x ;SUMMARY OF.TRANSMITTAL`ITEMS Copies t. Jitle'Or Description Date 1� 1 Daily Field Reports 7 — 10 5/31/2011 to 6/3/2011 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the second full week of earthwork, during which time the building pad was prepared. Signed: '. .�, Terracon x6. . Bellevue, WA 98006 [425] 746-1889 terracon.com • TRANSMITTAL May 27, 2011 To: Ed Foster & Annie Roy Archdiocese of Seattle To: Blaise Goudy Holy Rosary Church & School To: Andrew Wisdom Sandler Architects To: Leif 13jorback City of Edmonds, Development Services To: Wayne Jackson, Gary Moss, & Scott Siekawitch Abbott Construction To: Chris Pierce Nelson & Sons Construction From: James M. Brisbine, P.E. • RE: GEOTECHNICAL FIELD REPORTS Holy Rosary Parish Center 630 Seventh Avenue N. Edmonds, Washington Permit No. 2010-0013 Terracon Project No. 131115008 Note: If items are not as shown, please notify us at once. Comments: These field reports cover the pre -construction meeting and the first full week of earthwork. 1____) • Signed: Terracon Cinsultants, Inc. 14405 SE 36th Street, Suite 210 Bellevue, WA 98006 [425] 746-1889 terracon.com 1.,riarracon I Consulting Engineers & Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 1 DATE: May 12, 2011 PAGE I OE 2 PROJECT: Holy Rosary Parish Center TERRACON PROJECT NO.: B1115008 CLIENT: Archdiocese of Seattle CEN. CONTRACTOR: Abbott Construction TERRACON FIELD REP: Jim Brisbine SUBCONTRACTORS: Nelson Construction ARR. / DEP. TIME: 9:00am—11:10atn LOCATION: Edmonds, Washington WEATHER: Sunny, 50's PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to attend a pre -construction meeting. Upon arrival, we met with Wayne and Gary of Abbott Construction; Dwayne and Gary of Nelson Construction (earthwork sub); Leif from the City of Edmonds Building Division; and Jeanie and Jen from the City of Edmonds Engineering Division. The key geotechnical aspects of our meeting are summarized below. • Demolition is currently underway and will be completed next week. Earthwork is scheduled to begin on May 18tH • An early task in the earthwork is to abandon an existing 6 -inch -diameter sewer pipe that runs roughly in line with the future western footing. We recommended that the sewer trench be backfilled with crushed rock and that the sewer pipe be infilled with CDF. • The building footprint will be excavated down to design subgrade in sequential zones rather than as a single area. An excavation will also be made for a new stormwater detention tank closely west of the building. • The current design calls for placement of a bearing pad of angular ballast rock over the entire building pad. This pad is planned to range from about 2 to 3 feet thick, with a gradual increase toward the west. However, we will confirm or modify this thickness based on actual subgrade conditions exposed during earthwork. • If convenient, the contractor will dig an array of potholes within the building footprint so that we can assess subgrade conditions prior to mass excavation. • Erosion control measures can consist of silt fences, hay bales, straw wattles, gravel dams, filter socks; and other items as deemed appropriate. • Terracon will monitor, verify, and/or test the following geotechnical items: o Excavation and grading. o Soil bearing. o Fill placement and compaction. o Footing drains. o Wet weather earthwork. REVIEWED BY: This report presents opinions frfmedas a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spens throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. 1,rerracon Consulting Engineers & Scientists 14405 SE 361' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: I DATE: May 12, 2011 PAGE 2-OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 C Terracon will prepare a field report for each site visit. These field reports will be transmitted to Leif and Wayne on a weekly basis. After the preconstruction meeting, we walked the site to observe current conditions. The previously existing parish hall has been demolished, and a large pile of debris was sitting on the former building footprint. No trees, bushes, or groundcover plants have yet been removed, and no erosion control measures have yet been implemented. Wayne requested that Terracon perform another site visit late next week to observe initial excavation progress and/or potholing. 