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Home My WebLink About251 Boardwalk Dr - Special Inspections/Engineering - 02/02/2015F p# EARTH ENGINEERING CONSULTANTS, LLC February 2, 2015 Home Instead 3711 John F Kennedy Parkway #317 Fort Collins, Colorado 80525 Attn: Mr. Mike Maguire (Mike.Ma ug ire(a,hiscnoco.com) Re: Construction Observation and Testing Report — Submittal No. 3 Home Instead Plaza — 4000 South JFK Parkway Fort Collins, Colorado EEC Project No. 1144114 Mr. Maguire: As requested, during the period January 4 through January 17, 2015, Earth Engineering Consultants, LLC (EEC) personnel provided construction observation and testing services for the proposed Home Instead Plaza project located at 4000 South JFK Parkway in Fort Collins, Colorado. We understand the project consists of an approximate 7,192 square foot single -story slab -on -grade building, a separate 2,400 sf single story slab -on -grade building, and associated exterior flatwork and pavement improvements for the site. The services provided during the referenced period were on a part-time, on-call/as-needed basis and included observation of structural steel connections for the referenced project. The results of our observations completed during the referenced period are summarized with this report. On January 15, 2015, EEC personnel provided observation of structural steel and roof decking .. connections between approximate Grid Lines A thru K and 1 thru 7. Those observations were carried out by an ICC Special Welding Inspector. A summary report describing our observations is attached with this report and were provided verbally to the contractor immediately following our site observations. The structural steel connections observed by EEC during the referenced period appeared to be of good quality. 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 No Text No Text No Text No Text No Text Earth Engineering Consultants, LLC Summary of Laboratory Classification/ Moisture-Density Relationship 145 i i Material Designalion: SF-Import STRUCTURAL FILL � � � - Sample Location: 3 Bells Martin Marietta Materials i ! i i Description: Silty Sand with Gravel(SW-SM) 140 � ' � � i -1--�-- -i- J-- Atterberq Limits(ASTM D-43181 , , � � - Liquid Limit: NL �� ' ' Plastic Limit: NL 135 � ' � � J i._�i_,__� i . � . � Plasticitylndex: NP i � i : �� .._1--—j- _i i_ i_-�i - �i Passing No.200 Sieve(AASHTO T 11/ASTM C 117}: 8.5% 130 i I � ;--{-,- -: i --------- -- -- i i ; � ; ! i Standard Proctor(ASTM D-6981 � i_.....I....-.j_...�_............._': !._.._.._ i__.;...._.._ Maximum Dry Density: 128.0 pcf c -1-�-t,-� � { _ t Optimum Moisture Content: 7.5% LL 125 ; i � � '� �-i-'� � i � � ii ;o I i i i � � .._..__�.._.�__i.._...._' . ..�i i_,�. _ c� ; ; I ! {�'' i"�T'"' -� "-'- Curves for 100°/a Saturation a �pp ; i ' ,_ � � ' � ' � � For Specific Graviry Equal to: � -��-tT _, -i - ;-- a i _.- � � I ; ! c ; ; o _.;_._._...!--._....._i._i _...._,----..._.-� : . a 2.80 a° 115 ; i � , i ! , , � r-._....._; -_-�. 2.70 � i i � � -�--f-f--f_-._i.� _�.._ _ I :..�__ --- 2.60 , j�—I t I — � I � I T J , � H i j : p : i i ' ; i � ..I._ I _........:........__.._._......._..__ ..--....._.._......._......_. ...__..__.-. e 110 i � ! � i i i i_"_. ! �� I ! ! i Z' � —j_�_I I _ __—.:I O i �T I � ��^ i I I I I I J 105 � i � � � ! i � � _.� i I I, i : I � . �__�.._..._�_....._..........:..._i...................!...: ....... ._.�.......�.._.__.._....._..-,--. ........_ .._. I � r�� i I 1 i ' I ! I i i ! i � � I i I ' � ' ' . j.'__�... 1�_' _ — I I _I I _.L.._'_'__ ! 1 ��0 � I 4 � f i I � � _i . _..� .._I_. I i I I I �_ : �_ � i �i_ -- "" �-. ' �—.i . � � � f... �_t... � � �--, � H -, � . ,--_ _ � r� �j_ - � ;_� _ I , � 95 i'' i � -, T i � � i , 1 i�" - iii i � i � i � � ii :- _.. � � ; ! ._ i ' �.. 1 �.....---i . .i #.... i.. 1 ...... � l f --�- -.. _1 } .....� I � L , � �� } , so � � � � � � -- � � � : - 0 5 10 15 20 25 30 35 Percent Moisture Project: Home Instead Plaza _ �"'� Fort Collins,Colorado �� 5 Project No: 1144114 Date Nov.2014 `" , , Earth Engineering Consultants, LLC Summary of Laboratory Gradation Test �oo^io so��o eo�io � �o^io r � .