HomeMy WebLinkAbout20 - Design Report - Nexus Point - Pavement
LIST OF FIGURES
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FFiigguurree 22 –– GGeeoollooggyy MMaapp
FFiigguurree 33 –– NNaattiivvee GGrraavveell DDeepptthh
FFiigguurree 44 –– 22001199 HHiigghh GGrroouunnddwwaatteerr DDeepptthh
FFiigguurree 55 –– FFoouunnddaattiioonn BBeeaarriinngg RReeccoommmmeennddaattiioonnss
FFiigguurree 66 –– PPaavveemmeenntt SSeeccttiioonn RReeccoommmmeennddaattiioonnss
FFiigguurree 77 –– FFoouunnddaattiioonn DDeettaaiill –– SSllaabb –– MMaassss EExxcc.. –– WWeesstt 22//33 ooff SSiittee
FFiigguurree 88 –– FFoouunnddaattiioonn DDeettaaiill –– SSllaabb –– FFoooottiinngg EExxcc.. –– WWeesstt 22//33 ooff SSiittee
FFiigguurree 99 –– FFoouunnddaattiioonn DDeettaaiill –– CCrraawwll SSppaaccee –– WWeesstt 22//33 ooff SSiittee
FFiigguurree 1100 –– FFoouunnddaattiioonn DDeettaaiill –– SSllaabb –– MMaassss EExxcc.. –– EEaasstt 11//33 ooff SSiittee
FFiigguurree 1111 –– FFoouunnddaattiioonn DDeettaaiill –– SSllaabb –– FFoooottiinngg EExxcc.. –– EEaasstt 11//33 ooff SSiittee
FFiigguurree 1122 –– FFoouunnddaattiioonn DDeettaaiill –– CCrraawwll SSppaaccee –– EEaasstt 11//33 ooff SSiittee
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comSHEETNEXUS POINT SUBDIVISION2019 HIGH GROUNDWATER DEPTHBOZEMAN, MONTANA4FIGURES. 19TH AVE.TP-15.9'TP-23.4'TP-34.0'TP-45.0'TP-57.5'TP-83.1'TP-72.5'TP-63.4'NOTES:1)EIGHT TEST PITS (TP-1 THROUGH TP-8) WERE DUG ON APRIL 26 - 27, 2019.2)ALL EIGHT TEST PITS WERE BACKFILLED WITH 4" PVC MONITORING WELLS. THESE ARE IDENTIFIED AS MW-1 THROUGH MW-8 AND WEREINSTALLED IN TP-1 THROUGH TP-8, RESPECTIVELY.3)AESI COLLECTED THE INITIAL GROUNDWATER DATA DURING THE TEST PIT EXCAVATIONS ON APRIL 26 - 27, 2019.4)MADISON ENGINEERING CONTINUED MONITORING GROUNDWATER LEVELS DURING THE SPRING/SUMMER OF 2019 ON MAY 17, MAY 29,JUNE 14, JUNE 27, JULY 12, AND JULY 26.5)FIGURE 4 SHOWS THE HIGHEST GROUNDWATER DEPTHS (SHALLOWEST) THAT WERE RECORDED DURING THE 2019 MONITORING WORK.6)ACCORDING TO THE 2019 DATA, HIGH GROUNDWATER OCCURRED ACROSS THE PROJECT SITE IN MID TO LATE MAY.ARNOLD STREETS. 21ST AVE.LANTERN LANEDISCOVERY DRIVE
NLEGENDTEST PIT LOCATION (APPROXIMATE)w/ HIGHEST RECORDED GROUNDWATERDEPTH IN 2019 (BELOW EX. GROUND)TP-15.9'