11rerracon Consulting Engineers & Scientists 14405 SF 36`t' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 2 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 8:15am—11:30am WEATHER: Sunny, 60's DATE: May 20, 2011 PAGE 1 OF 2 TERRACON PROJECT NO.: BI 115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edtnonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork and excavation of several potholes within the building footprint. Upon arrival, we met with Wayne of Abbott Construction (Abbott) and Mike of Nelson Construction (Nelson) (earthwork sub). We observed Nelson using Hitachi EX 330 and EX 200 tracked excavators to cut the building pad area during our site visit. The EX 200 worked the.upper east site area with removal of the upper landscaping and surficial soils. The EX 330 worked the main building pad area mainly along the south and central areas. The excavated soils were mounded to the west for truck removal next week. According to Mike, the building pad excavation will initially be.excavated approximately 1 foot above design subgrade in sequential zones (1/3 of pad at a time), starting along the east side of the south pad area. We observed the east central area was cut to a dense, gray, silty sand with gravel (classified as native Transitional Beds). Groundwater seepage was observed "perched" atop the Transitional Beds along the east central cut bank. According to Wayne and Mike, the proposed cut subgrade elevation for the ballast rock fill is 70 feet at the east pad area and 68.5 feet at the west pad area. The east side of the south pad area was previously cut to approximately elevation 71 feet, according to Mike. We observed the surface consisting of upper loose, wet, silty sand with gravel and some demolition debris. We excavated pothole PH -1 with the Hitachi EX 330, at the southeast pad area and observed dense, gray, silty sand with gravel approximately 1 foot below the previously cut surface. We interpreted the Transitional Beds at approximately elevation 70 feet, based on the pothole excavation. We excavated pothole PH -2 with the Hitachi EX 330, at the southwest pad area and observed dense, gray, silty sand with gravel approximately 1 foot below the previously cut surface. We also interpreted Transitional Beds at approximately elevation 70 feet, based on the pothole excavation. Groundwater seepage was noted perched atop the Transitional Beds in potholes PH -1 and PH -2. We excavated pothole PH -3 with the Hitachi EX 330, at the northwest pad area. The ground surface elevation was estimated at approximately 72 feet. Dense, gray silty sand with gravel interpreted as the Transitional Bed deposits were observed approximately 5 feet below the previously ,cut surface (elevation 67 feet). An older abandoned sanitary sewer pipe was encountered approximately 4 feet below the ground surface. Medium dense silty sand with gravel, interpreted as fill was observed atop the Transitional Beds. A pothole excavation was not attempted at the northeast pad area due to ongoing stripping and mounding in this area. REVIEWED BY: This report presents-5pinionsfformed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. lierria con Consulting Engineers & Scientists 14405 SE 36'h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 2 DATE: May 20, 2011 PAGE 2 OF 2 PROJECT: Holy Rosary Parish Center TERRACON JOB NO.: B1115008 Based on our observations of the perched groundwater and silty subgrade soils, we would recommend use of a geotextile separation fabric atop the cut subgrade prior to placement of the angular ballast rock bearing pad. According to Wayne, a geotextile submittal was sent to the architect for approval. The geotextile separation fabric used for the building pad should be extended outside the building pad to incorporate the proposed dewatering perimeter drain, in our opinion. The geotextile should line the bottom of the perimeter drain with 7/8 inch washed gravel surrounding the 6 -inch diameter perforated pipe, as specified. The ballast rock should be placed atop the geotextile over the building