50-49500-25-01992_50-49500-25-01992 Specs FabricHangarTaxiway_Specs_06-13-25 Revised (3).pdf.PDF

SPA241-11

Project Manual

Including Specifications for

The Construction of

NEW MEXICO SPACEPORT AMERICA

UPHAM, NM

REBID

24-C12-FABRIC HANGAR/PAYLOAD FACILITY

25-C05-HLA S. HANGAR TAXIWAY

Funding Project Numbers:

June 2025

OWNER: New Mexico Spaceport America

Spaceport Authority

4605 Research Park Circle Suite A

Las Cruces, New Mexico 88001

ENGINEER: John Montoya, P.E.

MOLZEN CORBIN

1155 Commerce Drive, Suite F

Las Cruces, New Mexico 88011

ENGINEER OF RECORD

Molzen Corbin

1155 Commerce Drive, Suite F

Las Cruces, NM 88011

(575) 522-0049

The technical material and data contained in the specifications were prepared under the supervision and direction of the undersigned, whose seal as a Professional Engineer, licensed to practice in the State of New Mexico, is affixed below.

06/06/25 N.M.P.E. No. 12423

06/13/25

All questions about the meaning or intent of these documents shall be submitted only to the

Engineer of Record, stated above, in writing.

TECHNICAL SPECIFICATIONS TABLE OF CONTENTS

LIST OF DRAWINGS

GEOTECHNICAL REPORT

SECTION SECTION TITLE DESCRIPTION

Part 2 – General Construction Items

C-100 Contractor Quality Control Program (CQCP)

C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control

C-105 Mobilization

C-110 Method of Estimating Percentage of Material within Specification Limits (PWL)

Part 3 – Sitework

ITEM ITEM DESCRIPTION

P-151 Clearing and Grubbing

P-152 Excavation, Subgrade, and Embankment

P-154 Subbase Course

P-156 Cement Treated Subgrade

Part 4 – Base Courses

P-209 Crushed Aggregate Base Course

Part 6 – Flexible Pavements

P-401 Asphalt Mix Pavement

P-403 Asphalt Mix Pavement Base Course

Part 7 – Rigid Pavement

P-501 Portland Cement Concrete Pavement

Part 9 - Miscellaneous

P-602 Emulsified Asphalt Prime Coat

P-603 Emulsified Asphalt Tack Coat

P-604 Compression Joint Seals for Concrete Pavements

P-605 Joint Sealant for Pavements

P-610 Concrete for Miscellaneous Structures

P-620 Runway and Taxiway Marking

13 12 0 Temporary Fabric Hangar

13 12 1 Elevated Decking System

13 13 0 Modular Office Buildings

13 12 1 Portable Restroom Facilities

Exhibit A Elevated Composite Decking System

Exhibit B Modular Office Buildings with Kitchenette

Exhibit C Portable Restroom Facilities

31 23 33 Trenching & Backfilling

33 12 01 Water Systems

33 13 13 Disinfection of Domestic Water Systems

Part 10- Fencing

F-162 Chain-Link Fence & Skirt

F-163 Wildlife Deterrent Fence

Part 11- Drainage

D-701 Pipe for Storm Drains and Culverts

D-751 Manholes, Catch Basins, Inlets and Inspection Holes

[PROJ. NO.] LD-1

SEQ. SHEET DESCRIPTION

GEOTECHNICAL REPORT

For information only

COZ Engineering, LLC

GEOTECHNICAL ENGINEERING REPORT

SPACEPORT 150’X 150’ FABRIC HANGAR

SIERRA COUNTY, NEW MEXICO

Project No. 4224073 June 30, 2024

Prepared for:

MOLZEN CORBIN

Las Cruces, New Mexico

Prepared by:

COZ ENGINEERING, LLC

Las Cruces, New Mexico

Spaceport 150’X 150’ Fabric Hangar

COZ Report No. 4224073

Site Investigation: 1

Site Conditions: 1

Planned Construction: 1

Initial Site Grading: 2

Soil Improvements: 2

Fill Material: 3

Compaction Requirements: 3

Foundations: 3

Floor Slabs: 5

Drainage Recommendations: 6

Pavements: 6

Seismic Site Classification: 9

Report Limitations: 9

Appendix:

Site Plan Boring Logs Laboratory Test Results Pavement Design Sheets

Site Investigation:

A subsurface investigation was performed for the proposed hangar to be located at

Spaceport America in Sierra County, New Mexico. Six (6) test borings were advanced within the proposed building footprint and access areas. The borings were terminated at depths of 5 and 20 feet below ground surface (bgs). The test boring logs and location plan are provided in the appendix of this report.

Site Conditions:

The site is currently undeveloped native land located west of the south runway terminus.

The ground surface was observed to be exposed native soils moderately vegetated with native grasses and brush. Site soils are generally comprised of sandy lean clay from the surface to depths of about 10 to 18 feet bgs. The underlying soils consisted of clayey and silty sand extending to the total explored depth of about 20 feet bgs.

The groundwater table was not encountered during the field investigation.

