HomeMy WebLinkAboutD 150403 SD Report_114173S
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Site Planning · Landscape Architecture · Civil Engineering · Golf Course Irrigation & Engineering · Graphic Communication · Surveying
462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 · P 208.939.4041 F 208.939.4445 · www.thelandgroupinc.com
Drainage Calculations Report
This project is a parking lot expansion to add 24 parking stalls to the existing parking lot
of the Stoddard LDS Church located on the west side of Stoddard Road approximately
3000 feet south of Overland Road, at 2555 S. Stoddard Road, Meridian, Idaho . The site
is located in the East ½ of the Northeast ¼ of the Southwest ¼ of Section 24, T. 3N., R.
1W., B.M., Boise, Ada County, Idaho. The project will add an additional 7,250 square
feet of impervious area.
Post-development runoff from the improved area will sheet flow to an inlet and will be
conveyed to a proposed seepage bed facility that will allow the runoff to infiltrate into the
sub-soil material. All storm water runoff will be pre-treated by a sand and grease trap
prior to entering the seepage bed facilities.
The storm water collection system was sized using the Rational method. Assumptions
used for this drainage report are as follows:
1) Rational Equation used to estimate storm runoff (Q = C I A)
2) Computed weighted average to determine C values; Impervious areas, C =
0.95; Landscape areas, C = 0.20;
The Rational Equation was used to determine the peak flow developed for the area
draining into the inlet. This method uses a weighted “C” value and rainfall Intensity-
Duration-Frequency (IDF) curves for the Boise Front (Source: State of Idaho Department
of Highways, Surveys and Plans Division, Procedures Manual). The peak flow was
determined from the IDF curve at a time of concentration (Tc) of 10 minutes and the 100-
year return curve. The peak flow at the inlet was used to size the piping network to
transport the runoff to the treatment facilities. The size of the sand and grease trap was
determined from the peak runoff developed from the drainage area.
The contributing area for the inlet is depicted on the attached map.
Site Planning · Landscape Architecture · Civil Engineering · Golf Course Irrigation & Engineering · Graphic Communication · Surveying
462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 · P 208.939.4041 F 208.939.4445 · www.thelandgroupinc.com
Appendix A
Drainage Calculations
Drainage Calculations
Basin Developed Volume
Drainage Basin Prepared by: Jason Densmer
Impervious Area =11,336 sf Date: 04/01/2015
Pervious Area =10,000 sf Project #: 115051
ΣArea =21,336 sf
ΣArea =0.49 acres
C Coefficient =0.60
Drainage System Characteristics
System Infiltration Rate =8.00 in./hr
Inf Trench Width =10.00 ft
Inf Trench Length =32.00 ft
Inf Trench Depth =8.00 ft
Storage Volume of trench =1024 cf
Infiltration Area =320 sf
Infiltration Rate =213 cf/hr
Storage Volume Required (100-yr Storm)(based on Zone "A" IDF Curve, 100-yr Return Period)
Time (min) Time (sec)
Intensity
(in/hr) Q dev. (cfs) V dev. (cf) V inf. (cf) Vs (cf)
10 600 3.11 0.91 547 36 511
15 900 2.62 0.77 691 53 638
20 1,200 2.28 0.67 802 71 731
30 1,800 1.82 0.53 960 107 854
40 2,400 1.37 0.40 964 142 822
50 3,000 1.17 0.34 1,029 178 851
60 3,600 1.15 0.34 1,214 213 1,000
120 7,200 0.66 0.19 1,393 427 966
180 10,800 0.48 0.14 1,520 640 880
360 21,600 0.30 0.09 1,900 1,280 620
720 43,200 0.19 0.06 2,406 2,560 0
1,440 86,400 0.12 0.04 3,039 5,120 0
System Checks
Maximum Runoff Developed (Vs Max)=1,000 cf
Total Volume Provided =1,024 cf
System Recovery
Maximum Runoff =1,000 cf
Percolation Volume =213 cf
Recovery Time =4.7 hours
System Summary:10.00 ft wide x 8.00 ft deep x 32.00 ft long
System OK (Excess Capacity)
Recovery OK (<24 hrs)
