h-p~kumar · october 16, 2015, job no. 113 471r. the foundation bearing soils within the building...

H-P~KUMAR Geotechnlcal Enoineering \ Engineering Geology Materials Testing I Envlfonmenlal

5020 County Road 154 Glenwood Springs, CO 51601

Phone: (970) 945· 7988 Fax: (970) 945-8454

Email: [email protected]

Olfice Localions: Parker, Glenwood Springs, and Silverthorne, Colorado

November 11, 2016

Silich Construction, Inc. Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81612 [email protected] Project No. 16-7-250

Subject: Construction Observation and Testing Completion Letter, Proposed Residence, Lot 253, Ironbridge Development, Eagle Claw Circle, Garfield County, Colorado

Gentlemen:

As requested, we are providing a summary of our observation and testing services provided for the above referenced project. The reports of the services requested and performed for the subject project are attached. Hepworth-Pawlak Geotechnical (now H-P/Kumar) previously conducted a subsoil study for design of foundations at the site and presented our findings in a report dated October 16, 2015, Job No. 113 471R.

The foundation bearing soils within the building excavation were observed and tested for compaction between July 20 and 25, 2016 and are suitable for the recommended bearing pressure of 1,500 psf. Grade beam reinforcement steel and the post-tensioned slab tendons were observed on August 8, and the fresh concrete for the foundation was sampled on August I 0, 2016. Tensioning of the tendons was observed and elon~ations recorded on August 15, 2016 per the project specifications. The results of the tendon tensioning were submitted to Fuhrmann & Graf for their approval. We did not observe placement of rigid foam insulation along the building perimeter, but since the perimeter grade beam has a minimum depth of 36 inches, it provides adequate frost protection rather than by insulation.

Based upon inferences drawn from our observations and testing, as documented by the attached daily field and laboratory reports, it is our professional opinion that the referenced construction has achieved the specified conditions. Please recognize that construction observation and testing are sampling functions that involve direct observation and testing of very limited amount of the overall work to evaluate the construction compliance.

If you have any questions or need further assistance, please call our office.

Sincerely,

H~P~KUMAR

H-P~KUMAR 5020 County Road 154 Glenwood Springs, CO 81601

Phone: (970} 945-7988 Fax: (970) 945·8454

Emall: [email protected]

Office Locations: Parker, Glenwood Springs, and Silverthome, Colorado

Earthwork Compaction Testing Report Client: Sillch Construction Job No.: 16-7-250 Day: Wednesday

Attn: Scott Henriksen Date: 7/20/16 303 AABC, Suite J Page: 1 of 1 Aspen, Colorado 81611

Project: Lot 253, lronbridge Development, Eagle Claw Circle, Garfield County, Colorado

Weather: Cloudy, light wind, dry Temperature: 82° at 4:30 pm

Earthwork Contractor: Logan

Equipment Used: Trackhoe, dump truck, fire hose, Wacker RT remote double drum roller

Description of Earthwork First lift of underslab fill using locally derived gravelly silt with sand had been Tested: placed and compacted. Two of three tests performed indicated below

recommended compaction with moisture contents about 2% below optimum, referencing Proctor of similar material previously sampled from Lot 172.

Verbal Communication: Logan was informed of our test results. We recommended wetting the lift and allowing it to soak in overnight, then recompacting and re-testing. Logan scheduled re-testing for 11:00 am. 7/21/16.

Placement and Compaction Procedure: Reported by the Contractor.

Lift Thickness: 1 foot max Max. Rock Size: 6" Moisture fire hose and trackhoe Conditioning: mixing in stockpile

Compactor(s) Used: Wacker RT remote double drum roller Number of Passes: Not reported

Nuclear GauQe Moisture/Densitv Test Results

Location Field Ory Field Field Min. Test Depth or Moisture Comp. Proctor No. Elev. Density Content Comp.