Planned Construction:

Based on the information provided, I understand the proposed development will include a fabric hangar building to house airplanes, paved apron and paved access road to the runway. The single-story structure will be approximately 22,500 square feet in ground contact area. The new structure is assumed to be of steel frame construction supported by spread and continuous footings with slab-on-grade. Structural loading information was not known at the time of this report. However, it is assumed that maximum column loads of

50 kips, maximum wall loads of 3.0 klf and maximum slab loads of 150 psf can be expected for this project. Maximum airplane traffic loads have been estimated as 500 annual departures from a S-12.5 airtcraft (12,500 gross wt. lbs.).

Initial Site Grading:

Areas for planned construction should be clear of debris, vegetation and any oversized or deleterious material prior to grading operations. Fill construction shall not be allowed on surfaces that contain vegetation or rocks larger than four inches in greatest dimension. No fill shall be placed that contains vegetative materials as decomposition of that material can cause voids and possibly result in surface settlement. Voids in the soil matrix created or encountered during grading operations shall be backfilled with approved compacted fill material.

Soil Improvements:

Based on the geotechnical engineering analyses and subsurface exploration, it is my opinion that the proposed structure can be supported by prepared native subgrade soils or engineered fill underlain by prepared native subgrade soils. Subgrade preparation (to be constructed upon and beneath engineered fills) should consist of scarifying the exposed subgrade surface a minimum thickness of 10 inches, moisture conditioning (-1% to +3% of optimum moisture content per ASTM D-698) and compaction to a minimum of 95% of standard Proctor density (per ASTM D-698).

Fill Material:

Engineered fill material for this project (if applicable to achieve site grades) should meet the following gradation criteria:

Sieve % Passing 4” 100 ¾ 70-100 #4 50-100 #200 15-60

The plasticity index of the minus #40 sieve portion should not exceed fifteen (15).

Generally, the on-site soils encountered in the borings either meet the above specifications or are very close to the upper specification limits (max. passing #200 sieve and max.

plasticity index). Imported or on-site soils should be tested for compliance with the above specifications prior to use as engineered fill.

Compaction Requirements:

The maximum thickness of engineered fill lifts should be 10 inches or less in loose thickness. Engineered fill materials should be compacted to a minimum of 98% of standard Proctor density (ASTM D698) at a moisture content within –1% to +3% of optimum moisture (ASTM D698).

Foundations:

The structure can be supported by a spread and continuous footing foundation system bearing on prepared native subgrade soils or engineered fill underlain by prepared native soils. Design recommendations for foundations are presented in the following table.

* The site should be initially graded to create a relatively level surface to be constructed upon or receive fill. If fill is required to achieve final grade, a relatively uniform thickness of fill should be provided beneath the new foundations and slabs to reduce potential for differential settlement.

The design bearing pressure may be increased by one-third when considering total loads that include wind and seismic conditions.

Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. The effective weight of the soil prism defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle of 20 degrees from the vertical can be included in uplift resistance. The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum total unit weight of 115 pcf should be used for the backfill.

Prepared native soils or engineered fill is recommended below new footings. The engineered fill should extend laterally an additional distance of 8 inches for each foot of excavation below the foundation bearing depth (if engineered fill is used).

Element Recommendation

Foundation Spread and Continuous Footings

Bearing Strata Prepared native subgrade soils or engineered fill underlain by prepared native subgrade soils*

Allowable Bearing Pressure 2,000 psf

Minimum Foundation Dimensions Columns: 30 inches in width

Continuous: 18 inches in width

Ultimate Coefficient of Sliding Friction 0.25

Minimum Foundation Embedment 18 inches

Estimated Settlement 1 inch or less

Estimated Differential Settlement 1/2 inch or less

Additional foundation settlements can occur if water from any source infiltrates the foundation soils. Proper drainage should be provided during construction and in the final design.

Foundation excavations should be observed by a geotechnical engineer. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

Floor Slabs:

Design parameters for floor slab construction are presented below. Attention should be given to provide positive drainage away from the structure.

Floor slabs should be structurally independent of foundations to reduce the potential of floor slab cracking due to differential movement between foundations and slabs.

A vapor retarder should be considered beneath slabs that are planned to be surfaced with moisture sensitive coverings. The slab designer should consult ACI 302 and/or ACI 360 for procedures concerning the use and placement of vapor retarders.

Element Recommendation

Bearing Strata 4 inches of aggregate base course underlain by prepared native subgrade soils or engineered fill.

Modulus of Subgrade Reaction

150 pounds per square inch per inch (psi/in)

Saw-cut control joints should be placed in the slab to control the extent of cracking and location. Joints or cracks that develop should be sealed immediately.

Drainage Recommendations:

In areas where sidewalks or paving (concrete or asphalt surfacing) do not immediately adjoin the structure, it is recommended that finished grade immediately surrounding the structure be sloped away a minimum of 5% grade for a distance of ten (10) feet. Runoff water caused by precipitation should be rapidly concentrated and directed away from the structure. Downspouts or roof drains should discharge into splash blocks when the ground surface beneath such features is not protected by concrete flatwork or paving.

Water cannot be allowed to pond within ten (10) feet of any structure wall. It is recommended that planters and grass lawns not be placed within 5 feet of perimeter foundation elements. Moisture infiltration may cause unsatisfactory foundation performance.

Pavements:

Pavement design for the apron and access road construction has been based on the

FAARFIELD – Airport Pavement Design (v 2.1.1) program. Estimated design aircraft criteria included S-12.5 with 500 departures (12,500 gross wt. lbs.)

