Delineation of a Quaternary Aquifer Using Integrated Hydrogeological and Geophysical Estimation of Hydraulic Conductivity on the Tibetan Plateau, China

: Groundwater is the most unexplored element of the hydrologic cycle on the Tibetan Plateau (TP) due to harsh climate conditions. This study aims at delineating and characterizing the unexplored Zhanongtang–Ganmanong aquifer, situated in the Zhagu subcatchment of the Nam Co catchment, south-central TP. Multiple hydrogeophysical and lithological in situ ﬁeld and laboratory methods are applied: depth-to-water-table measurements, grain size analysis, hydraulic empirical and ﬁeld methods to estimate hydraulic conductivity (K), and analysis of electrical resistivity tomography proﬁles. Integration of these methods revealed the existence of a Quaternary hydrostratigraphic unit that was found to be unconsolidated, laterally heterogeneous and homogeneous over depth. The results revealed consistent K ranges of three K zones, which is in accordance with local lithology. The K ranges are applicable to other locations within the Nam Co catchment with similar lithology as in the study area without further ﬁeld experiments. Permafrost was found to be absent in the study area ranging from 4730 m a.s.l. to 5200 m a.s.l. altitude. These results provide insight into the hydrogeological conditions of the TP and are useful for conceptual and numerical groundwater ﬂow modeling to predict future changes of water ﬂuxes and water budgets caused by climatic change, especially in remote areas.


Introduction
The Tibetan Plateau (TP), also called the Asian Water Tower [1] provides water for billions of people supraregionally in India, Bangladesh, China and Southeast Asia, representing over 20% of the global population [2,3]. Ref. [4] postulated that rivers originating from the central TP are influenced by discharging melt-and groundwater, contributing to significant and variable amounts of water towards streams. This underpins the importance of groundwater from the TP as a globally important fresh water resource. Assessment of regional subsurface structures and the hydrogeologic environment is crucial to understand the hydrologic cycle of the TP, which sustains the water supply to the Asian Water Tower. The Zhagu subcatchment (A = 46 km 2 ) (Figure 1c) is located at the northeast shoreline of the Nam Co Lake. The subcatchment elevation ranges from 4730 m above sea level (m a.s.l.) at the Nam Co Lake lakeshore located to the west from the catchment valley, to more than 5200 m a.s.l. in the east. Three first-order streams are flowing through the subcatchment, where two first-order streams are merging into a second-order stream. Those streams are infiltrating inside the subcatchment and are therefore surficially disconnected from the Nam Co Lake. Existent stream beds suggest that due to heavy summer monsoon, episodic drainage events might occur into the lake. Due to the absence of glaciers, precipitation is the only source for groundwater recharge. According to the National Geological Archives of China, the valley in the study area ( Figure 1c) consists of lacustrine sediments, fluvial sediments and alluvial-proluvial sediments, wherein the mountainous area most likely includes tuff and, to some extent, granite. A terrace geomorphologically divides the catchment into two areas: a lower area in the west facing the Nam Co Lake and a higher valley in the east surrounded by a mountain range.
Water 2021, 13, 1412 5 of 22 likely includes tuff and, to some extent, granite. A terrace geomorphologically divides the catchment into two areas: a lower area in the west facing the Nam Co Lake and a higher valley in the east surrounded by a mountain range.  [46,47], (b) second largest lake on the TP: the Nam Co Lake [6], (c) lithology and contour lines of the Zhagu subcatchment study area (modified after [45]).

Hydrogeological, Geophysical, Lithological Analyses
For the hydrostratigraphic characterization (goal I of the present study) and the assessment of the hydraulic conductivity distribution (goal II), the following methods were applied during three field work campaigns (June/July 2018, May 2019 and September 2019): (2.2.1.) installation of piezometers, (2.2.2.) measurement of depth-to-water-table, (2.2.3.) performance of hydraulic field experiments (short pumping tests and slug tests), (2.2.4.) analyzing grain size distribution of collected sediment samples, (2.2.5.) applying empirical methods to estimate hydraulic conductivity based on grain size distribution ( [48,49]), and (2.2.6.) recording and analysis of ERT profiles to delineate regional hydrogeological units.

Installation of Piezometers
Nine piezometers with a cumulative piezometer length of 96.5 m were installed during the first field work campaign in June/July 2018. Almost all piezometers are aligned west-east along a dirt road (Figure 1c). Due to the complete lack of subsurface and groundwater table information, the drilling company drilled until wet sediment was reached. To ensure that the piezometers are hydraulically connected to the shallow aquifer, an additional 1 m was drilled. Two piezometers (D11, D21) out of nine were installed near the lake shore. These piezometers were located at a distance of 100 m and 200 m from the lakeshore, respectively. The other 7 piezometers (P1-P7) out of 9 were placed near the dirt road further away from the lakeshore.
The installed piezometers consist of several PVC pipes of 1 m length and outside/inside diameter of 58/50 mm. Prior to installation, the PVC pipes were screwed together, with a manually perforated filter of length = 1.2 m at the lower end. The installed piezometers were closed with caps and covered with boulders for protection against vandalism. The overall length of the piezometers ranged between minimum 4 m (D11) and maximum 15 m (P4). Table   The depth to water table was measured with an electric contact gauge (Heron instruments Inc., Dundas, ON, Canada) that also measures electric conductivity and temperature. The measurements were taken once in each installed piezometer between the 12 and 15 of May 2019).  [46,47], (b) second largest lake on the TP: the Nam Co Lake [6], (c) lithology and contour lines of the Zhagu subcatchment study area (modified after [45]).