Req. Lab No. Underslab fill (pcf) % (%) (%)

1 10' NE of SW corner of building 1• below slab

114.3 8.4 93 98 222-15 subgrade

2 10' SE of NW corner of building 1' .below slab 120.1 10.5 98 98 ' 222-15 subgrade

3 10' W of E edge at center of E 1' below slab 115.7 7.7 94 98 222-15 side of building subgrade Proctor Sample Reference:

Lab No. Method Description Max. Dry Opt. Dens. (%) Moist.(%)

222-15 (115066F) ASTMD 698 Gravelly Slit with Sand 123.0 10.3 THIS R£t'Ul<l PRESEtllSOPINIONS AS A RESUl.T OF OUR OIJS..,.vATIONSOF Fill PLACc .. cNT W£ HAvt RELIED OH 1~ COllTRACTOR TO CONTINUE APPL TlffG lHE RECOMIEHOEO COMPACTIVE EFFORT AHO MOISTURE TO FA.L CURING THE TIMES WHEN 01111 OBSERVER IS HOT OBSERVING OPERATIONS THe NUCLEAR OENSOMETER METHOD OF TUTINO WAS USEO IN SUBSTANTIAi. ACCORDAHCE WITH ASTM 0 w.MI

Distribution: Sllich Construction - Scott Henriksen C190NbJffcbbor.utM;oml

TJW/

Thomas J . Westhoff, CET Steven L. Pawlak, P.E. Field Technician Reviewed By

H-P~l<UMAR 5020 County Road 154 Glenwood Springs, CO 81601

Phone: (970) 945-7988 Fax: (970) 945-8454


Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado

Earthwork Compaction Testing Report Client: Silich Construction Job No.: 16·7·250 Day: Thursday



Weather: Cloudy, light wind, dry Temperature: 82° at 4:30 pm

Earthwork Contractor. Logan


Description of Earthwork Since our last visit the first lift of underslab fill using locally derived gravelly Tested: silt with sand had been wetted and re-compacted. Tests performed indicated

acceptable compaction with moisture contents ranging from 1.5% below to 1.9% above optimum, referencing Proctor of similar material previously sampled from Lot 172.

Verbal Communication: Logan was informed of our test results. He informed us that the top lift material will be 1Y2 inch aggre9ate base course im~orted from the Siever Pit

Placement and Compaction Procedure: Reported by the Contractor.

Lift Thickness: 1 foot max Max. Rock Size: 6" Moisture fire hose

Conditioning:

Compactor(s) Used: Wacker RT remote double drum roller Number of Passes: Not reported

Nuclear Gauge Moisture/Density Test Results

Location Field Dry Field

Field Min. Test Depth or

Density Moisture

Comp. Comp. Proctor No. Underslab fill Elev.

(pcf) Content

(%) Req. Lab No. % (%)

1A Re-test of #1(7/20/16)1 O' NE of 1' below slab 121.2 10.6 99 98 222-15

SW corner of building subgrade

1 Center of building (near test #2 1' below slab 121.3 12.2 99 98 222-15 of 7/20/16) subgrade

Re-test of #3 (7120/16) 1 O' W of E 1' below slab 3A edge at center of E side of subgrade 120.6 8.8 98 98 222-15

building Proctor Sample Reference:

Lab No. Method Description Max. Dry Opt. Dens.(%) Moist.(%)

222-15 (115066F) ASTM D 698 GravelJv Silt with Sand 123.0 10.3 THIS REPORT PRESENTS OPINIONS AS A RESUlT OF OUR OBSEltVAllOllSO~ Fill PLACEMENT we tv.VE REUED ON THC CONTRACTOR TO CONTIH\JE APPLYING THE R£COMMEN0£D COMPACTl\IE EFFORT AND MOISTURE TO Fill OURING THE TIMES WHEN OUR OBSERVER IS NOT OBSERWIG OPERATIONS THE NUCLEAA DEHSOMETER METHOD Of TESTING WA:S USEC IN SUBSTANTW. ACGOROANCE WITHASTM 06938