A CBR Value of 4 was used for the pavement section design (sandy lean clay encountered in Borings B-1 and B-2).

Recommended flexible pavement is as follows:

Traffic Area

PCC

Surface (P-501)

Asphalt Concrete Surface

(P-401/P-403)

Aggregate Base

Course (P-209)

Prepared Subgrade

Total

Apron and Access Road

-- 4” 6” 10” 20”

5” -- 6” 10” 21”

Aggregate base course should consist of a blend of sand and gravel that meets strict specifications for quality and gradation. Use of materials meeting FAA Type P-209 crushed aggregate specifications is recommended. Aggregate base course material should be tested to determine compliance with these specifications prior to importation to the site.

Aggregate base course should be placed in lifts not exceeding six inches and should be compacted to a minimum of 100% Standard Proctor Density (ASTM D-698) within a moisture content range of +/-2% of optimum moisture content.

Asphalt concrete should be obtained from an approved mix design stating the Marshall or

Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. An asphalt mix design meeting FAA Type P-401/P-403 is recommended. The mix design should be submitted prior to construction to verify its adequacy. The asphalt materials should be placed in maximum 3.0-inch lifts and should be compacted to a minimum of 95 percent Marshall or Hveem density (ASTM D1559).

Portland cement concrete (PCC) should meet FAA Type P-501 specifications.

Recommendations for pavement construction presented depend upon compliance with recommended material specifications. Observation and testing should be performed under the direction of a geotechnical engineer.

Pavement design methods are intended to provide structural sections with adequate thickness over a particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for pavement design do not account for settlement or heave induced movements of subgrade such as the soils encountered on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience deformation due to settlement or heave related movement of the subgrade. It is, therefore, important to minimize moisture changes in the subgrade to reduce settlement or heave.

Minimizing subgrade saturation is an important factor in maintaining subgrade strength and stability. Some distress of pavements is possible due to the subgrade soils. Water allowed to pond on or adjacent to pavements could saturate the subgrade and cause premature pavement deterioration. The pavement should be sloped to provide rapid surface drainage and positive surface drainage should be maintained away from the edge of the paved areas.

Periodic maintenance should be planned and provided throughout the life of the pavement. Maintenance consists of localized (crack and joint sealing and patching) and global (surface sealing). Even with maintenance, movements and cracking may still occur and repairs may be required.

Seismic Site Classification:

The seismic site classification is based upon the soil profile in the upper 100 feet as defined by the weighted average of standard penetration blow-counts or shear wave velocity in accordance with Section 20.4 of the ASCE 7 and the International Building Code (IBC).

Based upon my field investigation, it is my opinion that the Seismic Site Classification is C

(“Very Dense Soil or Soft Rock”). The maximum depth of the borings advanced at the site was 20 feet. Therefore, soil properties below the maximum boring depth to 100 feet were estimated based on my experience with the general area. Deeper borings or geophysical testing would be required to confirm the conditions below the current boring depth.

Report Limitations:

The conclusions, recommendations and opinions presented herein are:

1) Based upon evaluation and interpretation of the findings of the field and laboratory program.

2) Based upon an interpolation of soil conditions between and beyond the explorations.

3) Subject to confirmation of the conditions encountered during construction.

4) Based upon the assumption that sufficient observation and testing will be provided during construction.

There is no other warranty, either express or implied. Any person using this report for bidding or construction purposes should perform such independent investigation as he deems necessary to satisfy himself as to the surface and subsurface conditions to be encountered and the procedures to be used in the performance of work on this project. If conditions are encountered during construction that appear to differ from those indicated in this report, I should be notified immediately.

BORING LOCATION PLAN

Sierra County, NM

PO Box 13331

Las Cruces, NM 88013

4224073

DC

B-2

B-1

N

DC COZ Engineering, LLC

DC

DC

AS SHOWN

Figures

6-29-24

Scale:

Exhibit Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

File Name:

Date:

Approximate Boring Location

B-3

B-5 B-4

B-6

Project: Spaceport 150'X150' Fabric Hangar

Project Location: Sierra County, NM

Project Number: 4224073

Log of Boring B-1

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) Grab

Location see boring plan

Checked By COZ

Total Depth of Borehole 5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

LL

P I, P er ce nt

F in es

54.1

G ra ph ic

L og

W at er C on te nt

6.1

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown, dry

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta nc e, bl ow s/ ft

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp l]

Sheet 1 of 1

Project Number: 4224073

Log of Boring B-2

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) Grab

Location see boring plan

Checked By COZ

Total Depth of Borehole 5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

LL

P I, P er ce nt

F in es

64.8

G ra ph ic

L og

W at er C on te nt

9.4

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown, dry

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp

Project Number: 4224073

Log of Boring B-3

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) SPT

Location see boring plan

Checked By COZ

Total Depth of Borehole 21.5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

SM

LL

P I, P er ce nt

F in es

60.6

G ra ph ic

L og

W at er C on te nt

7.4

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown, dry, hard white, carbonate staining red brown

SILTY SAND: brown, dry, dense

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

8\21\24

15\20\22

20\28\31

16\20\24

12\18\18

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp

Project Number: 4224073

Log of Boring B-4

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) SPT

Location see boring plan

Checked By COZ

Total Depth of Borehole 21.5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