Hydrogeological, Geophysical, Lithological Analyses
For the hydrostratigraphic characterization (goal I of the present study) and the assessment of the hydraulic conductivity distribution (goal II), the following methods were applied during three field work campaigns (June/July 2018, May 2019 and September 2019): (Section 2.2.1) installation of piezometers, (Section 2.2.2) measurement of depth-to-watertable, (Section 2.2.3) performance of hydraulic field experiments (short pumping tests and slug tests), (Section 2.2.4) analyzing grain size distribution of collected sediment samples, (Section 2.2.5) applying empirical methods to estimate hydraulic conductivity based on grain size distribution ( [48,49]), and (Section 2.2.6) recording and analysis of ERT profiles to delineate regional hydrogeological units.

Installation of Piezometers
Nine piezometers with a cumulative piezometer length of 96.5 m were installed during the first field work campaign in June/July 2018. Almost all piezometers are aligned westeast along a dirt road (Figure 1c). Due to the complete lack of subsurface and groundwater table information, the drilling company drilled until wet sediment was reached. To ensure that the piezometers are hydraulically connected to the shallow aquifer, an additional 1 m was drilled. Two piezometers (D11, D21) out of nine were installed near the lake shore. These piezometers were located at a distance of 100 m and 200 m from the lakeshore, respectively. The other 7 piezometers (P1-P7) out of 9 were placed near the dirt road further away from the lakeshore.
The installed piezometers consist of several PVC pipes of 1 m length and outside/inside diameter of 58/50 mm. Prior to installation, the PVC pipes were screwed together, with a manually perforated filter of length L BL = 1.2 m at the lower end. The installed piezometers were closed with caps and covered with boulders for protection against vandalism. The overall length of the piezometers ranged between minimum 4 m (D11) and maximum 15 m (P4). Table   The depth to water table was measured with an electric contact gauge (Heron instruments Inc., Dundas, ON, Canada) that also measures electric conductivity and temperature. The measurements were taken once in each installed piezometer between the 12 and 15 of May 2019).

Performance of Hydraulic Field Experiments (Short Pumping Tests and Slug Tests)
In September 2019, short pumping tests [50] followed by slug tests [51] were carried out to estimate hydraulic conductivity. Data loggers (dipperLog NANO C 30 m, Heron instruments Inc., Dundas, ON, Canada) were placed 0.5 m above each piezometer bot-tom to ensure that the logger was placed within the groundwater of the shallow aquifer. Groundwater pressure was continuously logged at a rate of 5 s with an accuracy of 0.1% for short pumping tests and slug tests. The logger internally converts the logged pressure into pressure head using freshwater density of 1000 kg m −3 . Pumped water was stored in canisters for use as 'slug' in the subsequent slug tests.
In total, 45 short pumping tests were carried out in 6 piezometers (D11, D21, P2, P5, P6, P7). Multiple short pumping tests were used to reduce the errors of the estimated K values. A groundwater sampling pump (12 V Sampling Pump Super twister 25 mt, ENVIEQ, Tallinn, Estonia) was placed completely in water above the data logger and the piezometer was pumped empty (until no further water was produced). Figure 2a illustrates the procedure to estimate hydraulic conductivity using the result of a short pumping test. In the figure, Ψ denotes pressure head, Ψ 0 is the original (equilibrium) pressure head, Ψ 1 and Ψ 2 are pressure heads on the recovery curve at times t 1 and t 2 , respectively, and The pressure head Ψ 1 was selected to ensure that the filter length L BL be always fully saturated such that groundwater inflow occurred over the entire filter length. Due to the pressure head gradient induced by pumping, water flows from the aquifer formation back into the piezometer until recovery to the original pressure head Ψ 0 . The hydraulic conductivity was estimated by the following equation [50]: In September 2019, short pumping tests [50] followed by slug tests [51] were carried out to estimate hydraulic conductivity. Data loggers (dipperLog NANO C 30 m, Heron instruments Inc., Dundas, ON, Canada) were placed 0.5 m above each piezometer bottom to ensure that the logger was placed within the groundwater of the shallow aquifer. Groundwater pressure was continuously logged at a rate of 5 s with an accuracy of 0.1% for short pumping tests and slug tests. The logger internally converts the logged pressure into pressure head using freshwater density of 1000 kg m −3 . Pumped water was stored in canisters for use as 'slug' in the subsequent slug tests.
In total, 45 short pumping tests were carried out in 6 piezometers (D11, D21, P2, P5, P6, P7). Multiple short pumping tests were used to reduce the errors of the estimated K values. A groundwater sampling pump (12 V Sampling Pump Super twister 25 mt, EN-VIEQ, Tallinn, Estonia) was placed completely in water above the data logger and the piezometer was pumped empty (until no further water was produced). Figure 2a illustrates the procedure to estimate hydraulic conductivity using the result of a short pumping test. In the figure, Ψ denotes pressure head, Ψ is the original (equilibrium) pressure head, Ψ and Ψ are pressure heads on the recovery curve at times and , respectively, and Δ = Ψ Ψ , Δℎ = Ψ Ψ , Δ = . The pressure head Ψ was selected to ensure that the filter length be always fully saturated such that groundwater inflow occurred over the entire filter length. Due to the pressure head gradient induced by pumping, water flows from the aquifer formation back into the piezometer until recovery to the original pressure head Ψ . The hydraulic conductivity was estimated by the following equation [50]: where [m s ] is hydraulic conductivity, [m] is piezometer radius, [m] is filter length. Equation (1) holds for 8 [50], which is fulfilled for all the piezometers. Illustration of the procedure to recover the hydraulic field from field experiments: (a) short pumping test recovery curve, (b) slug response curve, (c) semi-logarithmic slug response curve to assess hydraulic conductivity K1, (d) semi-logarithmic slug response curve to assess hydraulic conductivity K2 (modified after Domenico and Schwartz (1998)).
In total, 16 slug tests in all 9 piezometers were carried out. Multiple slug tests reduce measurement errors. The slug tests started by noting the original pressure head Ψ (Figure 2b). The slug was created by instantaneously filling up the piezometer with previously collected water during the short pumping tests, such that Ψ was the maximum pressure head (Figure 2b). The ratio was semi-logarithmically plotted against time ( Figure 2c), was read from the plot, and the hydraulic conductivity was estimated after [51]: Figure 2. Illustration of the procedure to recover the hydraulic field from field experiments: (a) short pumping test recovery curve, (b) slug response curve, (c) semi-logarithmic slug response curve to assess hydraulic conductivity K1, (d) semi-logarithmic slug response curve to assess hydraulic conductivity K2 (modified after Domenico and Schwartz (1998)).
In total, 16 slug tests in all 9 piezometers were carried out. Multiple slug tests reduce measurement errors. The slug tests started by noting the original pressure head Ψ 0 ( Figure 2b). The slug was created by instantaneously filling up the piezometer with previously collected water during the short pumping tests, such that Ψ max was the maximum pressure head (Figure 2b). The ratio Ψ−Ψ 0 Ψ max −Ψ 0 was semi-logarithmically plotted against time (Figure 2c), t 37 was read from the plot, and the hydraulic conductivity was estimated after [51]: where t 37 [s] is the time at which the water level has dropped to 37% of the initial slug signal. In some cases, the semi-logarithmically plotted ratio Ψ−Ψ 0 Ψ max −Ψ 0 showed sudden changes in slope (Figure 2c,d). If this happened, the data were separated into different datasets, one sub-data set for each slope. For each sub-data set, hydraulic conductivity was estimated as per Equation (2), such that a single slug test could lead to multiple K values, denoted K 1 and K 2 in Figure 2.