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comSHEETNEXUS POINT SUBDIVISIONFOUNDATION BEARING RECOMMENDATIONSBOZEMAN, MONTANA5FIGURES. 19TH AVE.TP-13.0'TP-24.0'TP-35.5'TP-43.5'TP-54.0'TP-8>9.0' (8.0' ?)TP-72.0'TP-62.0'NOTES:1)THE NATIVE GRAVEL IN TP-1 THROUGH TP-5 CONSISTS OF "CLEAN" SANDY GRAVEL W/ ABUNDANT GRAVELS (4" TO 6"- MINUS) ANDSCATTERED COBBLES (8" TO 10").2)THE NATIVE GRAVEL IN TP-6 AND TP-7 CONSISTS OF "DIRTY" SANDY GRAVEL (IE. SILTY, SANDY GRAVEL TO CLAYEY, SANDY GRAVEL) W/APPRECIABLE FINES CONTENT AND ABUNDANT GRAVELS (4" TO 6" -MINUS) AND SCATTERED COBBLES (8" TO 10").3)IN TP-8, THE SOILS FROM 4.0' TO 9.0' CONSIST OF SOFT AND WET, GRAVELLY CLAY. AT 8.0', THE SOILS COULD BE MORE OF A CLAYEY,SANDY GRAVEL. DUE TO CAVING OF TEST PIT WALLS, THIS COULD NOT BE VERIFIED.4)THE NATIVE GRAVEL IS DEFINED AS THE "TARGET" BEARING MATERIAL FOR ALL BUILDING FOUNDATIONS.ARNOLD STREETS. 21ST AVE.LANTERN LANEDISCOVERY DRIVE
LEGENDTEST PIT LOCATION (APPROXIMATE) w/ DEPTH TO NATIVE SANDY GRAVEL (BELOW EX. GROUND)APPROXIMATE AREA OF NATIVE "CLEAN" SANDY GRAVEL. BUILDING FOOTINGS SHALL BEAR DIRECTLY ON"TARGET" CLEAN GRAVEL OR ON GRANULAR STRUCTURAL FILL THAT IN TURN BEARS ON "TARGET" CLEANGRAVEL. THE DESIGN BEARING PRESSURE IS 3,000 PSF.APPROXIMATE AREA OF NATIVE "DIRTY" SANDY GRAVEL. BUILDING FOOTINGS SHALL BEAR ON A MINIMUM2.0-FOOT THICKNESS OF GRANULAR STRUCTURAL FILL THAT IN TURN BEARS ON "TARGET" DIRTY GRAVEL.THE DESIGN BEARING PRESSURE IS 2,500 PSF.APPROXIMATE AREA OF KNOWN DEEP GRAVEL DEPTH. BUILDING FOOTINGS SHALL BEAR ON GRANULARSTRUCTURAL FILL THAT IN TURN BEARS ON "TARGET" DIRTY GRAVEL. THE DESIGN BEARING PRESSURE IS2,500 PSF.TP-13.0'LEGEND
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comSHEETNEXUS POINT SUBDIVISIONPAVEMENT SECTION RECOMMENDATIONSBOZEMAN, MONTANA6FIGURES. 19TH AVE.TP-13.0'TP-24.0'TP-35.5'TP-43.5'TP-54.0'TP-8>9.0' (8.0' ?)TP-72.0'TP-62.0'NOTES:1)THE NEAR SURFACE SOILS (ABOVE THE NATIVE GRAVEL) THROUGHOUT THE MIDDLE 1/2 OF THE PROJECT SITE CONSIST OF SLIGHTLYMOIST, STIFF TO VERY STIFF, NATIVE SILT/CLAY. WE EXPECT THESE SOILS WILL BE IN A STABLE SUBGRADE CONDITION.2)THE NEAR SURFACE SOILS (ABOVE THE NATIVE GRAVEL) THROUGHOUT THE WESTERN 1/4 OF THE PROJECT SITE CONSIST OF MOIST TOVERY MOIST, SOFT TO MEDIUM STIFF, NATIVE SILT/CLAY. WE EXPECT THESE SOILS WILL BE IN AN UNSTABLE SUBGRADE CONDITION.3)THE NEAR SURFACE SOILS (ABOVE NATIVE GRAVEL) THROUGHOUT THE EASTERN 1/4 OF THE PROJECT SITE CONSIST OF MOIST TOVERY MOIST, SOFT TO MEDIUM STIFF, NATIVE SILT/CLAY (SOME OF WHICH IS GRAVELLY). WE EXPECT THESE SOILS WILL BE IN ANUNSTABLE SUBGRADE CONDITION. ALSO, THE NATIVE GRAVELS IN THIS AREA ARE "DIRTY" AND CONTAIN AN APPRECIABLE SILT/CLAYCONTENT.ARNOLD STREETS. 21ST AVE.LANTERN LANEDISCOVERY DRIVE