Distribution: Silich Construcllon - Scott Henriksen flcolMbll!chbomn·coml

TJW/ Thomas J . Westhoff, CET Steven L. Pawlak, P.E. Field Technician Reviewed By


Phone: (970) 945-7988 Fax: (970) 945-8454



CONSTRUCTION ACTIVITY REPORT

Client: Silich Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

Job No.: 16-7 -250 Day: Date: Page:

Friday 7/22116 1of1

Project: Lot 253. lronbridge Development, Eagle Claw Circle. Garfield County, Colorado

Weather: Partly cloudy. calm, dry

Contractor's Construction Activities:

Equipment in Use:

HP Geotech's Site Activities:

Verbal Communication:

dislribulion

Temperature: 62°F at 8:45 am. 87°F at 3:15 pm

Logan was importing. placing and moisture-conditioning 1 W' aggregate base course from the Sievers Pit for the top 1 foot Ifft of under slab fill. He requested nuclear gauge moisture checks in the morning to assist his moisture conditioning of the material.

Track hoe, dump truck, fire hose

As requested, we visited the site in the morning and performed several nuclear gauge moisture readings in the conditioned base course lift. Moisture readings ranged from 5 to 6.5% which we judged to be close to optimum.

Logan was informed of our moisture test results. He requested a return visit for compaction testing in the afternoon. We returned in the afternoon and the contractor was not on s i te. The lift was not complete and no compaction had been performed, so no tests were performed.

Slllch Construction - Scott Henriksen CteottOtlUcl!bomn.cem>

Thomas J. Westhoff, CET Steven l. Pawlak, P .E.

Field Technician Reviewed By

TJW/

H-P~KUMAR 5020 County Road 154 Glenwood Springs, CO 81601

Phone: (970) 945-7988 Fax:(970)945-8454

Emall: [email protected]

Office LocaUons: Parker, Glenwood Springs, and Sllverthome, Colorado

Earthwork Compaction Testing Report Client: Silich Construction Job No.: 16·7·250 Day: Monday



Weather: Partly cloudy, light wind, dry Temperature: 73• at 10:15 am, as• at 1:20 pm, so• at 3:15 pm

Earthwork Contractor: Logan


Description of The top lift of underslab fill us1ng 1% aggregate base course was moisture Earthwork Tested: conditioned, fine graded and compacted. Four site visits were made today as

requested for moisture checks and compaction testing until acceptable compaction tests were obtained, referencing typical Proctor for the source.

Verbal Logan was Informed of our test results. Communication; Placement and Compaction Observed by H-P Kumar Procedure:

Lift Thickness: 1 foot max Max. Rock Size: 1%" Moisture fire hose Conditioning:

Compactor(s) Used: Wacker RT remote double drum roller Number of Passes: Not observed

Nuclear Gauge Moisture/Density Test Results

Location Field Ory Field Field Min. Test Moisture Comp. Proctor No.

Depth or Elev. Density Content Comp. Req. lab No. Underslab fill (pcf) %

{%) (%)

1 13• NE of SW corner of building slab subgrade 137.7 5.0 98 98 Typ.

2 1 O' SE of NW corner of building slab subgrade 133.4 4.8 95 98 Typ.

3 20' NW of SE corner of building slab subgrade 133.8 5.2 96 98 Typ.

2A Re.test of #2 above slab subgrade 136.8 4.2 98 98 Typ.

3A Re-test of #3 above slab subgrade 136.9 5.1 98 98 Typ.

4 15' SW of NE corner of building slab subgrade 137.1 4.8 98 98 Typ.

Proctor Sample Reference: Lab No. Method Description Max. Ory Opt.