Analysis of Grain Size Distribution of Collected Sediment Samples
A total of 82 sediment cores from all 9 drilled piezometer boreholes were obtained in June and July 2018 to assess hydrogeological properties at different depths. Cylindrical samples (d = 5 cm, h = 8 cm) were taken during drilling when sediment texture or color changed. The samples were air-dried and grain size analyses were conducted according to the procedure used by [52]. In order to represent original subsurface flow characteristics, organic matter and Fe-oxides were retained. The definitions of textural classes and sand subclasses were based on FAO Guidelines for Soil Description [53].

Estimation of the Hydraulic Conductivity based on Grain Size Distribution
Hydraulic conductivity can be estimated from grain size distribution using empirical relationships. In the Excel-based tool HydroGeoSieveXL [54], 15 empirical models are implemented that read grain size distribution in order to estimate a hydraulic conductivity value associated to the read grain size distribution. After reading grain size distribution, HydroGeoSieveXL examines applicability of all 15 methods to that grain size distribution. For the samples taken in the present study, HydroGeoSieveXL determined that the two models of [48,49] were applicable for all samples. These two models differ in the choice of N and d e (Table 2), while for both models the hydraulic conductivity was calculated according to [54]: where is dynamic viscosity of water, N (−) is a constant shape factor dependent on the model, is a porosity function, d e (e = 10 or 17) (m) is an effective grain size of the grain size distribution.
To estimate hydraulic conductivity using the two models, 2-4 samples were taken at different depth in 8 piezometers (D11, D21, P1, P2, P4, P5, P6, P7), giving a total of 26 aquifer sediment samples. The samples were located below the measured water level to ensure that aquifer material was sampled. Table 2. Overview of selected empirical mathematical models to estimate hydraulic conductivity K (modified after [54]).

Source N d e Applicable Conditions
Vukovic and Soro (1992)