LEGENDTEST PIT LOCATION (APPROXIMATE) w/ DEPTH TO NATIVE SANDY GRAVEL (BELOW EX. GROUND)APPROXIMATE AREA OF EXPECTED STABLE SUBGRADE (HARD AND DRY, SILT/CLAY SOILS). THE DESIGNPAVEMENT SECTION IS 3" ASPHALT, 6" BASE GRAVEL, 15" SUB-BASE GRAVEL, SEPARATION FABRIC (315 LB.WOVEN FABRIC OR APPROVED EQUAL) OVER STABLE SUBGRADE SOILS.APPROXIMATE AREA OF EXPECTED UNSTABLE SUBGRADE (SOFT AND WET, SILT/CLAY SOILS). THE DESIGNPAVEMENT SECTION IS 3" ASPHALT, 6" BASE GRAVEL, 21" SUB-BASE GRAVEL, STABILIZATION FABRIC(MIRAFI RS580i HIGH STRENGTH GEOSYNTHETIC) OVER MODERATELY UNSTABLE SUBGRADE SOILS.TP-13.0'LEGEND
Figure 7
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - At-Grade Slab - Mass Exc. - West 2/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Finished Floor Elev. (At-Grade Slab)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
6” (min.) Crushed Rock Layer Under Slab Areas (typ.)
Interior Footing (typ.)
12” (min.) Structural Fill Layer Under Slab Areas (typ.)
Embankment Fill
(On-Site Or Import Material)
3000 psf (max.)
B
3000 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 7 Applies To The Western 2/3 Of The Project Site And Illustrates An At-Grade Slab Foundation Where The Foundation Footprint Is Mass Excavated. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Clean” Sandy Gravel. All Footings Must Bear Directly On “Target” Clean Gravel Or On Granular Structural Fill That In Turn Bears On “Target” Clean Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed Rock
Exterior Foundation Backfill
Native “Clean” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier Under
Slab (Above Rock Layer).
Seal Barrier At Seams,
Penetrations, And Footings.
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
Note: In 2019, The Highest Recorded Groundwater
In The West 2/3 Of The Site Ranged From 3.4’ to 7.5’,
Depending On The Location.
4’ (min.)
For Frost
Protection
No Ftg
Drains
Req’d
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Concrete Slab
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
“Target” Clean Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
H = As Req’d
Min. Width = H / 2
Existing
Ground
No Damp
Proofing
Req’d
Perimeter
Footing (typ.)
Depth To “Target” Clean
Sandy Gravel In West 2/3
Of Site Is 3.0’ To 4.0’ (typ.).
In TP-3, It Was Found To
Be Deeper At 5.5’.
Strip All Topsoil
Prior To Filling.
Some Perimeter Ftgs
May Require Some
Struct. Fill To Reach
“Target” Clean Gravel.
Depending On Perimeter Footing Grade, Some Footings
May Readily Bear In The “Clean” Sandy Gravel And
Therefore, Not Require Any Structural Fill Under Footings.
No Underslab
Drains Req’d.
Slab Foundations
Can Either Be Mass
Excavated Per This
Figure; Or Footings
Can Be Excavated
Individually Per
Figure 8.