Dens. {%) Moist.{%) Typical ASTM 0698 1 1/2" aaarenate base course, Sievers Pit 140.0 5.5

THIS m:nm1 ,."~ 15 OPINIONS MA l'IESULt Of OUR OBSERVATION;:our FIU PlACEMENT wt HA~ ON TKt CQNIBM<Tun To.., ""nut: APPLYIHO TI1E ~CUMn1CnUED COMPACTIVE EFFORT AND MOISTURE TO Fill DURING TllE tatE5 WHEN OUR OBSERVER IS NOT 08SEIMNG OPERATIONS TIE HUCLEAR DENSOtJETER METHOO OF TESTING WAS USED 1H SUBSTNftlAl ACCORDAHCE WITH ASTM D 6931 OlstrlbuUon: Slllch ConslrucUon - Scott Henriksen f1eou01Ulc;hhomp.com)

TJW/ Thomas J. Westhoff, CET Steven L. Pawlak, P .E. Field Technician Reviewed By

H-P~KUMAR 5020 County Road 1 S4 Glenwood Springs, CO 81601

Phone: (970) 945-7988 Fax: (970) 945-8454

Email: hpk~ru!l.CQOJ

Office LocaUons: Parker, Glenwood Springs, and Sltverthome, Colorado

REINFORCEMENT STEEL INSPECTION REPORT

Client: Slllch Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

Project No.: 16-7-250 Day: Monday 08108116 1 of 2

Date: Page:

Project: Lot 253, lronbridge Development, Eagle Claw Clrcle, Garfield County, Colorado

Area of Inspection: Rebar for trenches of post tension slab.

Reference Documents Sheets F1 or FD1. Used:

Inspection Notes:

Inspection Status: D Preliminary (8] Final

[81 Concrete reinforcement as noted above was judged to be in reasonable conformance with the referenced construction documents.

D Exceptions Noted·


Oistribulion.

Scott Henriksen was informed that rebar was Installed according to construction documents.

Stllch Construction - Scott Henriksen flq9"0dl1bhamtJ•!i9fll 11

/JKO Paul Weiser Steven L. Pawlak, P.E. Field Technician Reviewed By

H-P~l<UMAR 5020 County Road 154 Glenwood Sprfngs, CO 81601

Phqne: (970) 945-7988 Fax:(970)945-8454

Email: tui1s•OWOC!dcmsum•rusa·conl Office locations: Parker, Glenwood Springs, and Silverthorne, Colorado

REINFORCEMENT STEEL INSPECTION REPORT

Client: Sillch Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

Project No.: 16·7·250 Day: Date: Page:

Monday 08/08/16 2 of 2

Project: lot 253, Iron bridge Development, Eagle Claw Circle. Garfield County, Colorado

Area of Inspection: Tendons for post tension slab

Reference Documents Structural Plans Used: Sheets F1 or FD1

Inspection Notes:

Inspection Status: D Preliminary 181 Final

(8J Concrete reinforcement as noted above was judged to be in reasonable confonnance with the referenced construction documents.

D Exceptions Noted:


Distribution:

Ray with Silich was informed of our inspection.

Slllch Construction - Scott Henriksen (acottO!lllcbhomu.com)

/JKO Paul Weiser Steven L. Pawlak. P.E. Field Technician Reviewed By


Phone: (970) 945-7988 Fax: (970) 945-8454

Email: hpkglenwood@kumarusa com


Silich Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

CONCRETE TEST REPORT

Project No. Dale Cast:

Sheet:

16-7-250 08-10-16

1of2


Placement Location: Post-Tensioned Slab

Supplier: United Time Batched: 7:56 am Load Size (Yds): 10 Truck No: 6313 Time Arrived: 8:27 am Yds Delivered: 40 Ticket No: 33308139 Time Placed: 8:36 am Y ds Ordered: 130 Mix Design: 36510502 Method of Placement: Pump Sample Point: Truck Discharge

Time Sampled: 8:38 am Wet Unit Wt: 142.4 pcf SQecifications: Air Temp: 70° Slump: 4.0 inches Slump: 4 to 6 inches Concrete Temp: 76° Air Content: 4.0% Air Content: 3to8% Water Added: none

Communication: The contractor and supplier were informed of our field test results.