SM

CL

SM

LL

P I, NP

P er ce nt

F in es

61.8

14.5

G ra ph ic

L og

W at er C on te nt

7.7

1.6

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown to white, dry, hard, carbonate indurated

SILTY SAND: brown, dry, dense

SANDY LEAN CLAY: red brown to white, dry, hard, carbonate cemented

SILTY SAND: brown, dry, dense

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

21\24\25

16\18\19

12\16\15

15\16\20

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp

Project Number: 4224073

Log of Boring B-5

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) SPT

Location see boring plan

Checked By COZ

Total Depth of Borehole 21.5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

SC

SM

LL

P I, P er ce nt

F in es

45.7

G ra ph ic

L og

W at er C on te nt

4.5

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown, dry, hard, carbonate indurated

CLAYEY SAND: brown, dry, very dense

SILTY SAND: brown, dry, very dense

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

21\24\28

17\20\22

16\22\28

16\24\32

25\32\38

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp

Project Number: 4224073

Log of Boring B-6

Date(s) Drilled 5-31-24

Drilling Method hollow-stem auger

Drill Rig Type CME-75

Groundwater Level and Date Measured not encountered

Borehole Backfill cuttings

Logged By OOZ

Drill Bit Size/Type

Drilling Contractor Southlands

Sampling Method(s) SPT

Location see boring plan

Checked By COZ

Total Depth of Borehole 21.5 feet bgs

Approximate Surface Elevation

Hammer Data

M at er ia l T yp e

CL

SM

CL

SC

LL

P I, P er ce nt

F in es

G ra ph ic

L og

W at er C on te nt

MATERIAL DESCRIPTION

SANDY LEAN CLAY: brown, dry, hard, carbonate indurated

SILTY SAND: brown, dry, dense

SANDY LEAN CLAY: red brown, dry, hard

CLAYEY SAND: brown, dry, very dense

Bottom of Boring

D ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

23\24\24

22\22\30

13\20\17

16\35\50

17\28\31

E le va tio n (f ee t)

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp

Project Number: 4224073

Key to Log of Boring

M at er ia l T yp e

LL

P I, P er ce nt

F in es

G ra ph ic

L og

W at er C on te nt

MATERIAL DESCRIPTIOND

ep th fe et

S am pl e

N um be r

S am pl e

T yp e

S am pl in g R es is ta s/ ft

E le va tio n (f ee t)

1 2 3 4 5 6 7 8 9 10 11 12

COLUMN DESCRIPTIONS

1 Elevation (feet): Elevation (MSL, feet).

2 Depth (feet): Depth in feet below the ground surface.

3 Sample Type: Type of soil sample collected at the depth interval shown.

4 Sample Number: Sample identification number.

5 Sampling Resistance, blows/ft: Number of blows to advance driven sampler one foot (or distance shown) beyond seating interval using the hammer identified on the boring log.

6 Material Type: Type of material encountered.

7 Graphic Log: Graphic depiction of the subsurface material encountered.

8 MATERIAL DESCRIPTION: Description of material encountered.

May include consistency, moisture, color, and other descriptive text.

9 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample.

10 Percent Fines: The percent fines (soil passing the No. 200 Sieve) in the sample. WA indicates a Wash Sieve, SA indicates a Sieve Analysis.

11 LL, %: Liquid Limit, expressed as a water content.

12 PI, %: Plasticity Index, expressed as a water content.

FIELD AND LABORATORY TEST ABBREVIATIONS

CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent

PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS

Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) Clayey SAND (SC)

Silty SAND (SM)

TYPICAL SAMPLER GRAPHIC SYMBOLS

Auger sampler

Bulk Sample

3-inch-OD California w/ brass rings

CME Sampler

Grab Sample

2.5-inch-OD Modified California w/ brass liners

Pitcher Sample

2-inch-OD unlined split spoon (SPT)

Shelby Tube (Thin-walled, fixed head)

OTHER GRAPHIC SYMBOLS

Water level (at time of drilling, ATD)

Water level (after waiting)

Minor change in material properties within a stratum

Inferred/gradational contact between strata

? Queried contact between strata

GENERAL NOTES

1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests.

2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times.

C :\U se rs

\th ec o\ A pp D at a\

Lo ca l\T em p\ bo rin gs

_t em p\ tm pf ile

.b gs

[C O

Z E ng in ee rin g 1.

tp l]

Figure B-1

Sieve Size 1 1/2" 3/4" 3/8" #4 #10 #40 #100 #200

% Passing (Cumulative) 100% 100% 100% 99% 98% 94% 64% 54.1%

Specification

% GRAVEL = 1% D85 = 0.2 D15 =

% SAND = 45% D60 = 0.1 D10 =

% SILT & CLAY = 54% D50 = CU =

D30 = CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-1 at 0-5'

Liquid Limit: 31 14 USCS Classification: CL

Material Description: Sandy Lean Clay Moisture Content: 6.1%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

E

R in

1.