LSE, 4/2/20
H = As Req’d
All Footings Must Bear Directly
On “Target” Clean Sandy Gravel Or
On Granular Structural Fill That In
Turn Bears On “Target” Clean Gravel.
This Note Applies To Figure 7, 8, And 9; But Is Only Shown On This Figure.
If The “Target” Clean Gravel Subgrade Is Wet Or Contains Shallow Standing
Water, The Initial Lift(s) Of Granular Structural Fill Must Consist Of 1”-Minus
Clean Crushed Rock To Get Above The Wetness. The Crushed Rock Must Be
Placed In Lifts, Be Vibratory Compacted, And Covered With A Medium-Weight,
8 oz. Non-Woven Geotextile Fabric (Before Placing Structural Fill).
The Number And Spacing Of Interior Footings
Will Influence The Decision To Mass Excavate
Or Excavate All The Footings Individually.
Figure 8
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - At-Grade Slab - Footing Exc. - West 2/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Finished Floor Elev. (At-Grade Slab)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
6” (min.) Crushed Rock Layer Under Slab Areas (typ.)
Interior Footing (typ.)
12” (min.) Structural Fill Layer Under Slab Areas (typ.)
Embankment Fill
(On-Site Or Import Material)
3000 psf (max.)
B
3000 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 8 Applies To The Western 2/3 Of The Project Site And Illustrates An At-Grade Slab Foundation Where All Footings Are Excavated Individually. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Clean” Sandy Gravel. All Footings Must Bear Directly On “Target” Clean Gravel Or On Granular Structural Fill That In Turn Bears On “Target” Clean Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed Rock
Exterior Foundation Backfill
Native “Clean” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier Under
Slab (Above Rock Layer).
Seal Barrier At Seams,
Penetrations, And Footings.
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
Note: In 2019, The Highest Recorded Groundwater
In The West 2/3 Of The Site Ranged From 3.4’ to 7.5’,
Depending On The Location.
4’ (min.)
For Frost
Protection
No Ftg
Drains
Req’d
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Concrete Slab
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
For Easier Compaction, Use Only High Quality Granular
Material Or Clean Crushed Rock For Interior Backfill Under
Slabs. Place In Lifts / Vibratory Compact.
“Target” Clean Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
All Footings Must Bear Directly
On “Target” Clean Sandy Gravel Or
On Granular Structural Fill That In
Turn Bears On “Target” Clean Gravel.
H = As Req’d
Min. Width = H / 2 Min. Width = H / 2
Min. Width = H / 2 Min. Width = H / 2
Existing
Ground
Perimeter
Footing (typ.)
Depth To “Target” Clean
Sandy Gravel In West 2/3
Of Site Is 3.0’ To 4.0’ (typ.).
In TP-3, It Was Found To
Be Deeper At 5.5’.
Strip All Topsoil
Prior To Filling.
Re-Compact Subgrade Prior To Structural Fill Placement.
Strip All Organic Topsoil Prior To Filling.
Some Perimeter Ftgs
May Require Some
Struct. Fill To Reach
“Target” Clean Gravel.
Depending On Perimeter Footing Grade, Some Footings
May Readily Bear In The “Clean” Sandy Gravel And
Therefore, Not Require Any Structural Fill Under Footings.
No Underslab
Drains Req’d. Interior Footings
Set Directly Under
The Interior Slab
Will Require The
Greatest Thickness
Of Structural Fill.
Based On The
Formula Below,
Thick Sections
Of Structural Fill
Will Require Wide
Over Excavations
Beyond The Edge
Of Footing.
LSE, 4/2/20
H = As Req’d
No Damp
Proofing
Req’d
Figure 9
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - Crawl Space - West 2/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
In-Fill Crawl Space To Top Of Footings
With Layer Of Clean Crushed Rock
(To Raise Crawl Space Grade And
Provide A Drainage Layer).
Interior Footing (typ.)