115051 Seepage bed work sheet.xlsx
Drainage Calculations
Sand and Grease Trap
Drainage Basin B Prepared By: J. Densmer
S&G Traps Provided =1 ea Date: 04/01/2015
S&G Type =1,000 gal Project #: 115051
Throat Velocity Design Storm =100 yr
Qmax at Velocity Design Storm =0.91 cfs (per Drainage Basin Summary)
Retention Time Design Storm =25 yr/10 min
Retention Time Design Storm Intensity =2.37 in/hr
Retention Time Design Storm Flow Rate (Q) = 0.69 cfs
S&G Trap Characteristics
Throat Area (per unit)=6.38 sf
Throat Area (total system)=6.38 sf
Primary Chamber Volume (per unit)=69 cf
Primary Chamber Volume (total system)=69 cf
System Checks
Throat Velocity =0.14 ft/sec
Retention Time =100 seconds
Velocity OK (<0.5 ft/sec)
Retention OK (>40sec)
115051 Seepage bed work sheet.xlsx
Site Planning · Landscape Architecture · Civil Engineering · Golf Course Irrigation & Engineering · Graphic Communication · Surveying
462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 · P 208.939.4041 F 208.939.4445 · www.thelandgroupinc.com
Appendix B
Site Drainage Areas
HORIZONTAL SCALE: 1" = 50'
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Project Name:
File Location:g:\2015\115051\cad\calcs and reports\drainage area.dwgLast Plotted By:russ hepworthDate Plotted:Wednesday, April 1 2015 at 03:37 PM
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Drainage Area
Boise YSA 4th, Meridian 5, Victory
Meridian Idaho South Stake
Parking Addition
Meridian Idaho
Drainage Are
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Site Planning · Landscape Architecture · Civil Engineering · Golf Course Irrigation & Engineering · Graphic Communication · Surveying
462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 · P 208.939.4041 F 208.939.4445 · www.thelandgroupinc.com
Appendix C
Strata, Inc. – Original Project Environmental Site Assessment
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 8653 W. Hackamore Dr. Boise, Idaho 83709 P.208.376.8200 F.208.376.8201 October 26, 2009 File: GJZARC B09251A Mr. Dion Zimmerman, AIA GJZ Architecture 400 S. Main St. Payette, ID. 83661 (208) 642-4452 (Phone) (208) 642-4453 (Fax) dionz@gjzarchitecture.com RE: LETTER REPORT Geotechnical Engineering Evaluation Proposed Meridian LDS Church Meridian, Idaho Dear Mr. Zimmerman: STRATA, Inc. is pleased to present our geotechnical engineering evaluation to assist the Latter Day Saints (LDS) Church and the design team with the proposed Church to be located on a 5-acre parcel west of the intersection of Kodiak Drive and Stoddard Road in Meridian, Idaho. STRATA’s services for this report are limited to providing geotechnical engineering recommendations for the proposed building foundations, stormwater retention, pavement design, and general earthwork recommendations for design and construction of the proposed project. The following letter report presents the results of our field exploration performed on October 1, 200 9, and our subsequent geotechnical recommendations. Our services were performed referencing our proposal dated September 10, 2009. PROPOSED CONSTRUCTION AND SITE DESCRIPTION We understand the proposed church will be a single-story building with parking, curbs, gutter, sidewalks, landscaping and other ancillary improvements. Details on the construction and building loads have not been determined at this time. In general, STRATA used anticipated exterior wall loads of 1,800 to 5,200 lb/ft and column loads of 20,000 to 70,000 pounds. The site is located west of the intersection of Kodiak Drive and Stoddard Road in Meridian, Idaho. The site is at an elevation of approximately 2,625 feet above sea level and slopes northeast. The site has been used for agricultural crops. To the north, west, and south the land is farmland and to the east is a subdivision.