Recording and Analysis of ERT Profiles
In order to assess the water saturation and to eventually identify a shallow aquifer, 7 electrical resistivity tomography (ERT) profiles were recorded along previously installed piezometers (except P3 and P4). To obtain a subsurficial representation of water saturation and of a regional hydrostratigraphic unit, 5 parallel ERT profiles (along piezometers P1, P2, P5, P6, P7) were aligned north-south. In addition, two more profiles near the lake (along piezometers D11, D21) were aligned west-east.
In the ERT, a spatial section of the resistivity of the subsurface is obtained by combining multiple 4-point measurements. Each 4-point measurement requires two electrodes to inject current, and two electrodes to measure the voltage. An apparent resistivity value is obtained from the ratio between voltage and current by multiplication with a geometry factor which depends on the electrode configuration. Here, the Wenner configuration [55] was used, where all distances between neighboring electrodes are identical. The two outer electrodes inject current, and the two inner electrodes measure the voltage [55].
In order to acquire multiple 4-point measurements necessary to obtain a spatial resistivity distribution along a profile vs. depth, the multi-electrode equipment "GeoTom-MK" (GEOLOG2000, Augsburg, Germany) with 50 electrodes was used. For each single measurement, 4 of the 50 electrodes are used in a Wenner configuration, and all possible 4-point measurements are then taken to obtain a full coverage of the subsurface.
The profile length (PL) constrains the maximum electrode spacing (i.e., the maximum possible distance between the current electrodes), which controls the maximum depth of investigation (DOI). Since there is no fixed relationship between profile length and DOI, a rule of thumb was used (DOI = 0.2 PL; [56]. For each piezometer location, the piezometer depth was used to fix the desired DOI and thus the profile length. The spacing between the neighboring electrodes was then adjusted to obtain the desired profile lengths. This resulted in PL varying between 14 m and 98 m. Profile P6 constitutes an exception to this procedure. Its total length is 1196 m, and it is composed of overlapping sub-profiles using a roll-along procedure described in Buckel et al. (2020). In order to convert the measured apparent resistivity data into 2D resistivity models of the subsurface, data were inverted using the inversion software RES2Dinv [57].
The resistivity of sediment can be calculated using the empirical formula developed by [58], defined as: where R arc (Ωm) is bulk electrical resistivity of the subsurface, a (−) is tortuosity factor, ranging between 0.5 and 1.5 [59], m (−) is cementation factor, ranging between 1.3 and 2.6 [59], s (−) is fraction of pores filled with fluid, n s (−) is saturation exponent, which is typically 2, R w (Ωm) is electrical resistivity of the pore water. Archie's law calculates the bulk electrical resistivity of the subsurface R arc based on porosity n, electrical conductivity of pore water σ w measured in situ, and the fraction of pores filled with fluids [55]. Based on grain size analyses (details in Section 3.2 Sediment profile results), it is assumed here that no significant clay content is present in the sandy aquifer material such that Archie's law of 1942 is valid [60]. It indicates that bulk electrical resistivity of the subsurface decreases with increasing water content.
With the assumption of saturated unconsolidated sandy aquifer material, the appropriate parameter values in Archie's law are [55]: s = 1, a = 1 and m = 1.3. The porosity n was calculated based on grain size distribution using n = 0.255· 1 + 0.83 U [48] and U = d 60 d 10 [54], while electrical conductivity σ w was measured in situ (Appendix A, Table A1). During the second field work campaign in May 2019, a measurement of electrical conductivity of groundwater was taken once in each piezometer (D11, D21, P1, P2, P5, P6, P7), where ERT profiles were available, using a conductivity device (Heron instruments Inc., Dundas, Canada). Afterwards, σ w was converted into electrical resistivity R w with R w = 1 σ w .

Depth-to-Water-Table Results
The depth to water table was measured in 8 out of 9 piezometers (D11, D21, P1, P2, P, P6, P7; Figures 3B and 4B). The four piezometers located close to surface water bodies (D11, D21 near Nam Co Lake, and P5, P7 in the valley near streams; Figure 1) showed small depths to water table, varying between 1 m (D11) and 3 m (P7) (Figures 3B(a) and 4B). This points to the existence of shallow surface water bodies, indicating possible surfacesubsurface hydraulic interaction. In contrast, the four piezometers away from surface water bodies (piezometers P1, P2 are located east of D11 and D21; piezometers P4, P6 are located in the valley zone; Figure 1) revealed larger depth to water table, varying between 5.75 m (P1) and 8.06 m (P4) (Figures 3B(a) and 5). This observation indicates no or no significant surface-subsurface hydraulic interaction at around 6-8 m depth. These measurements suggest the existence of a local shallow aquifer whose top range is between 1 m and 8 m below ground surface.

Sediment Profile Results
Figures 3C, 4C and 5 present sediment profiles based on grain size analysis for piezometers near the lake shore (D11, D21, P1, P2) and for piezometers in the valley (P4, P5,

Sediment Profile Results
Figures 3C, 4C and 5 present sediment profiles based on grain size analysis for piezometers near the lake shore (D11, D21, P1, P2) and for piezometers in the valley (P4, P5, P6, P7). Grain size analysis of profiles D11 and D21 revealed over 85% medium sand (MS) in both profiles over the entire depth, such that the existence of confining layers can be excluded. This result suggests that the aquifer is unconfined. The material in the analyzed profiles is largely homogeneous over depth and represents the aquifer material. The sediment composition of profiles P1 and P2 until the depth of 5 m (20% silt and clay, 80% fine sand (FS) and medium sand (MS)) can be classified as loamy fine sand (LFS) according to the FAO Guidelines [53]. This result correlates with findings from [44], who studied two profiles from the Nam Co Lake terrace, showing sandy loam and silt until 2 m depth. In the present study, the sediment composition changes to more than 90% FS and MS below 5 m depth, such that the material at P1 and P2 is, in principle, heterogeneous over depth. However, the groundwater level at P1 and P2 was measured to be around 5 m depth, such that the aquifer material found below 5 m depth can be regarded as homogeneous over depth.
Sediment profiles along with depth-to-water-table measurements revealed that some profiles may be heterogeneous over depth, while the material in the aquifer zone is mostly homogeneous over depth, and consists of unconsolidated sandy aquifer material, with fine to medium sand in P4, loamy fine sand to medium sand in P5, and medium sand in P6 and P7 ( Figures 4C and 5). The results compare very well with those of [61], who examined the development of soil in the Nam Co catchment close to the Zhagu subcatchment and demonstrated that soil near the ground surface (max. 180 cm) mainly consists of sand (91%). The present study further demonstrates that sediment profiles near the lake differ from those located in the valley, indicating that the aquifer is laterally heterogeneous and homogeneous over depth.