� � so°io a � � 5 50% � c d � 40% � a 30% 20% 10°/a - �% 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Sieve Size Percent Passing No.4 88% No.10 68°/a No.40 27% No.200 8.5% Material Designation: SF-Import STRUCTURAL FILL Sample Location: 3 Bells Martin Marietta Materials Material Description: Silty Sand with Gravel(SW-SM) Project: Home Instead Plaza Fort Collios,Colorado Project Na: �144114 � Date Nov.2014 � �a � , . EARTH ENGINEEI�ING CONSULTANTS,LLC REPORT OF CAST-IN-PLACE CONCRETE TESTS GENERALINFORMATION Placement Date: 11/25I2014 Test No.: 1 Placement Location: Footing Concrete Supplier: Aggregate Industries Type of Piacement: Pump Ticket Number: 60328398 Truck Number: 689 MiX Code: 5304122 Water Added on Site: None Batch Time: 9:55 AM Sample Time: 10:30 AM Yards: 11 of 33 Required 28 Day Compressive Strength(psi): 3000 EEC Technician: KW Comments: FIELD TEST DATA TEST RESULTS SPECIFICATIONS Slump(in) ASTM C143 4.5" Air Content(%) ASTM C231 6.1°/a Unit Weight(pc� ASTM C138 141.8 -- Concrete Temperature(deg F) ASTM C1064 60 90°Max Air Temperature at Placement(deg F) 30 --- Comments: COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS(ASTM C39/C37) Average Maximum Cylinder Cylinder Compressive Compressive Specimen Date Age Applied Load Height Diameter Area Failure Strength Strength Number Tested (days (Ibs) (in (in (inZ) Ty e si (psi 'I B 12/02/14 7 42430 8 4 12.57 Shear 3380 3380 Project: Home Instead Plaza-4000 South JFK Parkway Project Number: 1144114 Report Distribution: Moomey Enterprises-mike.maguire@hiscnoc.com Weeks and Associates-john.mcbride@weeksinc.com WG Architects,Inc.-8ob Gustafson:bobg@wgarchitects.com Heath Construction-Adam Sass:adam.sass@heathconstruction.com Heath Construction-Travis Warner:travis.warner@heathconstruction.com ��', Heath Construction-Carrie Wissell:carrie.wissell@heathconstruction.com ��- Heath Construction-Matt Hubbel:matt.hubbell@heathconstruction.com �� ' � ,, 6��i Heath Construction-David Stolte:David.Stoite@heathconstruction.com �� • es Aggregate Industries `�, ` � Earth Engineering Consultants,LLC Home Instead Plaza-4000 5outh 7FK Parkway—Fort Collins,Colorado February 2,2015 EEC Project No. 1144114 Page 2 We appreciate the opportunity to.be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth EnQineering Consultants,LI,C o�,q,00 L C�y ,.<.. .e •• i .o . .�� o g ��12 : � �w .�y�-/ .�� FFSSION A�ti��\ David A. Richer,P.E. Senior Geotechnical Engineer cc: Heath Construction - David Stolte- David.Stolte(r,�,heathconstruction.com Adain Sass—Adam.Sass�HeathConstivction.com Travis Warner- Travis.WarnerCc�HeathConstruction.com Carrie Wissell - Came.Wissell(c�HeathConstruction.com Matt Hubbel - Matt.Hubbell@HeathConstruction.eom Weeks and Associates—Mr. 7ohn McBride, P.E.john.mcbride(c�,weeksinc.coin Wickham-Gustafson Architects - Mr. Bob Gustafson-bob��wgarcliitects.com Eaa��h Er�gineering Cor�sultants, LLC Structural Steel Observ�tion and NDT Summ�ry Project Name: Home Instead Plaza Client: Home Instead Project Location: 4000 South JFK Parkway, Fort Collins, Colorado Contractor: Heath Construction Project No.: 1144114 Date: January 28,2015 Submittal No.: 1 Date: Observation made on 1/15{2015. Description: Observation of Structural Steel at the Roof Level and Roof Decking. Notified: Heath Construction-Travis Wamer(travis.wamer@heathconstruction.com) Observations: Visual observations of the structural steel and roof decking erected at the Roof Level between approximate Grid Lines A thru K and 1 thru 7. Included are bolted column to Ueam connections, bolted beam to beam connections, welded gusset plate to beam and column connections, welded HSS K-bracing to gusset plate connections, welded bar joist top chord to beam connections, welded top and bottom bar joist chord bridging connections, welded perimeter angle to bar joist top chord connections and roof decking puddle welds and lap Tek screw placement. Corrective action has been performed on all deficiencies in the area of the noted Grid Lines. Based on visual observations, the work in the area of the referenced Lines appeared to be in general accordance with the project plans and details dated 8/5/2014. �� . Charles Klapproth, ICC Special Welding Inspector,#84$702 ,, .. . Expires 3/15/2017 .,:� � _ ,e !` � � ��" May 29,2015 � • EARTH ENGINEERING Home Instead CONSULTANTS, LLC 3711 7ohn F Kennedy Parkway#317 Fort Collins, Colorado 80525 Attn: Mr. Mike Maguire (Mike.Maguire(a),hiscnoco.com) Re: Construction Observation and Testing Report—Final Compliance Summary Report Home Instead Plaza—4000 South JFK Parkway Fort Collins, Colorado EEC Project No. 1144114 Mr. Maguire: As you are aware, during various construction phases for the Home Instead Plaza project located at 4000 South JFK Pazkway in Fort Collins, Colorado, Earth Engineering Consultants, LLC (EEC) personnel, provided observation and testing services of requested items on a part-rime, as- needed/on-call basis. This project consisted of construction of an approximate 7,192 square foot single-story slab-on-grade building, a separate 2,400 sf single story slab-on-grade building along with associated exterior flatwork and pavement improvements for the site. Reports concerning the services provided by EEC personnel were