Proposed Meridian LDS Church File: GJZARC B09251A Page 2 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com FIELD EXPLORATION STRATA subcontracted the drilling of 11 borings with in the footprint of the proposed church and parking lot. The exploratory borings were drilled to a depth of 5 to 15 feet. Five b orings within the building footprint were drilled to a depth of 15 feet and borings in the parking lot were drilled in paved areas to a depth of 5 feet below ground surface. Exploratory boring locations are shown on Plate 1. The borings were advanced using a CME 95 drill rig equipped with 8-inch (outside-diameter) hollow-stem augers. The soils encountered in the boring were visually identified and classified in the field by an engineer referencing the Unified Soil Classification System (USCS). Exploratory boring logs and a brief explanation of the USCS is also presented in Appendix A. The USCS should be used to interpret the terms on the boring log and throughout this report. Soil samples were generally obtained in the borings at 2.5 or 5-foot -intervals using a 2-inch (outside-diameter) split-spoon sampler. Standard Penetration Test (SPT) N60 values were recorded for each sample. N60 values were obtained by counting the number of hammer blows required to advance the 18-inch-long samplers from 6 to 18 inches. The SPT blow counts for each 6-inch segment of the sampler are presented on the boring logs. SPT values can provide an indication of the relative density, or consistency of the soils sampled. STRATA performed a percolation test in B-10 at a depth of approximately 9.5 to 10 feet below ground surface. Percolation testing performed in the poorly-graded gravel indicated short term infiltration rates of approximately 11.5 inches per hour. Select soil samples were obtained for laboratory testing. At the conclusion of our subsurface evaluation, borings were loosely backfilled roughly level with the existing ground surface. Boring locations are indicated by the presence of labeled staked or disturbed areas. SUBSURFACE CONDITIONS Soils encountered within the borings were generally observed to consist of disturbed (plowed) lean clay overlying native silt with sand and/or silty sand overlying poorly-graded gravel with sand. The sandy silt has been field classified as brown, stiff and moist and extended from ground surface to approximately 2.5 feet below the ground surface. The silt y soils were field classified as yellow to brown, stiff to hard, and moist. The sandy soils were field classified as red to yellow, dense to very dense, and moist. Poorly -graded gravel with sand was field classified as yellow to brown, very dense, and moist. The individual boring logs can be found within Appendix A. Groundwater was not encountered in borings. Groundwater is anticipated to be greater than 15 feet below the existing ground surface. Groundwater levels will fluctuate
Proposed Meridian LDS Church File: GJZARC B09251A Page 3 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com seasonally and yearly due to irrigation, infiltration, precipitation, and developments to the project site and adjacent properties. LAB ORATORY TESTING Soils Laboratory testing was accomplished on select soil samples obtained during our field exploration. Testing was performed referencing applicable ASTM procedures. Laboratory testing included grain size analysis, Atterberg Limits, and California Bearing Ratio (CBR). Laboratory test results are presented on individual boring logs in the Appendix. CBR test results are included in Appendix B. Agricultural Soil Analysis As requested STRATA sampled and submitted an agricultural soil sample to Western Laboratories Inc. for analysis. The results of the analysis can be found in Appendix C. GEOTECHNICAL OPINIONS AND RECOMMENDATIONS It is our opinion the site is suitable from a geotechnical standpoint for the proposed construction, provided the recommendations in this report are accomplished. The recommendations contained herein reflect our understanding of the location and configuration of the proposed construction and subsurface conditions encountered during exploration. However, soil and groundwater conditions may vary between borings at the project site. This variation in soil and groundwater conditions will not be known until construction and may impact construction plans and/or costs. If design plans change or subsurface conditions in the boring locations vary significantly from what was observed during our subsurface evaluation, we should be notified to review our recommendations and make any necessary revisions. Earthwork /Site Preparation We recommend the upper soil with vegetation and organics (topsoil) be stripped to a minimum depth of 6 inches beneath all planned building, pavement, sidewalk, and structural fill areas. Additionally if any uncontrolled fill is encountered, it should be removed. Stripping depths may vary and should be verified by STRATA during construction. It is our opinion this stripped material is unsuitable for use as structural fill. Following stripping in building and pavement areas, STRATA recommends the exposed subgrade be proof rolled with a loaded dump truck or equivalent. If any weaving or pumping is observed, these areas should be removed to sufficient depth to expose competent native soil and replaced with compacted structural fill.