pad and atop the washed gravel over the perimeter drains, in our opinion. Wayne requested that Terracon schedule site visits for next week as Nelson commences substantial excavation and earthwork for the building pad. liff-e-rracon Consulting Engineers & Scientists 14405 SE 36'h Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 3 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:15pm — 2:30pm WEATHER: Partly cloudy, 60's DATE: May 23, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we discussed with Wayne of Abbott Construction (Abbott) and Mike of Nelson Construction (Nelson) (earthwork sub) the ongoing earthwork status. We were informed the geotextile separation fabric was delivered to the site. Three rolls of Mirafi 50OX woven geotextile were noted onsite. We observed Nelson using Hitachi EX 330 and EX 200 tracked excavators to continue to cut the building pad area during our site visit. The EX 200 excavated the east and central site areas. The EX 200 then formed stockpiles at the west central site area. The EX 330 loaded truck and trailers with the excavated stockpiles. The soils in the truck and trailers were covered and hauled offsite. The majority of the building footprint was partially excavated approximately 4 to 8 feet below original grades. According to Mike, the building pad excavation was left at least 1 foot above design subgrade and final cutting will be performed just prior to geotextile placement. The final cutting will be performed sequentially starting at the southeast site area and will commence tomorrow, according to Mike. We understand the proposed cut subgrade elevation for the ballast rock fill is 70 feet at the east pad area and 68.5 feet at the west pad area. We observed the south pad area consisting of loose, wet, silty sand and sandy silt with gravel and organics. Areas of surface water were noted across the south pad area. As noted in the south side pothole excavations, native dense, silty sand with gravel, classified as Transitional Bed deposits were encountered approximately 1 to 1.5 feet below the loose upper soils. In our opinion, the surface water is "perched" atop the dense native Transitional Beds. The east and north site temporary slopes were cut to approximately 1H:1V (Horizontal:Vertical). Upper topsoil and fills were observed in the cut faces. Several utility conduits were observed in the east cut slope and noted generally parallel to the slope. Native silty sands with gravel, classified as Transitional Bed deposits, were observed near the bottom of the slopes. An area of surface water was located at the northwest corner of the cut building pad area. The surface water observed at the northwest corner is perched atop the dense native Transitional Bed deposits, in our opinion. We understand Nelson will continue to excavate the building footprint and adjacent slopes. According to Mike with Nelson, the southeast building footprint area will be excavated to final subgrade tomorrow. As the subgrade is deemed acceptable, the separation geotextile (Mirafi 500X) will be rolled over the area prior to placement of railroad ballast rock. REVIEWED BY: ,r This report presents opinions f coed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and sp ifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible for job or site safety on this project. 1�rerracon Consulting Engineers & Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 4 DATE: May 24, 2011 PAGE 1 OF I PROJECT: Holy Rosary Parish Center TERRACON PROJECT NO.: B1115008 CLIENT: Archdiocese of Seattle GEN. CONTRACTOR: Abbott Construction TERRACON FIELD REP: Curt Thompson SUBCONTRACTORS: Nelson Construction ARR. / DEP. TIME: 11:15am — 2:00pm LOCATION: Edmonds, Washington WEATHER: Partly cloudy, 60's PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we discussed with Wayne of Abbott Construction (Abbott) and Mike of Nelson Construction (Nelson) (earthwork sub) the ongoing earthwork status. We were informed the planned excavation to final subgrade at the southeast building footprint will not be performed today. Nelson mainly excavated at the northeast site area with the Hitachi EX 330 tracked excavator during our site visit. We were