Minimize Crawl Space
Depth Below Existing
Site Grades (Due To
High Groundwater).
Based On 2019 GW
Data, Crawl Space
Depth Should Be 2.0’
Or Less In Some Areas
In Western 2/3 Of Site.
Embankment Fill
(On-Site Or Import Material)
3000 psf (max.)
B
3000 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 9 Applies To The Western 2/3 Of The Project Site And Illustrates A Crawl Space Foundation Where The Foundation Footprint Is Mass Excavated. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Clean” Sandy Gravel. All Footings Must Bear Directly On “Target” Clean Gravel Or On Granular Structural Fill That In Turn Bears On “Target” Clean Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed RockFloor Joist
Exterior Foundation Backfill
Native “Clean” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier On Crawl Space Floor (Above Rock Layer).
Seal Barrier At Seams/Penetrations/Footings.
4’ (min.)
For Frost
Protection
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
Existing
Ground
Damp Proof
Per IBC Stds.
No Ftg
Drains
Req’d
Perimeter
Footing (typ.)
Strip All Topsoil
Prior To Filling.
Network Of Inter-Connected 4” Drain Pipes. Snake Through Crawl Space Floor, Sleeve
Through Interior Ftgs, and Route To Interior Sump Chamber For Emergency Discharge.
Typically, Crawl Space Foundations Are Mass Over-Excavated Down To “Target” Bearing Material And
Then Filled With Granular Structural Fill To Build Back Up To Perimeter And Interior Footing Grade.
Note: In 2019, The Highest Recorded Groundwater In The West 2/3
Of The Site Ranged From 3.4’ to 7.5’, Depending On Location.
Finished Floor Elev. (Framed Floor)
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
“Target” Clean Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
Min. Width = H / 2
Depth To “Target” Clean
Sandy Gravel In West 2/3
Of Site Is 3.0’ To 4.0’ (typ.).
In TP-3, It Was Found To
Be Deeper At 5.5’.
Some Perimeter Ftgs
May Require Some
Struct. Fill To Reach
“Target” Clean Gravel.
Some Interior Ftgs
May Require Some
Struct. Fill To Reach
“Target” Clean Gravel.
Depending On Perimeter And Interior Footing Grade, Some
Footings May Readily Bear In The “Clean” Sandy Gravel And
Therefore, Not Require Any Structural Fill Under Footings.
H = As Req’d H = As Req’d
All Footings Must Bear Directly On “Target” Clean Sandy Gravel Or
On Granular Structural Fill That In Turn Bears On “Target” Clean Gravel.
Based On 2019 GW Data,
The Best Locations For
Possible Crawl Spaces
Is In The Middle Half Of
The Overall Site As Well
As On The NW Side.
LSE, 4/2/20
Figure 10
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - At-Grade Slab - Mass Exc. - East 1/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Finished Floor Elev. (At-Grade Slab)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
6” (min.) Crushed Rock Layer Under Slab Areas (typ.)
Interior Footing (typ.)
12” (min.) Structural Fill Layer Under Slab Areas (typ.)
Embankment Fill
(On-Site Or Import Material)
2500 psf (max.)
B
2500 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 10 Applies To The Eastern 1/3 Of The Project Site And Illustrates An At-Grade Slab Foundation Where The Foundation Footprint Is Mass Excavated. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Dirty” Sandy Gravel. All Footings Must Bear On A Minimum 2.0’ Compacted Thickness Of Granular Structural Fill That In Turn Bears On “Target” Dirty Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed Rock
Exterior Foundation Backfill
Native “Dirty” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier Under
Slab (Above Rock Layer).
Seal Barrier At Seams,
Penetrations, And Footings.
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
Note: In 2019, The Highest Recorded Groundwater
In The East 1/3 Of The Site Ranged From 2.5’ to 3.4’,
Depending On The Location.
4’ (min.)