Proposed Meridian LDS Church File: GJZARC B09251A Page 4 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Structural fill should be free from vegetation and organics and be moisture-conditioned sufficiently to achieve compaction requirements. Structural fill for areas outside of the building pad should be classified as silt, sand or gravel (SP, SW, SM, GP, GW, GM or ML) in accordance with the USCS. Structural fill for areas within the building pad should be classified as sand or gravel. Structural fill should have a maximum cobble size of 6 inches in diameter. Structural fill should be placed to the subgrade elevation in uniform, maximum 8-inch-thick, loose lifts, and compacted to a minimum of 95 percent of the maximum dry density of the soil, as determined by ASTM D 698 (Standard Proctor). This assumes heavy compaction equipment, such as rollers, with a minimum drum weight of 5 tons is used. The maximum loose-lift-thickness should be reduced where smaller and/or lighter compaction equipment is used. Wet Weather We recommend site construction be undertaken during dry weather conditions. If site construction, particularly grading, is undertaken during wet periods of the year, the on-site silty or clayey soils will likely be susceptible to pumping or rutting when subjected to heavy loads from rubber-tired equipment or vehicles that exert point loads. Wet weather earthwork should be performed by low pressure track-mounted equipment to spread and reduce the vehicle load. Work should not be performed immediately after rainfall. All loose and disturbed areas should be excavated to undisturbed soil or recompacted to structural fill requirements. In summary, careful construction procedures are paramount to a successful grading operation if the on-site soil is wet. Additional precautions should be taken if subgrade soils are to be exposed to freezing temperatures. STRATA should be contacted to provide recommendations prior to initiating or delaying construction during wet or cold weather in order to improve earthwork efficiency, achieve a stable subgrade, and to help mitigate frost conditions. Foundations We recommend shallow foundations be used to support the proposed building. The following recommendations should be accomplished for foundations: 1. Footings should bear on native silt y soils, sandy soils, gravel, and or structural fill placed on these materials prepared in accordance with the Earthwork sectio n of this report. Any uncontrolled fill, if encountered, should be removed below foundations. 2. STRATA should be retained to observe all foundation subgrades to verify unsuitable soil removal and that foundation will bear directly on the recommended bear ing soil as described above.
Proposed Meridian LDS Church File: GJZARC B09251A Page 5 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 3. Exterior footings should be located at least 24 inches below final, exterior grade to reduce frost effects. 4. Minimum strip footing widths should be consistent with the International Building Code (IBC). An IBC Soil Site Class D can be used for structural design. 5. All loose, frozen soil or water standing at foundation and slab subgrades should be removed. Following removal, the footing bearing surface should be prepared as described above. 6. Structural fill placed beneath the s tructure should extend a minimum of 1 -foot horizontally for each 2 feet of thickness placed beneath the structure. The horizontal dimension is measured from the edge of the structure. 7. If the above recommendations are accomplished, an allowable bearing pressure of 2,500 pounds per square foot (psf) may be used for foundation design . Based on the above bearing pressure, we estimate a total settlement of less than 1-inch and a differential settlement of less than 1/2 -inch. The above estimates are based on the foundation bearing on native silty sand or structural fill extending to competent native soil . Floor Slabs, Sidewalk, and Pavement Areas We recommend the following site preparation and construction procedures be used to support the proposed floor slabs, sidewalk, and pavement areas. Beneath floor slab and sidewalk areas, place and compa ct 3/4 -inch -minus sand and gravel base course with less than 10 percent passing the No. 200 sieve to a minimum compacted thickness of 4 inches. All base course should be placed and compacted to the structural fill requirements. The sand and gravel base course will act as a leveling course to help distribute point loads. Moisture migration through floor slabs can break down a floor covering, its adhesive, or cause various other floor covering performance problem s. We recommend the owner consider a vapor barrier for concrete slab -on -grade floors. Vapor barriers should consist of a thick (10 mil), puncture resistant, polyethylene sheeting covered with an additional 2 -inch -thick layer of clean, coarse sand placed between the base course and the concrete slab -on -grade floors. Form stakes should never be allowed to penetrate the barrier. If these recommendations are used, water vapor migration through the concrete floor slab is still possible. Floor coverings shou ld be selected accordingly and manufacturer’s recommendations should be strictly followed. The pavement subgrade will be dependent on the grading plan . At this point , a grading plan has not been reviewed; it is recommended that STRATA review the grading