submitted to Head Instead, attention of Mr. Mike Maguire, (owner's representative), Heath Construction, the general contractors, and to other project design team members' attenrion during the appropriate time periods as the test results became available. We have recently been asked by Mr. Travis Warner, Project Superintendent with Heath Construction, to provide a summary and/or compliance letter addressing the services performed by EECs personnel during the various construction phases from November 2014 through May 2015. During the foundation construction phases for the referenced project, EEC personnel provided site observations and testing services of the foundation system for both buildings. The site observations and testing services during the foundation construction phase were performed and completed, as recommended in the project-specific subsurface exploration report, (please refer to EEC's "Subsurface Exploration Report"dated September 13, 2013, EEC Project No. 1132068). EEC personnel provided site observations and field density testing on approved imported structural fill material which was placed and compacted as engineered fill material within the building footprint's (both buildings) foundation and interior floor areas, to develop and enhance the foundation bearing stratum, on fill material placed and compacted to develop the interior floor slab 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 _ � :��, a.-. . , �.. �?- '� Earth Engineering Consultants,LLC Final Compliance Summary Report Home Instead Plaza-4000 South JFK Pazkway—Fort Collins,Colorado May 29,2015 EEC Project No. 1144114 Page 2 areas, exterior concrete flatwork areas, and within on-site utility trenches. EEC personnel provided observation of the foundation system for both buildings' (conventional-type spread footings and grade beams), reinforcement requirements, as well as the floor slab reinforcement requirements. EEC personnel provided testing of cast-in-place concrete for the foundation system, interior floors, and exterior concrete flatwork. Based on our review of the outlined testing, as directed by the general contractor and completed by EEC personnel on a part-time/as-needed basis, the final field density test results within the building footprints and on-site utility trenches, met the project compaction requirements for fill materials placed and compacted to redevelop foundation bearing strata, interior floor slab elevations, exterior concrete and pavement subgrade elevarions, and within on-site utility installation trenches. Laboratory compressive strength tests completed on the cast-in-place concrete conformed to the project specified minimum 28-day compressive strengths. Observations of reinforcement within the foundation system and the interior floor slab for both buildings were completed by EEC personnel and reports were submitted to your attention during the appropriate periods as the results became available. Based on our review of the outlined observations, we believe the reinforcement within the foundation system and interior floor slabs for both buildings were placed and constructed in general compliance with the project plans and specifications. Observarions for the steel erection connections were completed by EEC's in-house ICC certified bolt and weld *inspector, (term applied to in association with *inspection), and reports were submitted to your attention during the appropriate periods as the results became available. Based on information provided, we believe the steel erection connections, as presented by EEC within our CMT/QC bi-monthly reports, as previously mentioned, were in general compliance with the project plans and specificarions. Additional copies of our eight (8) periodic/bi-monthly construction materials testing (CMT)Iquality control (QC) test reports dated December 8, 2014 — Submittal No. 1, January 8, 2015 — Submittal No. 2, February 2, 2015 — Submittal No. 3, February 26, 2015 — Submittal No. 4, March 4, 2015 — Submittal No. 5, March 31, 2015 —Submittal No. 6, April 15, 2015—Submittal No. 7, and May 21, 2015—Submittal No. 8, are available upon request. • Earth Engineering Consultants,LLC Final Compliance Suuunary Report Home Instead Plaza-4000 South JFK Pazkway—Fort Collins,Colorado May 29,2015 EEC Proj ect No. 1144114 Page 3 We appreciate the opportunity to be of service to you on this project. If you have any questions regarding this report or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth En aneeri�tg Consultants,I,LC �,p00 L�F,y � ° . a�� o 6� 0 a a�1� ; '°�s'z'p_1.