For Frost
Protection
No Ftg
Drains
Req’d
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Concrete Slab
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
“Target” Dirty Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
All Footings Must Bear On A Minimum
2.0’ Compacted Thickness Of Granular
Structural Fill That In Turn Bears On
“Target” Dirty Gravel.
H = 2.0’ (min.)
Min. Width = H / 2 Min. Width = H / 2
Existing
Ground
Depth To “Target” Dirty
Sandy Gravel In East 1/3
Of Site Is 2.0’ To 3.0’ (typ.).
In TP-8, It May Be At 8.0’,
But Perhaps Even Deeper.
Strip All Topsoil
Prior To Filling.
All Perimeter Ftgs
Must Bear On A 2.0’
Minimum Structural
Fill Thickness.
Even Though Perimeter Footings May Readily Bear In The
“Dirty” Sandy Gravel, They May Need To Be Over-Excavated
As Required To Achieve The 2.0’ Structural Fill Requirement.
No Underslab
Drains Req’d.
LSE, 4/2/20
H = 2.0’ (min.)
Perimeter
Footing (typ.)
No Damp
Proofing
Req’d
Slab Foundations
Can Either Be Mass
Excavated Per This
Figure; Or Footings
Can Be Excavated
Individually Per
Figure 11.
The Number And Spacing Of Interior Footings
Will Influence The Decision To Mass Excavate
Or Excavate All The Footings Individually.
This Note Applies To Figure 10, 11, And 12; But Is Only Shown On This Figure.
If The “Target” Dirty Gravel Subgrade Is Wet Or Contains Shallow Standing
Water, The Initial Lift(s) Of Granular Structural Fill Must Consist Of 1”-Minus
Clean Crushed Rock To Get Above The Wetness. The Crushed Rock Must Be
Placed In Lifts, Be Vibratory Compacted, And Covered With A Medium-Weight,
8 oz. Non-Woven Geotextile Fabric (Before Placing Structural Fill).
Figure 11
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - At-Grade Slab - Footing Exc. - East 1/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Finished Floor Elev. (At-Grade Slab)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
6” (min.) Crushed Rock Layer Under Slab Areas (typ.)
Interior Footing (typ.)
12” (min.) Structural Fill Layer Under Slab Areas (typ.)
Embankment Fill
(On-Site Or Import Material)
2500 psf (max.)
B
2500 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 11 Applies To The Eastern 1/3 Of The Project Site And Illustrates An At-Grade Slab Foundation Where All Footings Are Excavated Individually. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Dirty” Sandy Gravel. All Footings Must Bear On A Minimum 2.0’ Compacted Thickness Of Granular Structural Fill That In Turn Bears On “Target” Dirty Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed Rock
Exterior Foundation Backfill
Native “Dirty” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier Under
Slab (Above Rock Layer).
Seal Barrier At Seams,
Penetrations, And Footings.
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
Note: In 2019, The Highest Recorded Groundwater
In The East 1/3 Of The Site Ranged From 2.5’ to 3.4’,
Depending On The Location.
4’ (min.)
For Frost
Protection
No Ftg
Drains
Req’d
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Concrete Slab
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
For Easier Compaction, Use Only High Quality Granular
Material Or Clean Crushed Rock For Interior Backfill Under
Slabs. Place In Lifts / Vibratory Compact.
“Target” Dirty Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
All Footings Must Bear On A Minimum
2.0’ Compacted Thickness Of Granular
Structural Fill That In Turn Bears On
“Target” Dirty Gravel.
H = 2.0’ (min.)
Min. Width = H / 2 Min. Width = H / 2
Min. Width = H / 2 Min. Width = H / 2
Existing
Ground
Depth To “Target” Dirty
Sandy Gravel In East 1/3
Of Site Is 2.0’ To 3.0’ (typ.).
In TP-8, It May Be At 8.0’,
But Perhaps Even Deeper.
Strip All Topsoil
Prior To Filling.
Re-Compact Subgrade Prior To Structural Fill Placement.