Empirical Hydraulic Conductivity Results
Empirical mathematical equations are used to estimate K in order to strengthen the understanding of aquifer heterogeneity by presenting actual K values. Figure 6c,d shows estimated K values using the empirical equations of (c) [48] and (d) [49] based on previously conducted grain size analyses (Section 3.2) for piezometers D11, D21, P1, P2, P4, P5, P6, P7. Both methods estimate comparable K values of profiles in all piezometers. Estimated K values tend to be large near the lake shore (10 −5 m s −1 to 10 −4 m s −1 ), while smaller K ranges are found in the valley (10 −6 m s −1 to 10 −5 m s −1 ). The results indicate the existence of two hydraulic conductivity zones. Therefore, K values estimated by empirical equations support the finding from Section 3.2 that the aquifer is laterally heterogeneous, where a K value within a range of uncertainty can be assigned to each piezometer location in the regional aquifer.

Empirical Hydraulic Conductivity Results
Empirical mathematical equations are used to estimate K in order to strengthen the understanding of aquifer heterogeneity by presenting actual K values. Figure 6c,d shows estimated K values using the empirical equations of (c) [48] and (d) [49] based on previously conducted grain size analyses (Section 3.2) for piezometers D11, D21, P1, P2, P4, P5, P6, P7. Both methods estimate comparable K values of profiles in all piezometers. Estimated K values tend to be large near the lake shore (10 −5 m s −1 to 10 −4 m s −1 ), while smaller K ranges are found in the valley (10 −6 m s −1 to 10 −5 m s −1 ). The results indicate the existence of two hydraulic conductivity zones. Therefore, K values estimated by empirical equations support the finding from Section 3.2 that the aquifer is laterally heterogeneous, where a K value within a range of uncertainty can be assigned to each piezometer location in the regional aquifer.

Hydraulic Field Experiments (Short Pumping Tests and Slug Tests)
Field tests (short pumping tests and slug tests) were partially conducted for redundancy but mainly to further increase the reliability of K values estimated by empirical equations. Figure 6 shows estimated hydraulic conductivities (K) for eight piezometers D11, D21, P1, P2, P4, P5, P6, P7 based on (a) short pumping tests and (b) slug tests. Both tests show similar hydraulic conductivity values ranging between 10 −7 m s −1 and 10 −4 m s −1 . Figure 6a presents K values estimated from short pumping tests showing that K varies in space. Most piezometers located at the lake shore (D11, D21, P2) show K values ranging between 10 −5 m s −1 and 10 −4 m s −1 , while piezometers located in the valley (P5, P6, P7) showed smaller K values ranging between 10 −7 m s −1 and 10 −5 m s −1 , such that the estimated K values reveal two different K groups: larger K values at the lake shore and smaller K values in the valley. Figure 6b shows K values estimated from slug tests. A spatial variation in K was also observed here. Piezometer D11, located at 100 m distance from the Nam Co Lake, had the highest K values of 10 −4 m s −1 , while the other piezometers D21, P1, P2, P4, P5, P6, P7 showed smaller ones between 10 −6 m s −1 to 10 −5 m s −1 . Both hydraulic field tests suggest spatial K variation: K values found near the lake shore (10 −5 m s −1 to 10 −4 m s −1 ) are larger than those identified in the valley (10 −7 m s −1 to 10 −5 m s −1 ). The K ranges associated to both zones are in good agreement with those found by empirical methods in Section 3.3. Empirical equations and hydraulic and field experiments confirm that the aquifer is laterally heterogeneous, and homogeneous over depth. The aquifer can therefore be regarded as an unconfined two-dimensional heterogeneous system whose spatial K zonation can be restrained as per the results presented in the following Section 3.5.   Barr (2001). Blue coloration denotes piezometers near lake shore and yellow coloration refers to piezometers in the valley.