#4

#2

% Passing (Cumulative) 100% 100% 100% 100% 100% 96% 75% 64.8%

Specification

% GRAVEL = 0% D85 = 0.2 D15 =

% SAND = 35% D60 = D10 =

% SILT & CLAY = 65% D50 = CU =

D30 = CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-2 at 0-5'

Liquid Limit: 40 25 USCS Classification: CL

Material Description: Sandy Lean Clay Moisture Content: 9.4%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

% Passing (Cumulative) 100% 100% 100% 100% 98% 91% 69% 60.6%

Specification

% GRAVEL = 0% D85 = 0.2 D15 =

% SAND = 39% D60 = D10 =

% SILT & CLAY = 61% D50 = CU =

D30 = CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-3 at 10'

Liquid Limit: 32 16 USCS Classification: CL

Material Description: Sandy Lean Clay Moisture Content: 7.4%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

% Passing (Cumulative) 100% 100% 100% 100% 99% 91% 67% 61.8%

Specification

% GRAVEL = 0% D85 = 0.3 D15 =

% SAND = 38% D60 = D10 =

% SILT & CLAY = 62% D50 = CU =

D30 = CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-4 at 2.5'

Liquid Limit: 37 20 USCS Classification: CL

Material Description: Sandy Lean Clay Moisture Content: 7.7%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

% Passing (Cumulative) 100% 100% 91% 87% 82% 58% 20% 14.5%

Specification

% GRAVEL = 13% D85 = 3.4 D15 = 0.1

% SAND = 73% D60 = 0.4 D10 =

% SILT & CLAY = 15% D50 = 0.3 CU =

D30 = 0.2 CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-4 at 10'

Liquid Limit: NP USCS Classification: SM

Material Description: Silty Sand Moisture Content: 1.6%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

% Passing (Cumulative) 100% 100% 100% 100% 99% 93% 55% 45.7%

Specification

% GRAVEL = 0% D85 = 0.3 D15 =

% SAND = 54% D60 = 0.2 D10 =

% SILT & CLAY = 46% D50 = 0.1 CU =

D30 = CC =

Sample Date: 5/31/24

Project No.: 4224073

Project Name: Spaceport 150’X 150’ Fabric Hangar

Report Date: 6/29/24

Sample Location: B-5 at 15'

Liquid Limit: 27 15 USCS Classification: SC

Material Description: Clayey Sand Moisture Content: 4.5%

TEST SUMMARY (ASTM C136)

(575) 642-7671

COZ Engineering, LLC

PO Box 13331

Las Cruces, NM 88013

Plasticity Index:

GRAIN SIZE - mm

GRAIN SIZE DISTRIBUTION GRAPH

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.11101001000

P E

R C

E N

T F

IN

Federal Aviation Administration FAARFIELD 2.1 Structure Report

FAARFIELD 2.1.1 (Build 12/21/2023)

Job Name: Spaceport Hangar

Structure: Apron

Analysis Type: HMA on Aggregate

Last Run: Thickness Design 2024‐06‐30 13:12:48

Design Life = 20 Years

Total thickness to the top of the subgrade = 10.0in.

Pavement Structure Information by Layer

No. Type Thickness (in.)

Modulus (psi)

CBR

Poisson's Ratio

Strength R (psi)

1 P‐401/P‐403 HMA Surface 4.0 200,000 0 0.35 0

2 P‐209 Crushed Aggregate 6.0 19,837 0 0.35 0

3 Subgrade 0 6,000 4 0.35 0

Airplane Information

No. Name Gross Wt.

(lbs)

Annual Departures

% Annual Growth

1 S‐12.5 12,500 500 0

Additional Airplane Information

Subgrade CDF

No. Name

CDF

Contribution

CDF Max for Airplane

P/C Ratio

1 S‐12.5 0.08 0.08 3.99

NOTE:

User is responsible for checking frost protection requirements.

Job Name: Spaceport Hangar

Structure: Apron

Analysis Type: HMA on Aggregate

Last Run: Thickness Design 2024‐06‐30 13:12:48

Design Life = 20 Years

Total thickness to the top of the subgrade = 10.0in.

Pavement Structure Information by Layer

No. Type Thickness (in.)

Modulus (psi)

CBR

Poisson's Ratio

Strength R (psi)

1 P‐401/P‐403 HMA Surface 4.0 200,000 0 0.35 0

2 P‐209 Crushed Aggregate 6.0 19,837 0 0.35 0

3 Subgrade 0 6,000 4 0.35 0

Airplane Information

No. Name Gross Wt.

(lbs)

Annual Departures

% Annual Growth

1 S‐12.5 12,500 500 0

Additional Airplane Information

Subgrade CDF

No. Name

CDF

Contribution

CDF Max for Airplane

P/C Ratio

1 S‐12.5 0.08 0.08 3.99

Job Name: Spaceport Hangar

Structure: Apron

Analysis Type: New Rigid

Last Run: Thickness Design 2024‐06‐30 13:16:53

Design Life = 20 Years

Total thickness to the top of the subgrade = 11.0in.

Pavement Structure Information by Layer

No. Type Thickness (in.)

Modulus (psi) k (pci) Poisson's Ratio

Strength R (psi)

1 P‐501 PCC Surface 5.0 4,000,000 0 0.15 650

2 P‐209 Crushed Aggregate 6.0 16,706 0 0.35 0

3 Subgrade 0 6,000 84.5 0.4 0

Airplane Information

No. Name Gross Wt.