�'.4°�w °'�F�ssio�a��-�G� David A.Richer,P.E. Senior Geotechnical Engineer �Inspector/Inspectioa: The yi:n�al observation of construction to permit the Consultant (EEC), as an eepe�ienced and gualified prafessional, ra determine that d�e GYork, when cuntplered by the Contractor, generally canforms to tlae Conrract Documents. In making s:tch inspecrions, !he Cansultant makes no gt�arantees for, and has no authority or conmol over, the ConMactor's performance nr failure to perform the 4York in accordance with !he Contract Documents. T/:e Consultant has no responsibiliry for tGe mearts, methods, techni�ue.r,sequences orprocedures selected by t/ie Cnntractor or far the Contractor's s�afetyprecautions artd programs nor for failure by the Contructor to comply wi!/t any Imvs or regulations rela(ing to d�e perfarmance or fiernrshing of the GYork by the Conlractor. cc: Heath Construction- David Stolte(Dat�id.Stolte(r�heathconstruction.com) Adam Sass—Adam.Sass(cr'�T3eathConstruction.com Travis Warner-Travis.Warner(u?,HeathConstruction.com Carrie Wissell - Carrie.Wissell(�i)HeathConstructinn.corn Matt Hubbel- Matt.Hubbell ct,HeathConstruetion.eom Weeks and Associates—Mr. John Mc$ride,P.E,john.mcbride(c�,weeksinc.com Wickham-GustafsonArchitects -Mr. Bob Gustafson(bab�;wgarchitects.com) -��,.�` +� " ,,,4 �s�;. December 8, 2014 �;� ` �"'�„=�,�a�� «�'. .t� �� .,,,.�� _ EARTH ENGINEERING Moomey Enterprises, LLC CONSULTANTS, LLC 303 Apache Drive Lexington,Nebraska 68850 Attn: Mr. Mike Maguire (Mike.Ma�uirenn,hiscnoco.com) Re: Construction Observarion and Testing Report—Submittal No. 1 Home Instead Plaza—4000 South JFK Parkway Fort Collins, Colorado EEC Proj ect No. 1144114 Mr. Maguire: As requested, during the period November 4 through December 6, 2014, Earth Engineering Consultants, LLC (EEC) personnel provided construction observation and testing services for the proposed Home Instead Plaza project located at 4000 South JFK Parkway in Fort Collins, Colorado. We understand the project consists of an approximate 7,192 square foot single-story slab-on-grade building, a separate 2,400 sf single story slab-on-grade building, and associated exterior flatwork and pavement improvements for the site. The services provided during the referenced period were on a part-time, on-calUas-needed basis and included observation and field density testing of fill material placed and compacted to development site grades, foundation excavation/open-hole observarions, reinforcement observations for the exterior and interior perimeter footings, (i.e., conventional spread footings), and foundation wall alignments as described herein, and testing of cast-in-place concrete for the referenced project. The results of the site observations and testing services completed by EEC personnel during the referenced period are included with this report. Field Densitv Testing of Fi1UBackfill Materials During the referenced period, EEC personnel performed field density tests on building pad fill material that had been placed and compacted to develop site grades, prior to and/or during our various site visits. The field density tests were completed at random locations and elevations within the building pad development area(s) and were performed in general accordance with ASTM Specification D6938. Results of the field density tests completed during the referenced period are shown on the attached suinmary sheet and approximate locations of the various tests are "plotted" on the attached site diagram included with this report. The density test results met the compaction requirement of at least 95°/a of standard Proctor maximum dry density (AST`M Specification D698), 4396 GREENFIELD DRIVE WINDSOR, COLORADO ' 80550 (970) 545-3908 FAX (970) 663-0282 ��K'�", �;�"•' iy �'� Earth Enginecring Consultants,LLC Home Instead Plaza-4000 South JFK Parkway—Fort Collins,Colorado December 8,2014 EEC Project No. 1144114 Page 2 and were generally within the (+/-) 2% or (+/-) 3% of the material's standard Proctor density (ASTM Specification D698) optimum moisture contents, respectively. During the referenced period, EEC personnel obtained a representative sample of the on-site overburden soils (identified herein as EEC Sample ID "A"), for laboratory evaluation of the moisture-density relationship and classification of the site soil. Laboratory testing performed included standard Proctor (ASTM Specification D698), Atterberg limits (ASTM Specificarion D4318) and washed sieve analysis (ASTM Specifications C117 and C136) tests. Results of the laboratory tests completed by EEC personnel during the referenced period are shown on the attached summary sheets. EEC also used borrowed standard Proctor density test data developed for the imported structural fill (SF) supplied by Martin Marietta Materials (MMiVn. The standard Proctor test results