informed the Hitachi EX 200 tracked excavator was not working today due to mechanical breakdown. We observed Nelson using the Hitachi EX 330 trackhoe to excavate at the northeast corner. An area of the east slope was excavated from the northeast corner approximately 25 feet to the south. The observed excavation was generally 1.5H:1V (Horizontal:Vertical) from the east sidewalk grade down approximately 4 feet to the exposed water pipe. According to the contractor, the water pipe which parallels the east slope is active and services the school building to the east. The slope excavation continued down adjacent to the water pipe approximately 11 feet to near the proposed pad subgrade of elevation 70 feet. The slope excavation was generally 0.5H:1V to near vertical below the water pipe elevation. The slope soils generally consisted of upper loose to medium dense silty sand with gravel and trace organics, classified as a fill, to approximately 5 feet in depth. Below the upper fill, we observed a medium dense to dense silty sand with gravel, classified as a weathered native Transitional deposit, to approximately 13 feet in depth. The weathered deposit in the slope face was brown -gray in color with some orange mottling. Below the weathered deposit, we observed dense to very dense silty sand with gravel, classified as a Transitional Bed deposit, to the bottom of the slope cut at approximately 15 feet in depth. During our site visit we observed slow seepage within the weathered Transitional deposit with some minor sloughing of slope soils from approximately 9 to 12 feet in depth. We understand the steep cut by Nelson along the east slope was to facilitate the installation of the eco -block wall at the toe of slope. According to Mike with Nelson, the proposed eco -block wall will be 4 blocks high and set atop 1 foot of ballast rock. Mike informed us no additional east slope excavation will be performed until the 25 foot area exposed today is protected with the eco -block wall and ballast backfill. We would recommend the east slope excavation be performed in limited slots to reduce the time the slope face is exposed. We also recommend the slope face be covered with visqueen- type plastic during inclement weather to limit rain and/or runoff impacts. Nelson also performed additional work along the north slope. During our site visit, we observed a Bobcat 334 mini- trackhoe removing additional surface asphalt at the east area of the north slope. According to Wayne, the north slope will be additionally excavated fqr 9 a HAV temporary slope. REVIEWED BY: This report presents opinions finned as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will l: fo the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will n6t be responsible for job or site safety on this project. lirerr ton Consulting Engineers & Scientists 14405 SE 36th Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 5 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 12:45pm — 2:45pm WEATHER: Cloudy, rain, 50's DATE: May 25, 201 l PAGE 1 OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson using the Hitachi 200 trackhoe to construct the eco -block wall at the toe of the east slope from the northeast pad corner to approximately 25 to 30 feet to the south. The concrete eco -blocks are approximately 6 feet in length, 2 feet wide, 2 feet in height and have an interlocking central hump and notch. We observed Mirafi 50OX geotextile was previously placed atop the cut subgrade and extended up the east cut slope. Two steel plates were placed over the geotextile and laid back against the cut slope for temporary slope protection. We observed 4 bottom row eco -blocks placed atop approximately 1 foot of railroad ballast rock. A second row of eco -blocks was partially completed during our site visit. Nelson used the Hitachi 200 trackhoe to place railroad ballast rock between the slope face and the back of the eco -blocks. According to Mike with Nelson, this method of eco -block construction will continue to the south along the east slope with the steel plates moved as ballast rock backfill is placed. We understand the eco -block wall along the toe of the east slope will be constructed 