(lbs)

Annual Departures

% Annual Growth

1 S‐12.5 12,500 500 0

Additional Airplane Information

No. Name

CDF

Contribution

CDF Max for Airplane

P/C Ratio

1 S‐12.5 0.00 0.00 7.99

Job Name: Spaceport Hangar

Structure: Apron

Analysis Type: New Rigid

Last Run: Thickness Design 2024‐06‐30 13:16:53

Design Life = 20 Years

Total thickness to the top of the subgrade = 11.0in.

Pavement Structure Information by Layer

No. Type Thickness (in.)

Modulus (psi) k (pci) Poisson's Ratio

Strength R (psi)

1 P‐501 PCC Surface 5.0 4,000,000 0 0.15 650

2 P‐209 Crushed Aggregate 6.0 16,706 0 0.35 0

3 Subgrade 0 6,000 84.5 0.4 0

Airplane Information

No. Name Gross Wt.

(lbs)

Annual Departures

% Annual Growth

1 S‐12.5 12,500 500 0

Additional Airplane Information

No. Name

CDF

Contribution

CDF Max for Airplane

P/C Ratio

1 S‐12.5 0.00 0.00 7.99

12/21/2018 AC 150/5370-10H

SPA241-11 Item C-100-1 Contractor Quality Control Program

Item C-100 Contractor Quality Control Program (CQCP)

100-1 General. Quality is more than test results. Quality is the combination of proper materials, testing, workmanship, equipment, inspection, and documentation of the project. Establishing and maintaining a culture of quality is key to achieving a quality project. The Contractor shall establish, provide, and maintain an effective Contractor Quality Control Program (CQCP) that details the methods and procedures that will be taken to assure that all materials and completed construction required by this contract conform to contract plans, technical specifications and other requirements, whether manufactured by the Contractor, or procured from subcontractors or vendors. Although guidelines are established and certain minimum requirements are specified here and elsewhere in the contract technical specifications, the Contractor shall assume full responsibility for accomplishing the stated purpose.

The Contractor shall establish a CQCP that will:

a. Provide qualified personnel to develop and implement the CQCP.

b. Provide for the production of acceptable quality materials.

c. Provide sufficient information to assure that the specification requirements can be met.

d. Document the CQCP process.

The Contractor shall not begin any construction or production of materials to be incorporated into the completed work until the CQCP has been reviewed and approved by the Resident Project Representative

(RPR). No partial payment will be made for materials subject to specific quality control (QC) requirements until the CQCP has been reviewed and approved.

The QC requirements contained in this section and elsewhere in the contract technical specifications are in addition to and separate from the quality assurance (QA) testing requirements. QA testing requirements are the responsibility of the RPR or Contractor as specified in the specifications.

A Quality Control (QC)/Quality Assurance (QA) workshop with the Engineer, Resident Project

Representative (RPR), Contractor, subcontractors, testing laboratories, and Owner’s representative must be held prior to start of construction. The QC/QA workshop will be facilitated by the Contractor. The

Contractor shall coordinate with the Airport and the RPR on time and location of the QC/QA workshop.

Items to be addressed, at a minimum, will include:

a. Review of the CQCP including submittals, QC Testing, Action & Suspension Limits for

Production, Corrective Action Plans, Distribution of QC reports, and Control Charts.

b. Discussion of the QA program.

c. Discussion of the QC and QA Organization and authority including coordination and information exchange between QC and QA.

d. Establish regular meetings to discuss control of materials, methods and testing.

e. Establishment of the overall QC culture.

100-2 Description of program.

a. General description. The Contractor shall establish a CQCP to perform QC inspection and testing of all items of work required by the technical specifications, including those performed by subcontractors. The CQCP shall ensure conformance to applicable specifications and plans with respect to

SPA241-11 Item C-100-2 Contractor Quality Control Program materials, off-site fabrication, workmanship, construction, finish, and functional performance. The CQCP shall be effective for control of all construction work performed under this Contract and shall specifically include surveillance and tests required by the technical specifications, in addition to other requirements of this section and any other activities deemed necessary by the Contractor to establish an effective level of

QC.

b. Contractor Quality Control Program (CQCP). The Contractor shall describe the CQCP in a written document that shall be reviewed and approved by the RPR prior to the start of any production, construction, or off-site fabrication. The written CQCP shall be submitted to the RPR for review and approval at least 14 calendar days before the CQCP Workshop. The Contractor’s CQCP and QC testing laboratory must be approved in writing by the RPR prior to the Notice to Proceed (NTP).

The CQCP shall be organized to address, as a minimum, the following:

1. QC organization and resumes of key staff

2. Project progress schedule

3. Submittals schedule

4. Inspection requirements

5. QC testing plan

6. Documentation of QC activities and distribution of QC reports

7. Requirements for corrective action when QC and/or QA acceptance criteria are not met

8. Material quality and construction means and methods. Address all elements applicable to the project that affect the quality of the pavement structure including subgrade, subbase, base, and surface course. Some elements that must be addressed include, but is not limited to mix design, aggregate grading, stockpile management, mixing and transporting, placing and finishing, quality control testing and inspection, smoothness, laydown plan, equipment, andtemperature management plan.

The Contractor must add any additional elements to the CQCP that is necessary to adequately control all production and/or construction processes required by this contract.

100-3 CQCP organization. The CQCP shall be implemented by the establishment of a QC organization.