Proposed Meridian LDS Church File: GJZARC B09251A Page 6 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com plan when it becomes available. We have conservatively anticipate d subgrade soil will consist primarily of lean clay. Considering this, we recommend the following pavement section be used for design. Local Roadways - Flexible Pavement (lean clay) 3.0”- Type III asphalt concrete top course 6.0”- ¾-inch -minus, crushed sand and gravel base course 12.0”- Pit -run sand and gravel subbase course The above -recommended flexible and rigid pavement sections are based on a traffic loading of 450,000 ESALs and a California Bearing Ratio (CBR) of 7.2 for the lean clay , which was determined through laboratory testing. W e anticipate this material will be present at pavement subgrade ele vation in the majority of the site. However, in structural fill areas, a reduced pav ement section may be considered depending on structural fill materials used and compaction. We remain available to continue consultation with the owner and design team if a n alternate pavement section is desired. The subbase should consist of 6 -inch -minus, well -graded sand and gravel consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801 and with less than 10 percent passing the No. 200 sieve. Th e base course should consist of 3/4 -inch -minus, well -graded, crushed sand and gravel with less than 9 percent passing the No. 200 sieve and consistent with ISPWC Section 802. The subbase and base course should be compacted in accordance with the Earthwork section of this report. The asphalt concrete for the flexible pavement area should have material properties as specified in ASTM D 3515 and have a mix design with a maximum aggregate size between 3/4 and 3/8 -inch. The asphalt concrete should be compacted as required by ISPWC Sections 809 and 810. We recommend crack maintenance be accomplished in all pavement areas as needed and at least every 3 to 5 years to reduce the potential for surface water infiltration into the pavement section and underlying subgrade. Grading, Drainage and Surface Water Management Site grading, including grading of all sidewalks and landscaped areas, should slope at a minimum of 5 percent away from the proposed structures (in accordance with 2006 International Building Code requ irements) to prevent ponding and to direct surface water runoff away from these areas. All runoff from downspouts, roof areas, paved areas, landscaped areas and other large volumes of stormwater should be directed and maintained away from the proposed structures, and not be allowed to infiltrate the soil beneath paved areas, sidewalks or footings. All drainage should be directed to an approved discharge and/or collection facility, such as seepage beds, located no closer than 25 feet from building foundatio ns.
Proposed Meridian LDS Church
File: GJZARC B09251A
Page 7
Stormwater Disposal
As previously discussed, soil encountered across the site consists of near-
surface lean clay and sandy silt overlying poorly-graded gravel at approximately 7 to 10
feet below ground surface. STRATA performed a percolation test in the vicinity of B-10
at depth of approximately 9.5 and 10.0 feet below ground surface. Percolation testing
performed in the poorly-graded gravel indicated short term infiltration rates of
approximately 11.5 inches per hour.
As previously discussed, soil encountered across the site consists of near-
surface clayey soils overlying silty soil that graded into gravel. Strongly cemented soils
were observed from near ground surface to approximately 7 to 9 feet below ground
surface. We recommend all stormwater infiltration facilities be constructed to extend a
minimum of 12 inches into non-cemented sand or poorly-graded gravel with sand. We
also recommend that stormwater not be disposed of in or above cemented soils. Based
on the variability of the percolation tests and the progress of the final design, we
anticipate that a design infiltration rate of 8 inches per hour may be considered.
However, STRATA should be retained to review the final location of the stormwater
facilities and perform a long term percolation test specific to the anticipated location of
the stormwater facility.
Seasonal high groundwater is anticipated to be deeper than 15 feet below the
ground surface. This depth is an estimate, and some seasonal and yearly fluctuation
may be observed.
ADDITIONAL RECOMMENDED SERVICES
Plan and Specification Review
We recommend STRATA be retained to review earthwork, pavement, drainage,
and foundation portions of the final plans and specifications for the proposed project
prior to bidding to assist the design team with construction submittals. STRATA can
provide plan and specification review on a time and expense basis. Specifically we
recommend that STRATA review the final grading plan to confirm soil types for the
pavement recommendations.