Strip All Organic Topsoil Prior To Filling.
All Perimeter Ftgs
Must Bear On A 2.0’
Minimum Structural
Fill Thickness.
Even Though Perimeter Footings May Readily Bear In The
“Dirty” Sandy Gravel, They May Need To Be Over-Excavated
As Required To Achieve The 2.0’ Structural Fill Requirement.
No Underslab
Drains Req’d. Interior Footings
Set Directly Under
The Interior Slab
Will Require The
Greatest Thickness
Of Structural Fill.
Based On The
Formula Below,
Thick Sections
Of Structural Fill
Will Require Wide
Over Excavations
Beyond The Edge
Of Footing.
LSE, 4/2/20
H = 2.0’ (min.)
Perimeter
Footing (typ.)
No Damp
Proofing
Req’d
Figure 12
19-038 Apr. 2020
Nexus Point Subdivision
Foundation Detail - Crawl Space - East 1/3 of Site
Bozeman, Montana
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
Landscape Areas To Slope Away
@ 5% (min.) Within 10’ Of Wall.
Upper 4” - 6” Of Backfill Should
Consist Of Low Permeable Topsoil.
Note: Asphalt/Concrete Surfacing Placed Adjacent To
Foundation Walls Shall Slope Away @ 2% (min.).
6” (min.)
Reviewed By: __________________
Native Silt/Clay
(Unsuitable Bearing Material)
In-Fill Crawl Space To Top Of Footings
With Layer Of Clean Crushed Rock
(To Raise Crawl Space Grade And
Provide A Drainage Layer).
Interior Footing (typ.)
Minimize Crawl Space
Depth Below Existing
Site Grades (Due To
High Groundwater).
Based On 2019 GW
Data, Crawl Space
Depth Should Be 1.0’
Or Less In Some Areas
In East 1/3 Of Site.
Embankment Fill
(On-Site Or Import Material)
2500 psf (max.)
B
2500 psf (max.)
B
No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)
Geotechnical Notes:
1) Figure 12 Applies To The Eastern 1/3 Of The Project Site And Illustrates A Crawl Space Foundation Where The Foundation Footprint Is Mass Excavated. In This Area Of The Site, The “Target”
Foundation Bearing Material Is The “Dirty” Sandy Gravel. All Footings Must Bear On A Minimum 2.0’ Compacted Thickness Of Granular Structural Fill That In Turn Bears On “Target” Dirty Gravel.
Legend
Low Permeable Topsoil
Granular Structural Fill (*)
1” Minus Clean
Crushed RockFloor Joist
Exterior Foundation Backfill
Native “Dirty” Sandy Gravel
(“Target” Bearing Material) Native Topsoil
Interior Wall Backfill
(4”-Minus Gravel Or
Clean Crushed Rock)
All Foundation Fill Materials Should Be Placed In Uniform,
Horizontal Lifts And Be Well Compacted. Granular Structural Fill,
Embankment Fill, And Wall Backfill Shall Be Compacted To A Dense,
Unyielding Condition, While Clean Crushed Rock Must Be Compacted
By Vibratory Means. In General, The “Loose” Thickness Of Each Lift
Prior To Compaction Should Not Exceed 12 Inches For Large, Self-
Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And
Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk-Behind,
Plate Compactors. Pay Special Attention To Compaction Of Fill Materials
Along Edges And In Corners Of The Excavation; And Along Found. Walls.
15-mil Vapor Barrier On Crawl Space Floor (Above Rock Layer).
Seal Barrier At Seams/Penetrations/Footings.
4’ (min.)
For Frost
Protection
It Is Important To Vibratory Re-Compact The
Excavated “Target” Gravel Subgrade Surface
Prior To Pouring Ftgs Or Placing Struct. Fill.
Where Possible, Enlarge The Excavation To
Allow For Use Of Large, Smooth Drum Roller.
Exterior Wall Backfill Can Consist Of Any Non-Organic Soil.