An organizational chart shall be developed to show all QC personnel, their authority, and how these personnel integrate with other management/production and construction functions and personnel.

The organizational chart shall identify all QC staff by name and function, and shall indicate the total staff required to implement all elements of the CQCP, including inspection and testing for each item of work.

If necessary, different technicians can be used for specific inspection and testing functions for different items of work. If an outside organization or independent testing laboratory is used for implementation of all or part of the CQCP, the personnel assigned shall be subject to the qualification requirements of paragraphs 100-03a and 100-03b. The organizational chart shall indicate which personnel are Contractor employees and which are provided by an outside organization.

The QC organization shall, as a minimum, consist of the following personnel:

a. Program Administrator. The Contractor Quality Control Program Administrator (CQCPA) must be a full-time on-site employee of the Contractor, or a consultant engaged by the Contractor.

The CQCPA must have a minimum of five (5) years of experience in QC pavement construction with prior QC experience on a project of comparable size and scope as the contract.

Included in the five (5) years of paving/QC experience, the CQCPA must meet at least one of the following requirements:

(1) Professional Engineer with one (1) year of airport paving experience.

SPA241-11 Item C-100-3 Contractor Quality Control Program

(2) Engineer-in-training with two (2) years of airport paving experience.

(3) National Institute for Certification in Engineering Technologies (NICET) Civil Engineering

Technology Level IV with three (3) years of airport paving experience.

(4) An individual with four (4) years of airport paving experience, with a Bachelor of Science

Degree in Civil Engineering, Civil Engineering Technology or Construction.

The CQCPA must have full authority to institute any and all actions necessary for the successful implementation of the CQCP to ensure compliance with the contract plans and technical specifications.

The CQCPA authority must include the ability to immediately stop production until materials and/or processes are in compliance with contract specifications. The CQCPA must report directly to a principal officer of the construction firm. The CQCPA may supervise the Quality Control Program on more than one project provided that person can be at the job site within two (2) hours after being notified of a problem.

b. QC technicians. A sufficient number of QC technicians necessary to adequately implement the

CQCP must be provided. These personnel must be either Engineers, engineering technicians, or experienced craftsman with qualifications in the appropriate field equivalent to NICET Level II in Civil

Engineering Technology or higher, and shall have a minimum of two (2) years of experience in their area of expertise.

The QC technicians must report directly to the CQCPA and shall perform the following functions:

(1) Inspection of all materials, construction, plant, and equipment for conformance to the technical specifications, and as required by paragraph 100-6.

(2) Performance of all QC tests as required by the technical specifications and paragraph

100-8.

(3) Performance of tests for the RPR when required by the technical specifications.

(4) Certification at an equivalent level of qualification and experience by a state or nationally recognized organization will be acceptable in lieu of NICET certification.

c. Staffing levels. The Contractor shall provide sufficient qualified QC personnel to monitor each work activity at all times. Where material is being produced in a plant for incorporation into the work, separate plant and field technicians shall be provided at each plant and field placement location. The scheduling and coordinating of all inspection and testing must match the type and pace of work activity.

The CQCP shall state where different technicians will be required for different work elements.

100-4 Project progress schedule. Critical QC activities must be shown on the project schedule as required by Section 80, paragraph 80-03, Execution and Progress.

100-5 Submittals schedule. The Contractor shall submit a detailed listing of all submittals (for example, mix designs, material certifications) and shop drawings required by the technical specifications. The listing can be developed in a spreadsheet format and shall include as a minimum:

a. Specification item number

b. Item description

c. Description of submittal

d. Specification paragraph requiring submittal

e. Scheduled date of submittal

SPA241-11 Item C-100-4 Contractor Quality Control Program

100-6 Inspection requirements. QC inspection functions shall be organized to provide inspections for all definable features of work, as detailed below. All inspections shall be documented by the Contractor as specified by paragraph 100-9.

Inspections shall be performed as needed to ensure continuing compliance with contract requirements until completion of the particular feature of work. Inspections shall include the following minimum requirements:

a. During plant operation for material production, QC test results and periodic inspections shall be used to ensure the quality of aggregates and other mix components, and to adjust and control mix proportioning to meet the approved mix design and other requirements of the technical specifications. All equipment used in proportioning and mixing shall be inspected to ensure its proper operating condition.

The CQCP shall detail how these and other QC functions will be accomplished and used.

b. During field operations, QC test results and periodic inspections shall be used to ensure the quality of all materials and workmanship. All equipment used in placing, finishing, and compacting shall be inspected to ensure its proper operating condition and to ensure that all such operations are in conformance to the technical specifications and are within the plan dimensions, lines, grades, and tolerances specified. The CQCP shall document how these and other QC functions will be accomplished and used.

100-7 Contractor QC testing facility.

a. For projects that include Item P-401, Item P-403, and Item P-404, the Contractor shall ensure facilities, including all necessary equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM D3666, Standard Specification for Minimum

Requirements for Agencies Testing and Inspecting Road and Paving Materials:

• 8.1.3 Equipment Calibration and Checks;

• 8.1.9 Equipment Calibration, Standardization, and Check Records;

• 8.1.12 Test Methods and Procedures

b. For projects that include P-501, the Contractor shall ensure facilities, including all necessary equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM C1077, Standard Practice for Agencies Testing Concrete and Concrete

Aggregates for Use in Construction and Criteria for Testing Agency Evaluation:

• 7 Test Methods and Procedures

• 8 Facilities, Equipment, and Supplemental Procedures

100-8 QC testing plan. As a part of the overall CQCP, the Contractor shall implement a QC testing plan, as required by the technical specifications. The testing plan shall include the minimum tests and test frequencies required by each technical specification Item, as well as any additional QC tests that the

Contractor deems necessary to adequately control production and/or construction processes.