Time Cylinders Cast: 8:48 am Initial Cure Time On Site: 1 day Field Storage: Water bath Dale in Lab: 08-11-16 Cylinder Temperalure al Pick Up: 83° Min/Max: 58°/90°

Compressive Strength Data 2016 Compressive 28 Day Lab Age Date

Load Diameter Area Strength (psi)

Number Days lbs. In. in2 Avg. (psi)

489A 5 08-15-16 53,000 4.01 12.63 4200

4898 7 08-17-16 64,800 4.01 12.63 5130

489C 28 09-07-16 90,600 4.01 12.63 7170

4890 28 09-07·16 89,100 4.01 12.63 7060 7070

489E 28 09-07-16 88,300 4.01 12.63 6990

Specified Strength for Structure: 4500 psi at 28 days Specified Strenglh for Mix: 4500 psi at 28 days

Notes: United representative stated that information on the concrete ticket is wrong.

Distnbuhon· SJllch Construction - Scott Henrlksen ([email protected] J Unlted Companies Distribution List

Paul Weiser Field Technician

Thomas J. Westhoff, CET Reviewed By

H-P~l<UMAR I• •

5020 County Road 154 Glenwood Springs, CO 81601

Phone: (970) 945-7988 Fax: (970) 945-8454



Silich Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

CONCRETE TEST REPORT

Project No. Date Cast:

Sheet:

16-7-250 08-10-16

2 of2

Project: Lot 253, lronbrldge Development, Eagle Claw Circle, Garfield County, Colorado

Placement Location: Post-Tensioned Slab

Supplier: United Time Batched: Truck No: O Time Arrived: Ticket No: 33308144 Time Placed: Mix Design: 36510502 Method of Placement: Pump

Time Sampled: 9:42 am Wet Unit Wt:

9:02 am 9:30 am 9:40am

Load Size (Yds): 10 Yds Delivered: 90 Yds Ordered: 130

Truck Discharge

Specifications: Air Temp: Slump: Concrete Temp: 76° Air Content:

Sample Point:

142.4 pcf 5.0 inches 4.0%

Slump: Air Content:

4 to 6 inches 3to8%

Water Added: 5 gallons per contractor

Communication: The contractor and supplier were informed of our field test results.

Time Cylinders Cast: 9:52 am Initial Cure Time On Site: 1 day Field Storage: Water bath Date in Lab: 08-11-16 Cylinder Temperature at Pick Up: 83° Min/Max: 58,,/90°

Compressive Strength Data

2016 Compressive 28Day Lab Age Load Diameter Area

Date Strength (psi) Avg. (psi) Number Days lbs. in. in2

490A 5 08-15-16 51,400 4.01 12.63 4070

4908 7 08-17·16 65,800 4.01 12.63 5210

490C 28 09·07"16 85,600 4.01 12.63 6780

4900 28 09-07-16 86,100 4.01 12.63 6820 6770

490E 28 09-07-16 84,900 4.01 12.63 6720 ...__ -Specified Strength for Structure: 4500 ps1 at 28 days Specified Strength for Mix: 4500 psi at 28 days

Notes: United representative stated that information on the concrete ticket is wrong.

D1slribuhon· Sllich Construcllon - Scott Henriksen ([email protected]) United Companies Dlstribullon List

Paul Weiser Field Technician

Thomas J . Westhoff, CET Reviewed By

H-P·~l<UMAR 5020 County Road 154 Glenwood Springs, CO 81601

Phone: {970) 945-7988 Fax: {970) 945-8454



POST TENSIONING FIELD REPORT

Client: Sllich Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

Project No.: 16·7·250 Day: Date: Page:

Monday 8/15/16 1Of2

Project: Lot 253, Iron bridge Development, Eagle Claw Circle, Garfield County, Colorado

Weather: Clear, Calm, Dry

Field Notes: Cable tensioning was performed by Gary Anderson with K&G Rebar using Jack #539 starting at the west side and continuing on the south side.