Hydraulic Field Experiments (Short Pumping Tests and Slug Tests)
Field tests (short pumping tests and slug tests) were partially conducted for redundancy but mainly to further increase the reliability of K values estimated by empirical equations. Figure 6 shows estimated hydraulic conductivities (K) for eight piezometers D11, D21, P1, P2, P4, P5, P6, P7 based on (a) short pumping tests and (b) slug tests. Both tests show similar hydraulic conductivity values ranging between 10 −7 m s −1 and 10 −4 m s −1 . Figure 6a presents K values estimated from short pumping tests showing that K varies in space. Most piezometers located at the lake shore (D11, D21, P2) show K values ranging between 10 −5 m s −1 and 10 −4 m s −1 , while piezometers located in the valley (P5, P6, P7) showed smaller K values ranging between 10 −7 m s −1 and 10 −5 m s −1 , such that the estimated K values reveal two different K groups: larger K values at the lake shore and smaller K values in the valley. Figure 6b shows K values estimated from slug tests. A spatial variation in K was also observed here. Piezometer D11, located at 100 m distance from the Nam Co Lake, had the highest K values of 10 −4 m s −1 , while the other piezometers D21, P1, P2, P4, P5, P6, P7 showed smaller ones between 10 −6 m s −1 to 10 −5 m s −1 . Both hydraulic field tests suggest spatial K variation: K values found near the lake shore (10 −5 m s −1 to 10 −4 m s −1 ) are larger than those identified in the valley (10 −7 m s −1 to 10 −5 m s −1 ). The K ranges associated to both zones are in good agreement with those found by empirical methods in Section 3.3. Empirical equations and hydraulic and field experiments confirm that the aquifer is laterally heterogeneous, and homogeneous over depth. The aquifer can therefore be regarded as an unconfined two-dimensional heterogeneous system whose spatial K zonation can be restrained as per the results presented in the following Section 3.5. Figure 1c presents the lithological map with fluvial and lacustrine sediments at the lake shore, where alluvial-proluvial sediments are dominant inside the valley. Fluvial and lacustrine deposits can contain sandy to clayey grain sizes [62], resulting in relatively large hydraulic conductivity ranges. This coincides with lithology and K values of two K-zones as measured in the present study.

Regional Hydraulic Conductivity Distribution
The lithological map (Figure 1) suggests existence of a third K-zone located in the mountain range consisting of mainly tuff [45]. Hydraulic conductivity of tuff can vary by several orders of magnitude due to very different genesis where tuff formation is strongly dependent on the formation processes [63]. Because the mountain range in the study area is extremely difficult to access, hydraulic field tests could not be carried out there, such that other studies related to K values of tuff were considered. Appel and Habler (2002) assessed two sites with regional tuff in Sellafield (Great Britain) and Yucca Mountain (Nevada, USA). For hydraulic conductivity estimation, 260 single-borehole packer tests were conducted, resulting in large ranges of K values. The K values found in the tuff in Sellafield showed the large range of 10 −16 to 10 −7 m s −1 , which was even larger for the tuff located at Yucca Mountain (10 −16 to 10 −4 m s −1 ). The mean K values identified at these sites were 10 −12 m s −1 and 10 −7 m s −1 , respectively. In the complete absence of prior field studies and field test results in the tuff formation of the subcatchment regarded here, a third K-zone is established whose K value is assumed to range between 10 −12 to 10 −7 m s −1 , adopted from the mean K values found by Appel and Habler (2002). Based on short pumping tests, slug tests, empirical mathematical methods and assumed K values for tuff from Appel and Habler (2002), it is assumed that the study area consists of 3 K-zones with given K ranges: K-zone 1 (10 −5 to 10 −4 m s −1 ), K-zone 2 (10 −7 to 10 −5 m s −1 ) and K-zone 3 (10 −12 to 10 −7 m s −1 ) (Figure 7). 10 m s and 10 m s , respectively. In the complete absence of prior field studies and field test results in the tuff formation of the subcatchment regarded here, a third K-zone is established whose K value is assumed to range between 10 −12 to 10 −7 m s −1 , adopted from the mean K values found by Appel and Habler (2002). Based on short pumping tests, slug tests, empirical mathematical methods and assumed K values for tuff from Appel and Habler (2002), it is assumed that the study area consists of 3 K-zones with given K ranges: K-zone 1 (10 −5 to 10 −4 m s −1 ), K-zone 2 (10 −7 to 10 −5 m s −1 ) and K-zone 3 (10 −12 to 10 −7 m s −1 ) (Figure 7).

Electrical Resistivity Tomography Results and Archie's Law
A total of seven vertical 2D electrical resistivity tomography (ERT) profiles were recorded in order to get a subsurficial picture of water saturation and of regional hydrostratigraphic units of the Zhagu subcatchment. According to [64], fresh water typically has electrical resistivity value below 100 Ωm, while unsaturated gravel and sand have electrical resistivity values larger than 800 Ωm, and permafrost shows values between 1000 Ωm and 100,000 Ωm. Water is a good electrical conductor, therefore saturated sand will have a resistivity value below 800 Ωm due to water-filled pores. [65] stated that electrical resistivity values near the ground surface with values below 700 Ωm indicate the presence of a saturated zone. It is therefore assumed here that the regional aquifer can be identified by electrical resistivity values below 500 Ωm.
The ERT profiles at D11, D21, P1, P2 located near the lake shore indicate two electrical conductivity zones with high electrical resistivity values (500 Ωm to more than 2500 Ωm) near the ground surface and low electrical resistivity values (below 500 Ωm) at larger depth. This suggests the presence of unsaturated sediments near the ground surface and saturated sediments at larger depth. The ERT profiles at D11 and D21 show a shift from high electrical resistivity values (unsaturated zone; 500 Ωm to more than 2500 Ωm) to low electrical resistivity values (saturated zone; below 500 Ωm) in around 40 cm to 50 cm depth, while profiles at P1, P2 and P6 ( Figure 3A) reveal that the change from unsaturated to saturated conditions is at approximately 4 m, 5 m, and 11 m depth, respectively. Figure 4A presents ERT profiles at P5 and P7 (in the valley) with low electrical resistivity below 500 Ωm and 500 Ωm to 1000 Ωm, respectively, near the ground surface (maximum 2 m depth), indicating high to moderate saturation near the ground surface. This saturation might be related to recent monsoonal activities. At greater depths, higher electrical resistivities between 1000 Ωm to 100,000 Ωm were not detected, indicating the absence of permafrost at the locations of both piezometers. This was also observed at piezometer locations D11, D21, P1, P2, P6.
Archie's law was applied for piezometers D11, D21, P1, P2, P5, P6, P7 to calculate bulk electrical resistivity values that are related to the regional aquifer by using in situ measured electrical conductivity of formation water. The values were calculated with porosities determined from grain size analyses below the groundwater table, assuming full water saturation (s = 1). The in situ measured electrical conductivity of formation water showed overall values between 0.02 and 0.09 S m −1 , corresponding to resistivity values between 11 and 50 Ωm. These low resistivity values reveal a significant amount of dissolved solids in the regional groundwater. The calculated bulk electrical resistivity values agree with the in situ measured resistivity values for piezometers D11, D21, P1, P2, P5, P6, P7 and show values below 200 Ωm (Appendix A, Table A1). Those resistivity values were then compared to electrical resistivity values determined by ERT below the water table, showing that the bulk electrical resistivity values gained by Archie's law are in good agreement with electrical resistivity values previously obtained from the ERT profiles. The agreement supports the assumptions that a regional but potentially contaminant aquifer is present, and that the regional aquifer can be identified by electrical resistivity values below 500 Ωm.