The QC testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the following:

a. Specification item number (e.g., P-401)

b. Item description (e.g., Hot Mix Asphalt Pavements)

c. Test type (e.g., gradation, grade, asphalt content)

d. Test standard (e.g., ASTM or American Association of State Highway and Transportation

Officials (AASHTO) test number, as applicable)

SPA241-11 Item C-100-5 Contractor Quality Control Program

e. Test frequency (e.g., as required by technical specifications or minimum frequency when requirements are not stated)

f. Responsibility (e.g., plant technician)

g. Control requirements (e.g., target, permissible deviations)

The QC testing plan shall contain a statistically-based procedure of random sampling for acquiring test samples in accordance with ASTM D3665. The RPR shall be provided the opportunity to witness QC sampling and testing.

All QC test results shall be documented by the Contractor as required by paragraph 100-9.

100-9 Documentation. The Contractor shall maintain current QC records of all inspections and tests performed. These records shall include factual evidence that the required QC inspections or tests have been performed, including type and number of inspections or tests involved; results of inspections or tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective actions taken.

These records must cover both conforming and defective or deficient features, and must include a statement that all supplies and materials incorporated in the work are in full compliance with the terms of the contract. Legible copies of these records shall be furnished to the RPR daily. The records shall cover all work placed subsequent to the previously furnished records and shall be verified and signed by the

CQCPA.

Contractor QC records required for the contract shall include, but are not necessarily limited to, the following records:

a. Daily inspection reports. Each Contractor QC technician shall maintain a daily log of all inspections performed for both Contractor and subcontractor operations. These technician’s daily reports shall provide factual evidence that continuous QC inspections have been performed and shall, as a minimum, include the following:

(1) Technical specification item number and description

(2) Compliance with approved submittals

(3) Proper storage of materials and equipment

(4) Proper operation of all equipment

(5) Adherence to plans and technical specifications

(6) Summary of any necessary corrective actions

(7) Safety inspection.

(8) Photographs and/or video

The daily inspection reports shall identify all QC inspections and QC tests conducted, results of inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions taken or proposed.

The daily inspection reports shall be signed by the responsible QC technician and the CQCPA. The RPR shall be provided at least one copy of each daily inspection report on the work day following the day of record. When QC inspection and test results are recorded and transmitted electronically, the results must be archived.

b. Daily test reports. The Contractor shall be responsible for establishing a system that will record all QC test results. Daily test reports shall document the following information:

(1) Technical specification item number and description

(2) Test designation

SPA241-11 Item C-100-6 Contractor Quality Control Program

(3) Location

(4) Date of test

(5) Control requirements

(6) Test results

(7) Causes for rejection

(8) Recommended remedial actions

(9) Retests

Test results from each day’s work period shall be submitted to the RPR prior to the start of the next day’s work period. When required by the technical specifications, the Contractor shall maintain statistical QC charts. When QC daily test results are recorded and transmitted electronically, the results must be archived.

100-10 Corrective action requirements. The CQCP shall indicate the appropriate action to be taken when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will be taken to bring the process into control. The requirements for corrective action shall include both general requirements for operation of the CQCP as a whole, and for individual items of work contained in the technical specifications.

The CQCP shall detail how the results of QC inspections and tests will be used for determining the need for corrective action and shall contain clear rules to gauge when a process is out of control and the type of correction to be taken to regain process control.

When applicable or required by the technical specifications, the Contractor shall establish and use statistical QC charts for individual QC tests. The requirements for corrective action shall be linked to the control charts.

100-11 Inspection and/or observations by the RPR. All items of material and equipment are subject to inspection and/or observation by the RPR at the point of production, manufacture or shipment to determine if the Contractor, producer, manufacturer or shipper maintains an adequate QC system in conformance with the requirements detailed here and the applicable technical specifications and plans. In addition, all items of materials, equipment and work in place shall be subject to inspection and/or observation by the RPR at the site for the same purpose.

Inspection and/or observations by the RPR does not relieve the Contractor of performing QC inspections of either on-site or off-site Contractor’s or subcontractor’s work.

100-12 Noncompliance.

a. The Resident Project Representative (RPR) will provide written notice to the Contractor of any noncompliance with their CQCP. After receipt of such notice, the Contractor must take corrective action.

b. When QC activities do not comply with either the CQCP or the contract provisions or when the

Contractor fails to properly operate and maintain an effective CQCP, and no effective corrective actions have been taken after notification of non-compliance, the RPR will recommend the Owner take the following actions:

(1) Order the Contractor to replace ineffective or unqualified QC personnel or subcontractors and/or

(2) Order the Contractor to stop operations until appropriate corrective actions are taken.

SPA241-11 Item C-100-7 Contractor Quality Control Program

METHOD OF MEASUREMENT

100-…