Construction Observation and Testing
We recommend STRATA be retained to observe the exposed soil surface for all
subgrades, including structure, slab, flatwork, foundation trenches, and other areas to
verify site stripping, unsuitable soil removal and excavation has been accomplished in
accordance with the recommendations presented in this letter report. Additionally, we
also recommend that we observe the construction of the infiltration facilities. STRATA
can also provide construction materials testing and special inspection for concrete
reinforcement, steel, welding and asphalt. If we are not retained to perform the
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R:\Projects\G\GJZARC\B09251A\dwg\GIZARC B09251A site plan.dwg, 10/23/2009 9:30:04 AM, dsasso
APPENDIX A
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-1
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
SILT with Sand - brown, hard, moist,
cemented silt; with very fine sand;
with organics.
ML
Silty SAND - yellow to brown, very
dense, moist, with fine coarse sand;
silt; with fine coarse gravel.
SM
Poorly-Graded Gravel with SAND -
yellow to brown, very dense, moist,
with fine coarse sand; silt; with fine
coarse gravel.
GP
5
12
23
35
Boring terminated at 15.0 feet BGS.
17
49
50/4"
>50/4"
35
50/4"
21
42
38
80
17
24
44
68
>50/4"
12
13
9
15
12
Significant cementation observed
from 2.5 to 7.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-2
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
Sandy SILT - brown, very stiff, moist.ML
Poorly-Graded SAND with Gravel -
yellow, very dense.
SP
Poorly-Graded Gravel with SAND -
yellow, very dense, moist.
GP
5
12
23
35
Boring terminated at 15.0 feet BGS.
17
49
50/4"
>50/4"
35
50/4"
11
43
50/3"
>50/12"
50/5">50/5"
>50/4"
14
14
10
13
4
Significant cementation observed
from 2.5 to 7.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-3
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
Sandy SILT - brown, very stiff, moist.ML
Silty Sand- yellow brown, very dense,
moist.
SM
Poorly-Graded Gravel with SAND -
yellow to brown, very dense, moist.
GP
3
7
26
33
Boring terminated at 15.0 feet BGS.
14
31
50/5"
>50/5"
50/4"
40
50/4"
>50/4"
29
50/3"
>50/3"
>50/4"
16
16
3
8
8
24.1
Significant cementation observed
from 2.5 to 7.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-4
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
Silty Sand - yellow to brown, dense,
moist.
ML
Silty SAND - yellow brown, very
dense, moist.
SM
SAND - yellow brown, medium
dense, moist.
SP
18
19
14
33
Boring terminated at 15.0 feet BGS.
15
30
30
60
7
10
12
16
29
33
62
45
50/4"
>50/4"
22
13
15
11
13
8
Poorly - Graded GRAVEL with Sand -
yellow brown, very dense, moist.
GP
Significant cementation observed
from 2.5 to 7.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-5
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - light brown,
dry.
CL
SILT with Sand - brown, very stiff,
moist.
ML
Silty SAND - brown, hard, moist.SM
SAND - red to yellow, very dense,
moist.
SP
7
11
13
25
Boring terminated at 15.0 feet BGS.
9
28
33
61
8
27
45
25
50/4">50/4"
20
26
30
56
72
12
13
14
9
12
Poorly - Graded GRAVEL with Sand -
yellow brown, very dense, moist.
GP
Significant cementation observed
from 2.5 to 7.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-6
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.ML
SILT with Sand - yellow brown, stiff,
dry.
ML
Lean CLAY with Sand - yellow brown
to yellow, hard, dry.
SM
5
5
5
10
Boring terminated at 6.5 feet BGS.
5
17
19
36
3
16 Significant cementation observed
from 5.0 to 6.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-7
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
Sandy SILT - yellow brown, stiff,
moist.
ML
Sand with Silt - yellow brown, hard,
moist.
SM
7
14
21
35
Boring terminated at 6.5 feet BGS.