4 blocks high. We observed Nelson using the Hitachi EX 330 trackhoe to excavate at the northwest corner and west -central area. The excavated soils were mounded at the west site area. Mike with Nelson said the pad excavation is approximately 0.5 to 1 foot above final subgrade across the north site area. The north pad area will be the first area to be filled with the ballast rock atop the separation geotextile, according to Mike. We observed the north slope was cut on an approximate 1HAV (Horizontal:Vertical) angle and appeared generally stable at this time, in our opinion. Nelson plans to truck offsite the excavated building pad soils tomorrow which are mounded at the west site area. Building pad excavation and east slope eco -block wall work will continue. REVIEWED BY: This report presents opinions flin-'ations ed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and spe throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. 1.Jerracon Consulting Engineers & Scientists . 14405 SE 36`x' Street, Suite 210, Bellevue, Washington 98006 (425) 746-1889 / FAX (425) 746-1296 DAILY FIELD REPORT: 6 PROJECT: Holy Rosary Parish Center CLIENT: Archdiocese of Seattle TERRACON FIELD REP: Curt Thompson ARR. / DEP. TIME: 11:00am—12:30pm WEATHER: Partly cloudy, sun -breaks, 60's DATE: May 27, 2011 PAGE 1 OF 1 TERRACON PROJECT NO.: B1115008 GEN. CONTRACTOR: Abbott Construction SUBCONTRACTORS: Nelson Construction LOCATION: Edmonds, Washington PERMIT NO.: 2010-0013 A Terracon representative visited the project site on behalf of our client to observe earthwork for the proposed Holy Rosary Parish Center. Upon arrival, we observed Nelson using the Hitachi EX 330 trackhoe to excavate the south-central building pad area and the central area of the south slope. The excavated soils were mounded in a stockpile to the west of the building footprint. It appears Nelson previously cut the east slope south of the eco -block wall and the east area of the south slope. The slopes were generally cut on a temporary 1HAV (Horizontal:Vertical) angle. According to Mike with Nelson, the east slope will be cut further for the eco -block wall construction, but at this time no additional east slope cuts will be performed. Several areas of seepage were noted at the east and south slope face but the seepage was slight and no sloughing soils were observed, during our site visit. The temporary cut slopes generally appeared stable at this time, in our opinion. Mike also informed us the cut pad subgrade is approximately 0.5 to 2 feet high and will be cut to final subgrade just prior to geotextile placement and ballast rock filling. The plan is to start at the north side of the pad and work in approximately 25 feet wide sections. Nelson was using the Hitachi EX 200 trackhoe to cut for the north perimeter underdrain starting at the northeast corner of the building pad area. We understand Nelson pumped accumulated surface water from the building pad area in the morning. We observed the eco -block wall at the toe of the east slope from the northeast pad corner to approximately 25 to 30 feet to the south was further constructed since our last site visit. We observed approximately 4 blocks along the base (24 feet), and 4 blocks high (8 feet). Railroad ballast rock was observed between the slope face and the back of the eco - blocks. Two steel plates were placed over the slope face geotextile and laid back against the cut slope for temporary slope protection. According to Mike with Nelson, eco -block wall construction will continue along the east slope late next week. REVIEWED BY: Ar� This report presents opinions rmed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and sp cifications throughout the duration of the project irrespective of the presence of the Terracon field representative. The presence of our Field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the Terracon field representative nor the observation and testing by Terracon shall excuse the contractor in any way for defects discovered in its work. Terracon will not be responsible forjob or site safety on this project. t STANLEY ROOFING CO., INC. 19710 144th Avenue NE WOODINVILLE, WA 98072 • ST -AN -LR -3755T (425) 4543929 (425) 483.6666 Fax (425) 483-6660 TO: J.R: Abbott Construction ATTN: WAYNE JACKSON 3408 1st Ave South Seattle WA 98134 PROPOSAL 83 PHONE DATE 206-467-8500 2/23/2012 JOB NAME / LOCATION HOLY ROSARY PARISH EDMONDS, WA PHONE > TO WHOM IT MAY CONCERN REGARDING INSULATION R -VALUES, MINIMUMS AND AVERAGES. THIS LETTER IS CONFIRM THE R -VALUES INSTALLED BY STANLEY ROOFING ARE AS DESCRIBED PER PAGE 2 DRAWING PROVIDED BY OUR SUPPLIER INTERMOUNTAIN SUPPLY. WE INSTALLED A BASE LAYER OF R-30 WITH TAPERED INSULATION THAT MEET OUR ACCEDE R-38 AVERAGES EXCEPT AT CANOPY ROOF AREA'S. PLEASE LET ME KNOW IF I CAN BE OF ANY FURTHER ASSISTANCE. THANK'S MARK STANLEY We Propose hereby to furnish material and labor— complete in accordance with the above specifications, for the sum of: dollars ($ ). Payment to be made as follows: All material is guaranteed to be as specified. All work to be completed in a professional manner according to standard practices. Any alteration or deviation from above specifications Authorized involving extra costs will be executed only upon written orders, and will become an extra Signature charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tomado, and other necessary insurance. Our Note: This proposal may be workers are fully covered by worker's Compensation insurance. withdrawn by us if not accepted within days. Acceptance of Proposal —The above prices, specifications and 0 nditions are satisfactory and are hereby accepted. You are authorized to do the work Signature specified. Payment will be made as outlined above. Signature Date of Acceptance: PRODUCT 171n FUND a (>) TO AT CO WWON M W-0- a eNEM. PRUM 1R R.R.A B LOOMMOV T•; . w9rtems �.}.�y\ •. .1�.ti/ ""Tr'�89 1.401 YM'3MMod5 v tJ V� 3tCYLUIIAlOd0301im1Y9 'J18i00i1A3WIS msao doom MViNnoY1m31Nt aumd YM 5011 «oz o��� N30 myyi WWd AWM A1011 FIGNEL -"am Q m U O yy (7 g all Mrcm co q J r ief @ z z 1M N Q Q 00 0 OV `-Qjf Inspection Comments v f BLD20100013 45 - New Commercial Applied: 01/07/2010 Issued: 04/29/2011 Expires: 04/29/2012 Address: 760 ALOHA ST, EDMONDS INSPECTION DATE INSPECTOR ACTION 1000 - E -Pre -Con 05/12/2011 MCCONNELL CMP Comment: City staff present: M.Smith, L.Bjorback, R.Steinike, J.Lambert, J.McConnell. 1001 - E -Erosion Control/Mobilization 03/29/2012 LAMBERTJ CMP Comment: All exposed soils covered - Final Approved 1013 - E -Storm Tightline 06/17/2011 LAMBERTJ PAR Comment: Verified connection to CB 1 installed at the NW corner of property to CB 2 - Partial - OK to backfill 1013 - E -Storm Tightline 06/20/2011 LAMBERTJ PAR Comment: Continued inspection of pipe headed east from CB 2 - Partial, OK to b/f - AM & PM 1013 - E -Storm Tightline 06/21/2011 LAMBERTJ COM Comment: Verified connection to CB 3 and sticks of pipe south from CB - OK to b/f 1013 - E -Storm Tightline 06/29/2011 LAMBERTJ PAR Comment: Verified Connection to North CB's of the detention pipe and the outfall from the control structure. 1013 - E -Storm Tightline 07/06/2011 LAMBERTJ PAR Comment: Verfied Detention Pipe and connection of detention to South CB's 1013 - E -Storm Tightline 09/22/2011 LAMBERTJ Comment: Partial - Connection to CB 13 and south and east storm line 1013 - E -Storm Tightline Comment: Partial - OK to backfill 09/23/2011 LAMBERTJ 1013 - E -Storm Tightline 09/26/2011 Comment: Partial along South Side to detention - OK to backfill 1013 - E -Storm Tightline 09/29/2011 Comment: Partial - East side of building - OK to backfill LAMBERTJ LAM B E RTJ 1013 - E -Storm Tightline 10104/2011 LAMBERTJ Comment: Verified Connections to storm line 1013 - E -Storm Tightline 10/05/2011 LAMBERTJ Comment: Verified connections and storm line - OK to backfill 1013 - E -Storm Tightline Comment: Final Approved 03/06/2012 LAMBERTJ PAR PAR PAR PAR PAR PAR CMP 1015 - E -Storm Detention System 06/29/2011 LAMBERTJ PAR Comment: Verified Connection to North CB's of the detention pipe and the outfall from the control structure. 