Regional Hydrostratigraphy
Each of the applied hydrogeophysical and mathematical methods provides piece-wise details of the hydrogeology in the Zhagu subcatchment. Integrating and combining results of all methods provides an overall insight and subsurficial picture of the hydrostratigraphy and of the regional hydrogeology of the found aquifer. The initially carried out depthto-water-table measurements revealed presence of an aquifer at 1 m to 8 m depth below ground surface. Detailed sediment profiles based on grain size analyses further indicated that the sandy aquifer is laterally heterogeneous and homogeneous over depth. Estimates of hydraulic conductivity from both empirical mathematical equations ( [48,49]) and from field tests (short pumping tests, slug tests) further confirmed aquifer heterogeneity, and constrain the hydraulic conductivity values in the lithology distribution of the study area ( Figure 1). Combination of the lithology and estimated K values lead to an assumed existence of three hydraulic conductivity zones within the study area. The ERT profiles confirmed the existence of the regional aquifer, and provided a spatial picture from selected points of the aquifer (Figure 8). and from field tests (short pumping tests, slug tests) further confirmed aquifer heterogeneity, and constrain the hydraulic conductivity values in the lithology distribution of the study area (Figure 1). Combination of the lithology and estimated K values lead to an assumed existence of three hydraulic conductivity zones within the study area. The ERT profiles confirmed the existence of the regional aquifer, and provided a spatial picture from selected points of the aquifer (Figure 8). Table 1 shows stratigraphic units of the Nam Co catchment, consisting of the older Ganmanong formation and the younger Zhanongtang formation. According to the Development Research Center of China (2020) the Ganmanong formation is related to the upper Pleistocene, having a thickness of 14 m. During the Holocene, the Ganmanong formation was overlain by the Zhanongtang formation with a thickness of 3 m, showing that the entire Quaternary formation has a total thickness of 17 m. The deepest recorded sediment profile of 11 m and the deepest ERT profile of 30 m were measured in P6 ( Figure  4B(a),(c)), while all other sediment profiles and ERT profiles were less deep than 17 m. Therefore, all analyses conducted in this study are located either within the Zhanongtang formation or the Ganmanong formation (Table 1). According to [66], a hydrostratigraphic unit consists of a formation or a group of formations with similar hydrologic characteristics, allowing grouping into an aquifer. Therefore, the two Quaternary formations analyzed in this study can be grouped into a single hydrostratigraphic unit, which is hereby named the Zhanongtang-Ganmanong aquifer.

Hydrostratigraphic Unit
Our study shows that the delineated aquifer formation can be classified as a Quaternary hydrostratigraphic unit. The aquifer is interpreted as unconfined and shallow Zhanongtang-Ganmanong aquifer. The identified Zhanongtang-Ganmanong aquifer  Table 1 shows stratigraphic units of the Nam Co catchment, consisting of the older Ganmanong formation and the younger Zhanongtang formation. According to the Development Research Center of China (2020) the Ganmanong formation is related to the upper Pleistocene, having a thickness of 14 m. During the Holocene, the Ganmanong formation was overlain by the Zhanongtang formation with a thickness of 3 m, showing that the entire Quaternary formation has a total thickness of 17 m. The deepest recorded sediment profile of 11 m and the deepest ERT profile of 30 m were measured in P6 ( Figure 4B(a),(c)), while all other sediment profiles and ERT profiles were less deep than 17 m. Therefore, all analyses conducted in this study are located either within the Zhanongtang formation or the Ganmanong formation (Table 1). According to [66], a hydrostratigraphic unit consists of a formation or a group of formations with similar hydrologic characteristics, allowing grouping into an aquifer. Therefore, the two Quaternary formations analyzed in this study can be grouped into a single hydrostratigraphic unit, which is hereby named the Zhanongtang-Ganmanong aquifer.