27
50/5">50/5"
14
10
Significant cementation observed
from 2.5 to 6.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-11
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, dry.CL
Sandy SILT - yellow brown, very stiff,
dry.
ML
Silty SAND - yellow brown to yellow,
very dense, dry.
SM
7
13
13
45
Boring terminated at 6.5 feet BGS.
13
32
22
54
10
16
Significant cementation observed
from 2.5 to 6.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-8
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
SILT - brown, medium stiff, dry.ML
Silty SAND - brown, medium dense,
moist.
SM
4
3
4
7
Boring terminated at 6.5 feet BGS.
9
9
15
24
10
16
Moderate cementation observed
from 5.0 to 6.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-9
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY - brown, dry.CL
Sandy SILT - yellow brown, very stiff,
dry.
ML
Silty SAND - brown to yellow to
brown, medium dense, dry.
SM
6
9
13
22
Boring terminated at 6.5 feet BGS.
14
12
8
20
11
14
Moderate cementation observed
from 2.5 to 6.5 feet BGS.
USCS Description
REMARKS
EXPLORATORY
BORING LOG
Sheet 1 of 1Depth to Groundwater: N.E.
Drill Rig: CME-95
Client: GIZARC
Date Drilled: 10-1-2009
Boring Diameter: 6"
Logged By: APP
Boring Number: B-10
Project: B09251A
Note: BGS = Below Ground
Surface
Lean CLAY with Sand - brown, moist.CL
SILT with Sand - brown, very stiff,
moist.
ML
Silty SAND - yellow to brown, very
dense, moist.
SM
7
7
9
16
Boring terminated at 11.5 feet BGS.
20
22
36
58
8
16
Poorly - Graded GRAVEL with Sand -
yellow to yellow brown, very dense,
moist.
GP
SAND with Grave - brown, dense,
moist.
SP 21
16
10
26
7
28
46
74
12
15
Significant cementation observed
from 5.0 to 11.5 feet BGS.
Percolation test performed at 10.0
feet BGS. Infiltration rate = 11.5
inches per hour measured.
UNIFIED SOIL CLASSIFICATION SYSTEM
APPENDIX B
0.0 0.1 0.2 0.3 0.4 0.5
Penetration, Inches
0
25
50
75
100
125
150
175
200
L
o
a
d
P
S
I PSI @ 0.1" Penetration = 72
CBR CURVE
MOISTURE-DENSITY CURVE
Maximum Dry Density, pcf: 103.0
Optimum Moisture Content, %: 17.2
CALIFORNIA BEARING RATIO
Project: Meridian LDS Church
Client: GJZ Architecture
Sample Location: B-6 & B-8 @ 2 - 2.5 ft (composite)
Sample Classification: Lean Clay with Sand
Project Number: B09251A
Client Number: GJZARC
Lab Number: B9L2167A
Date Sampled: 10/1/09 By: AP
Date Received: 10/7/09
ASTM D-1883
SOIL CONSTANTS
CBR = 7.2
Fines Classification: Lean Clay
Atterberg Limits: LL = 36, PI = 17
Test Dry Density = 97.8 pcf
Test Specimen Remolded @ 17.3% Moisture
Remold Percentage of Proctor = 95%
Test Performed @ 22.4% Moisture (Top 1")
Percent Swell = 0.6%
Soak Time = 96 hours
Surcharge (psf) = 200
Reviewed by:________________________
100
82
SCREEN SIZE % PASSING
ASTM D 698 Method A
12 14 16 18 20
P e rce n t Mo istu re
92
96
100
104
108
D r y D e n s i t y , p c f
Optimum/maximum
3"....................
2"....................
1"....................
3/4".................
1/2".................
3/8".................
No. 4...............
No. 10.............
No. 16.............
No. 40.............
No. 50.............
No. 100...........
No. 200...........