1015 - E -Storm Detention System 07/06/2011 LAMBERTJ PAR Comment: Verfied Detention Pipe and connection of detention to South CB's 1015 - E -Storm Detention System 03/16/2012 LAMBERTJ CMP Comment: Final Approved 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 6 INSPECTION DATE INSPECTOR ACTION 1019 - E-Footing Drain TL Conveyance 06/29/2011 LAMBERTJ PAR Comment: OK to backfill 1019 - E-Footing Drain TL Conveyance 09/02/2011 LAMBERTJ CMP Comment: Verified footing drain connection - OK to backfill 1034 - E-Water Service Line 10/26/2011 LAMBERTJ PAR Comment: OK to backfill - Connected to building and meter - tracer grounded at both ends. - need asbuilt prior to final approval 1034 - E-Water Service Line 03/09/2012 LAMBERTJ CMP Comment: Final Approved 1039 - E-RPBA with HotBox 02/23/2012 MCMURPHY CMP Comment: signed off 1051 - E-Pavement Striping 03/06/2012 LAMBERTJ COR Comment: Correction Given 1051 - E-Pavement Striping 03/09/2012 LAMBERTJ CMP Comment: Final Approved 1053 - 13-Retaining Wall Special Inspection Comment: 1075 - E-Trash Enclosure 03/06/2012 LAMBERTJ COR Comment: Correction Notice Given 1075 - E-Trash Enclosure 03/09/2012 LAMBERTJ CMP Comment: Final Approved 1077 - E-Engineering Final 02/22/2012 LAMBERTJ COR Comment: Pre-Liminary Engineering Final - see checklist attached 1077 - E-Engineering Final 03/06/2012 LAMBERTJ COR Comment: Correction Notice Given 1077 - E-Engineering Final 03/09/2012 LAMBERTJ CMP Comment: Final Approved 1101 - B-Preconstruction meeting 05/12/2011 STEINIKE CMP Comment: 1106 - B-Setbacks 02/10/2012 LAWLER CMP Comment: 1108 - B-Footings 06/16/2011 LAWLER PAR Comment: elevator pit and perimeter grid lines 6-20 @ North and South, and east wall line approved to pour 1108 - B-Footings 06/22/2011 STEINIKE PAR Comment: see back of job card, NE corner and elevator pt. 1108 - B-Footings 07/15/2011 STEINIKE COM Comment: See job site log for Inspections. 1108 - B-Footings 07/18/2011 STEINIKE PAR Comment: See job card for locations. 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 2 of 6 INSPECTION DATE INSPECTOR ACTION 1108 - B-Footings 08/12/2011 STEINIKE CMP Comment: 1110 - B-Foundation Wall 06/27/2011 LAWLER PAR Comment: See inspetion card for locations 1110 - B-Foundation Wall 07/01/2011 STEINIKE PAR Comment: See inspection card for locations. 1110 - B-Foundation Wall 07/08/2011 STEINIKE PAR Comment: Pads for 6 sections A' B and D at grid lines c and f.walls 19 through 14 7 west to door. 1110 - B-Foundation Wall 07/12/2011 STEINIKE PAR Comment: See inspection log on site. 1110 - B-Foundation Wall 07/13/2011 STEINIKE PAR Comment: See inspection card on site. 1110 - B-Foundation Wall 07/19/2011 STEINIKE PAR Comment: See inspection log on site. 1110 - B-Foundation Wall 07/20/2011 STEINIKE PAR Comment: See inspection log on site. 1110 - B-Foundation Wall 07/22/2011 STEINIKE PAR Comment: Pads complete. 1110 - B-Foundation Wall 08/01/2011 STEINIKE PAR Comment: See job status card. 1110 - B-Foundation Wall 08/09/2011 STEINIKE PAR Comment: See job status card on site. 1110 - B-Foundation Wall 08/12/2011 STEINIKE COM Comment: See job card for locations. 1110 - B-Foundation Wall 08/17/2011 STEINIKE COM Comment: Slab steel ok. 1110 - B-Foundation Wall 09/16/2011 STEINIKE CMP Comment: 1112 - B-Foundation Drainage 09/02/2011 STEINIKE PAR Comment: Ok pending special inspection report. 1112 - B-Foundation Drainage 02/06/2012 LAWLER CMP Comment: 1114 - B-Isolated Footings/Piers 07/08/2011 STEINIKE PAR Comment: Pads and walls see job card for locations. 1114 - B-Isolated Footings/Piers 02/06/2012 LAWLER CMP Comment: 1116 - 13-Retaining Wall 02/06/2012 LAWLER CMP Comment: 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 3 of 6 INSPECTION DATE INSPECTOR ACTION 1118 - B-Slab Insulation 08/17/2011 STEINIKE CMP Comment: 11/16/2011 STEINIKE COM 1120 - B-Plumb Ground Work 08/03/2011 STEINIKE COM Comment: Not Ready 11/17/2011 STEINIKE PAR 1120 - B-Plumb Ground Work 08/04/2011 STEINIKE CMP Comment: 12/19/2011 LAWLER CMP 1122 - B-First Floor Framing 09/21/2011 STEINIKE PAR Comment: Steel for floor concrete. 01/06/2012 LAWLER PAR 1122 - B-First Floor Framing 02/06/2012 LAWLER CMP Comment: 02/24/2012 LAWLER CMP 1126 - B-Plumb Rough In 11/14/2011 LAWLER PAR Comment: first floor approved 02/06/2012 LAWLER CMP 1126 - B-Plumb Rough In 12/05/2011 LAWLER PAR Comment: Second story bathrooms approved 12/21/2011 LAWLER CMP 1126 - B -Plumb Rough In 12/15/2011 LAWLER CMP Comment: 1128 - B -Gas Test/Pipe 11/16/2011 STEINIKE COM Comment: Not ready. 