Hydrostratigraphic Unit
Our study shows that the delineated aquifer formation can be classified as a Quaternary hydrostratigraphic unit. The aquifer is interpreted as unconfined and shallow Zhanongtang-Ganmanong aquifer. The identified Zhanongtang-Ganmanong aquifer mainly consists of unconsolidated sandy material, which is in agreement with results by Lehmkuhl et al. (2002), who examined soil in the Nam Co catchment close to the Zhagu subcatchment and revealed that soil near the ground surface mainly consists of 91% sand.
Sediment near the lake has been influenced by former higher lake water levels that formed well-mixed lake sediments, resulting in homogeneous sediment profiles near the lake. In contrast, sediments in the valley are of alluvial, fluvial or glacial origin, which typically results in heterogeneous material as confirmed by the profile analyses carried out here. The field investigations indicated presence of boulders forming lines near the valley borders, which was interpreted as lateral moraine deposits. This provides evidence that sediments in the first 5 m have likely been transported by glaciers during the Holocene. Glacial activity in the valley also explains the loamy fine sand texture (LFS), which is a distinctive component of glacial till that is assumed to have been transported below and in front of the former glacier forming ground moraine and end moraine, respectively.
According to [20], the TP is the primary permafrost zone in China and the Nam Co catchment is located in a sporadic permafrost zone, which means that isolated permafrost patches are present in the Nam Co catchment. Based on the sediment analyses and ERT results presented here, permafrost patches could not be identified to a depth of 17 m for piezometers located between 4730 m a.s.l. and 5200 m a.s.l. In conclusion, permafrost can be assumed to be absent in the Zhagu subcatchment. This finding is in line with results by [67], who expect presence of permafrost above an elevation of 5300 m a.s.l. along the northern slope of the Mount Nyainqentanglha, south of the Nam Co Lake.

Hydraulic Conductivity Distribution
Our results show that the study area consists of three K-zones, showing different K ranges between 10 −12 m s −1 and 10 −4 m s −1 . A given number of locations where field tests were conducted does not reflect the exact hydraulic conductivity distribution in the study area. However, when combining the lithological map provided by [45]. Development Research Center of China (2020) with the estimated K values at the piezometer locations, the gained K-zonation is assumed to be a realistic representation of the true K distribution. Refs. [68,69] applied in situ experiments along the Qinghai-Tibet Railway (Golmud-Anduo) and showed that K values range from 10 −8 to 10 −4 m s −1 , which is a similarly large K range to the one found in the present study. Therefore, it is further shown here that estimated K values are comparable with those from previous studies conducted on the Tibetan Plateau.

Knowledge Transfer of Combined Methods from the Investigated Zhagu Subcatchment
Different hydrogeophysical and lithological methods were applied and combined in the selected Zhagu subcatchment. Other sites of the Nam Co catchment show the same lithology, and it can be assumed that those sediments are of similar genesis. Based on this assumption, K ranges that were found for lithology within the Zhagu subcatchment are also expected in other sites within the Nam Co catchment. Thus, expensive and remote field campaigns consisting of in situ experiments followed by time-intensive laboratory analyses may therefore not be required at sites with the same lithology. For other lithologies (marked in white in Figure 9), installation of piezometers and carrying out field tests are necessary in order to estimate K ranges.

Summary and Conclusions
This study presents the application of an integrated hydrogeologic, lithological and geophysical approach to the remote and previously ungauged mountainous Zhagu subcatchment on the TP. In contrast to existing hydrological studies in the Nam Co catchment, we used multiple analysis methods to (I) delineate a shallow regional aquifer along with a hydrostratigraphic unit, and to (II) characterize the hydraulic conductivity distribution. The individual results gained by interdisciplinary methods are generally in good agreement. Consequently, the results give combined first insights into hydrogeological conditions in the Nam Co catchment.
In summary, key contributions and new findings of this study are: (1). The Nam Co catchment consists of a hydrostratigraphic unit, which is named the Zhanongtang-Ganmanong aquifer according to the two identified Quaternary formations. The high mountain aquifer is successfully delineated using well-established methods in low altitudes, and the identified sandy aquifer is found to be shallow, unconfined, laterally heterogeneous and homogeneous over depth.

Summary and Conclusions
This study presents the application of an integrated hydrogeologic, lithological and geophysical approach to the remote and previously ungauged mountainous Zhagu subcatchment on the TP. In contrast to existing hydrological studies in the Nam Co catchment, we used multiple analysis methods to (I) delineate a shallow regional aquifer along with a hydrostratigraphic unit, and to (II) characterize the hydraulic conductivity distribution. The individual results gained by interdisciplinary methods are generally in good agreement. Consequently, the results give combined first insights into hydrogeological conditions in the Nam Co catchment.
In summary, key contributions and new findings of this study are: (1). The Nam Co catchment consists of a hydrostratigraphic unit, which is named the Zhanongtang-Ganmanong aquifer according to the two identified Quaternary formations. The high mountain aquifer is successfully delineated using well-established methods in low altitudes, and the identified sandy aquifer is found to be shallow, unconfined, laterally heterogeneous and homogeneous over depth. The achieved results contribute to first hydrogeological insights of the Nam Co catchment. These insights are important for the transferability to other unexplored subcatchments surrounding the Nam Co Lake and elsewhere on the TP where lithology and sediments are similar. This can help to answer scientific questions of future water fluxes, water budgets and climatic change on the TP. Hydrogeological knowledge helps to improve and regulate water management for billions of people in Central Asia. Future work will further include monsoonal influence on groundwater dynamics in the Zhagu subcatchment.

Conflicts of Interest:
The authors declare no conflict of interest.