Tendon Location Jacking Force Gauge Reading Calculated Elonaation Cin.) Measured No. (kips) (psi)

A West Side 33 5400 B West Side 33 5400 c West Side 33 5400 0 West Side 33 5400 E West Side 33 5400 F West Side 33 5400 G West Side 33 5400 H West Side 33 5400 I West Side 33 5400 J West Side 33 5400 K West Side 33 5400 L West Side 33 5400 M West Side 33 5400 N West Side 33 5400 0 West Side 33 5400

DlslrlbutiOn. Sillch Construction - Scott Henriksen ([email protected]> Slllch Construction - John Slllch UllUcblltt~) Fuhrmann & Graf - Nalhan Graf (npq1Jfftfuhrmannenalneertna.com>

Minimum

4'/z 4Yz 4'/z 4% 4'/z 4Y4 4Y4 4y .. 4 4

3% 3% 3'l'. 3'l'. 3Ya

Paul Weiser

Field Technician

Maximum Elongation {in.)

5% 5 5% 5 SY2 4Y. 5'/z 5 5Yz 5y, 5y, 5 51/4 4% 5114 4l/4 5 4% 5 4%

4% 4~ 4o/4 4y, 4% 4Y4 4% 4y. 4l/4 4Y4

Steven L. Pawlak, P.E. Reviewed by

H-P~KUMAR 5020 Counly Road 154 Glenwood Springs, CO 81601

Phone: (970) 945-7988 Fax: (970) 945-8454


Office Localions: Parker, Glenwood Springs, and Silverthorne, Colorado

POST TENSIONING FIELD REPORT

Client: Silich Construction Attn: Scott Henriksen 303 AABC, Suite J Aspen, Colorado 81611

Project No.: 16-7-250 Day: Date: Page:

Monday 8/15/16 2of2


Tendon Location Jacking Force Gauge Reading Calculated Elonaation (in ) Measured No. (kips) (psi) Minimum Maximum Elongation (in.)

1 South Side 33 5400 H'• 2o/a 1% 2 South Side 33 5400 2v. 3% 3Ya 3 South Side 33 5400 2-v. 3% 2v. 4 South Side 33 5400 2v. 3% 3 5 South Side 33 5400 2Va 3% 3 6 South Side 33 5400 2% 3% 3 7 South Side 33 5400 2% 3% 3 8 South Side 33 5400 2v. 3% JV. 9 South Side 33 5400 2'l'1 3% 3 10 South Side 33 5400 2v. 3% 3 11 South Side 33 5400 2v. 3% 3Ya 12 South Side 33 5400 27/a 3Y2 3 13 South Side 33 5400 2v. 3Yz 3Y. 14 South Side 33 5400 2'¥1 3Yz 3y. 15 South Side 33 5400 2Y1 3Y2 3% 16 South Side 33 5400 2v. 3'/z 3% 17 South Side 33 5400 2% 3Y2 JV. 18 South Side 33 5400 2¥. 3Y2 3y. 19 South Side 33 5400 2v. 3'12 3y. 20 South Side 33 5400 13 1'¥1 1% 21 South Side 33 5400 o/.c 1~ 1

Distribution. Slllch Construction - Scott Henriksen tKotlO!IHchlJ2mn.comt Slllch Construction - John Sllich tl!![!cbO!!lcbconslrudOn.coml Fuhnnann & Graf - Nathan Graf lnearafGJuhnn•nnenalneerlna.com>

Paul Weiser Steven L. Pawlak, P.E.

Field Technician Reviewed by