GRADING ANALYSIS
MOISTURE-DENSITY RELATIONSHIP CURVE
Project: Meridian LDS Church
Client: GJZ Architecture
F ile Name: GJZARC B09251A
Date Tested: 10/13/09
Tested By: M. Rowlett
Sample Number: B9L2167A
Sample Location: B-6 & B-8 @ 0 - 2 ft
(composite)
Sample Des cription: Lean Clay with Sand
Soil Tempered: Yes
Rammer Type: Manual
Reviewed By: _____________________
ASTM D-698
Maximum Dry Density, pcf : 103.0
Optimum Moisture Content, %: 17.2
6 inch
3 inch
2 inch
3/4 inch
3/8 inch
#4 screen
#200 screen
100
82
100
82
12 13 14 15 16 17 18 19 20 21 2212.5 13.5 14.5 15.5 16.5 17.5 18.5 19.5 20.5 21.5
MO ISTURE %
90
92
94
96
98
100
102
104
106
108
110
91
93
95
97
99
101
103
105
107
109
D R Y D E N S I T Y (p c f )
Zero Air Voids Curve spg. 2.4
103
GRADING ANALYSIS
SCREEN SIZE % PASSING AS TESTED
O p t imu m Po in t
P ro cto r P o in ts
Method A
Atterberg Limits: LL = 36, PI = 17
APPENDIX C
13-64 soil GJZARC B09251A B-4-AG
Boron-ppm Phos-ppm-Bray
Ammonium-ppm
Nutrient Suggestions
Pounds per Acre
Dolomite
Cation Exchange Capacity - CEC
Lime
Low
0 Good
1.38
Normal
Very Low
Neutral Soil
Percent Base Saturation
Western Laboratories, Inc.
211 Highway 95 • P.O. Box 1020 • Parma, ID 83660
800-658-3858 • FAX 208-722-6550
http://www.westernlaboratories.com
41439
Lab #:
GJZARC B09251AGrower:
B-4-AGField ID:
10-8-2009
Texture
11
13-64Dealer:
AGRICULTURAL SOIL REPORT
172
Reported:
Medium
Adequate
Adequate
Adequate
Adequate
Adequate
Adequate
Adequate
High
Adequate
Adequate
10
Sandy Loam
Sodium-% of CEC
IDEAL
10-20
65-80
2-6
< 5
128
32
8.9
3.6
BASES YOURS
Calcium-% of CEC
Magnesium-% of CEC
Potassium-% of CEC
< 15
Crop
Yield Goal
Past Crop
Acres
Nitrogen
Phosphate
Potash
Sulfates
35 Elemental
Sulfur
Gypsum
Zinc
Iron
Copper
Boron
Magnesium
Manganese
1Test #:
0.15
1.4
SV #:
Ratio Ideal Yours Evaluation Recommendations
7
44
53
OK
High
High
Watch P
Watch Zn
:1
:1
:1
:1
Ca:Mg
Ca:P pH >7
Ca:P pH <7
P:Zn
6-20:1
100:1
40:1
15:1
58
347
2550
1
381
82
1.1
9
16
21
1.2
Hydrogen-% of CEC
111 Ft
2 Ft
1
pH-SMP
Soluble Salts
% Lime
% Organic Matter
Sulfate-ppm
ELEMENT ANSWER INTERP SHOULD BE ELEMENT ANSWER INTERP SHOULD BE
Copper-ppm
Manganese-ppm
Iron-ppm
Zinc-ppm
Sodium-ppm
Nitrates-ppm
Phosphorus-ppm
Magnesium-ppm
Calcium-ppm
Potassium-ppm pH-Soil 6.8
NO3 ppm
“Always practice the laws of Agronomy.”
John P. Taberna, Soil Scientist
OK
3
25 +
< 1.5
10 - 35
5 +
25 - 40
50 - 100
300 +
20 +
1,800 +
250 +
< 225
1.0 - 3.0
0.8 - 2.5
6 - 30
0.7 - 1.5
NH4 ppm
Remarks:
ppm x 6.9 = lbs phoshate
ppm x 3.6 = lbs potash
ppm / 200 = meq Ca
ppm / 120 = meq Mg
ppm / 240 = meq Na
ppm / 390 = meq K
Split apply Nitrogen. Tissue and soil test in-season gives the best results
3 Ft
13-64 soil
GJZARC
Strata, Inc
Lbs N / Acre 36
Total N PPM 12
Methods:www.westernlaboratories.com/methods.htm