were used to evaluate the percent compaction of the fill and/or backfill materials in the field. Foundation Eacavation Observation During the referenced period, EEC personnel conducted a site visit on November 21, 2014 to observe and evaluate the foundation bearing materials of the exposed materials within the building foundation alignments, prior to placement of foundation concrete forms. At the time of our field observations, the footing alignments had been excavated to near approximate foundation-bearing elevations. The majority of the exposed materials within the foundation alignments generally consisted of engineered controlled fill material as discussed herein and/or native undisturbed subsoils as described in the site-specific "Geotechnical Engineering Report" dated September 13, 2013, EEC Project No. 1132068, which in general consisted of sandy lean clay and/or clayey sand. Dynamic cone penetrometer tests were performed at random locations within the foundation excavarions and extended to depths on the order of 3-feet below the exposed foundation bearing subgrades. Results of those tests indicated the bearing materials were capable of supporting the designed conventional spread footing foundation system using a maximum net allowable bearing pressure of 2,500 psi. The geotechnical engineering report recommended a net allowable bearing pressure of 4,000 psi for all foundation elements supported on the underlying weather bedrock formation. With the amount of fill material placed and compacted to develop site grades, a revised bearing pressure was provided. The revised bearing pressure was presented in electronic mail (e- mail) transmissions between the general contractor and the project's structural engineer on November 21, 2014 and all foundation elements were adjusted accordingly. Earth Engineering Consultants,LLC Home Instead Plaza-4000 South JFK Parkway—Fort Collins,Colorado December 8,2014 EEC Project No. 1144114 Page 3 Foundation Reinforcement Observation On November 25, 2014 and December 3, 2014, EEC personnel conducted site visits to perform visual observations of the reinforcing steel placed within the foundation system's continuous spread footings, exterior and interior pads, pilasters, and grade beams/foundation wall aligmments prior to placement of foundation concrete for the entire "main 7,192 SF" building. In general, the continuous spread footing alignments identified as F1 and F2 were 12 to 16-inches in width respecrively and the horizontal reinforcement consisted of two (2) continuous #5 rebar. The vertical reinforcement consisted of"staggered" (i.e., inside/outside face)#5 dowels with an approximate 10- inch horizontal component, and a vertical component ranging in length from 34 to 42 inches full height of the respecrive grade beam walls, spaced approximately 36 inches on-center. The P1 pads were approximately 2 foot square by 12 inches in depth with three (3) #5 rebar each way. The P2 pads were approximately 2 foot 6-inches square by 12 inches in depth with three (3) #5 rebar each way. T'he P3 pads were approximately 3 foot square by 12 inches in depth with three (3) #5 rebar each way. The modified P3 pad, due to the revised 2,500 psi bearing pressure, was approximately 3 foot 6-inches squaze by 12 inches in depth with three (3) #5 rebar each way. The P4 pads were approximately 4 foot square by 12 inches in depth with four (4) #5 rebar each way. The PS pads were approximately 4 foot 6-inches square by 12 inches in depth with five (5) #5 rebar each way, and the P6 pads were approximately 5 foot 6-inches square by 12 inches in depth with five (5) #5 rebar each way. The horizontal and vertical reinforcement for the pilasters associated with the P1 through P6 fooring pads, in general, conformed to the pilaster schedule as presented on page 51.1 of the project's structural drawings. The horizontal reinforcement for the foundarion wall alignments consisted of two (2) #5 rebar along the top and bottom portion as detailed on Sheet 53.1 pf the structural drawings. Any discrepancies of reinforcement, if noted on the daily observation reports were brought to the attention of the project's construction management consultant, Heath Construction, during the site visits and conections/modifications were addressed accordingly prior to placement of the foundation concrete. Clearances and lap lengths, where applicable, were checked and appeared to meet the minimum requirements. The reinforcement for the foundation system observed by EEC personnel on the dates as noted herein, appeared to be in general accordance with details presented on the structural drawings prepared by Weeks and Associates dated August 5, 2014.