1128 - B -Gas Test/Pipe 11/17/2011 STEINIKE PAR Comment: Stub into first floor wall only to cover inside wall. 1128 - B -Gas Test/Pipe 12/19/2011 LAWLER CMP Comment: 1130 - B-Equipment-Mech 01/06/2012 LAWLER PAR Comment: Ceiling cover first floor 1130 - B-Equipment-Mech 02/24/2012 LAWLER CMP Comment: Revisions at Type I hood for make-up air 1132 - B -Exterior Sheathing 02/06/2012 LAWLER CMP Comment: 1133 - B -Mechanical Ductwork 12/21/2011 LAWLER CMP Comment: 1136 - B -Shear Nailing 10/05/2011 STEINIKE PAR Comment: See job site inspection card for locations. 1136 - B -Shear Nailing 10/13/2011 STEINIKE PAR Comment: See job site card for inspection location. 1136 - B -Shear Nailing 10/19/2011 STEINIKE PAR Comment: See job site card for Inspection locations. 1136 - B -Shear Nailing 12/20/2011 LAWLER CMP Comment: 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 4 of 6 INSPECTION DATE INSPECTOR ACTION 1138 - B-Ceiling Grid 11/22/2011 STEINIKE PAR Comment: 1st floor hard lid, cover only. 1138 - B-Ceiling Grid 01/06/2012 LAWLER PAR Comment: T-bar ceiling first floor 1138 - B-Ceiling Grid 02/06/2012 LAWLER PAR Comment: second floor except elevator lobby, nursery, and storage rooms. 1138 - B-Ceiling Grid 02/10/2012 LAWLER CMP Comment: 1140 - B-Height Verification 02/10/2012 LAWLER CMP Comment: 1141 - B-Fire Stopping 02/10/2012 LAWLER CMP Comment: 1142 - B-Framing 09/29/2011 BJORBACK COM Comment: Upper roof parapet studs and track OK. 1142 - B-Framing 11/10/2011 STEINIKE COM Comment: Need electrical approval. 1142 - B-Framing 11/15/2011 STEINIKE PAR Comment: 1st floor only! 1142 - B-Framing 12/02/2011 LAWLER PAR Comment: Lower level and deflection track at second story approved 1142 - B-Framing 12/05/2011 LAWLER PAR Comment: Gridline 18.5 B through R 1142 - B-Framing 12/08/2011 LAWLER PAR Comment: Walls and ceilings second story at restrooms and corridor to gridline five 1142 - B-Framing 12/13/2011 LAWLER PAR Comment: Lobby first and second stories 1142 - B-Framing 12/15/2011 LAWLER PAR Comment: second floor conference rooms 1,2,&3 1142 - B-Framing 12/20/2011 LAWLER CMP Comment: 1144 - B-Wall Insulation/Caulk 11/21/2011 STEINIKE PAR Comment: 1st floor only! 1144 - B-Wall Insulation/Caulk 12/21/2011 LAWLER CMP Comment: 1146 - B-Floor Insulation/Caulk 02/06/2012 LAWLER CMP Comment: 1148 - B-Ceiling Insulation/Caulk 02/24/2012 LAWLER CMP Comment: R-38 per Stanley roofing document 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 5 of 6 INSPECTION DATE INSPECTOR ACTION 1150 - B-Sheetrock Nail 12/13/2011 LAWLER PAR Comment: Second story restrooms and corridor Comment: Clarified with Wayne guard requirements at rooftop HVAC and access hatch. 1150 - B-Sheetrock Nail 12/22/2011 LAWLER PAR Comment: all except elevator shaft 1158 - B -Building Final 03/23/2012 LAWLER 1150 - B-Sheetrock Nail 01/18/2012 LAWLER CMP Comment: LAWLER CMP Comment: 1152 - B-Plumbing Final 03/01/2012 LAWLER COR Comment: L&I boiler final. Comment: APPROVED 1152 - B-Plumbing Final 03/27/2012 LAWLER CMP Comment: 1985 - F -Fire Final 03/08/2012 SMITHM 1156 - B -Mechanical Final 03/08/2012 LAWLER PAR Comment: Curb attachments approved 1156 - B -Mechanical Final 03/09/2012 LAWLER COM Comment: Clarified with Wayne guard requirements at rooftop HVAC and access hatch. 1156 - B -Mechanical Final 03/27/2012 LAWLER CMP Comment: 1158 - B -Building Final 03/23/2012 LAWLER COR Comment: Planning final and roof safety access guard issue resolved. 1158 - B -Building Final 03/27/2012 LAWLER CMP Comment: 1900 - F -Fire Hydrant Verification 03/08/2012 SMITHM CMP Comment: APPROVED 1950 - F -Fire Safety and Evacuation Plan 03/08/2012 SMITHM CMP Comment: APPROVED 1985 - F -Fire Final 03/08/2012 SMITHM CMP Comment: APPROVED 2000 - P -Planning Final 05/27/2010 COCCIA INC Comment: Review landscaping and design of building. 2000 - P -Planning Final 03/26/2012 COCCIA CMP Comment: Landscaping was NOT installed according to plans. They resubmitted a revised landscape plan today (attached) that I'm signing off on provided that it gets installed very shortly. 3/30/2012 7:22:52 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 6 of 6