Suggest Removing Cobbles Over 6” Directly Next To Walls.
Existing
Ground
Damp Proof
Per IBC Stds.
No Ftg
Drains
Req’d
Perimeter
Footing (typ.)
Strip All Topsoil
Prior To Filling.
Network Of Inter-Connected 4” Drain Pipes. Snake Through Crawl Space Floor, Sleeve
Through Interior Ftgs, and Route To Interior Sump Chamber For Emergency Discharge.
Typically, Crawl Space Foundations Are Mass Over-Excavated Down To “Target” Bearing Material And
Then Filled With Granular Structural Fill To Build Back Up To Perimeter And Interior Footing Grade.
Note: In 2019, The Highest Recorded Groundwater In The East 1/3
Of The Site Ranged From 2.5’ to 3.4’, Depending On Location.
Finished Floor Elev. (Framed Floor)
(*) Granular Structural Fill Can Consist
Of 4”-Minus Sandy (Pitrun) Gravel Or
1.5”-Minus Crushed (Roadmix) Gravel
“Target” Dirty Gravel Surface.
Re-Compact Prior To Pouring Ftgs
Or Placing Structural Fill (typ.)
Min. Width = H / 2
Depth To “Target” Dirty
Sandy Gravel In East 1/3
Of Site Is 2.0’ To 3.0’ (typ.).
In TP-8, It May Be At 8.0’,
But Perhaps Even Deeper.
All Perimeter Ftgs
Must Bear On A 2.0’
Minimum Structural
Fill Thickness.
All Interior Ftgs
Must Bear On A 2.0’
Minimum Structural
Fill Thickness.
Even Though Perimeter/Interior Footings May Readily Bear In
The “Dirty” Sandy Gravel, They May Need To Be Over-Excavated
As Required To Achieve The 2.0’ Structural Fill Requirement.
H = 2.0’ (min.) H = 2.0’ (min.)
All Footings Must Bear On A Minimum 2.0’ Compacted Thickness Of
Granular Structural Fill That In Turn Bears On “Target” Dirty Gravel.
Based On 2019 GW Data,
The Best Locations For
Possible Crawl Spaces
Is In The Middle Half Of
The Overall Site As Well
As On The NW Side.
LSE, 4/2/20
LIST OF APPENDICES
AAppppeennddiixx AA –– TTeesstt PPiitt LLooggss aanndd PPhhoottooss
AAppppeennddiixx BB –– LLaabboorraattoorryy TTeessttiinngg
AAppppeennddiixx CC –– GGrroouunnddwwaatteerr MMoonniittoorriinngg DDaattaa
AAppppeennddiixx DD –– AAsspphhaalltt PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn
AAppppeennddiixx EE –– SSooiill CCoorrrroossiivviittyy AAnnaallyyssiiss ffoorr DDIIPP PPiippeess
AAppppeennddiixx FF –– PPrroodduuccttss
AAppppeennddiixx GG –– LLiimmiittaattiioonnss ooff yyoouurr GGeeootteecchhnniiccaall RReeppoorrtt
APPENDIX A
TTeesstt PPiitt LLooggss aanndd PPhhoottooss
88 TTeesstt PPiitt LLooggss ((TTPP--11,, TTPP--22,,……..tthhrroouugghh TTPP--88))
1166 TTeesstt PPiitt PPhhoottooss ((EExxccaavvaattiioonn SSiiddeewwaallllss aanndd SSppooiill PPiilleess))
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 26, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Erwin Prouse - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 9.0’
GROUNDWATER: 6.0’ (on 4/26/19)
TEST PIT DESIGNATION: TP-1
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: NW Side of Property
23.3%
7.9%
S1-A
@ 2.0’
(Sack)
S1-B
@ 6.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-1)
Casing Height = 18” (+/-) above EG
Total Depth = 8.5’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 3.0’ depth.
2
3
1
2
3
{0.0’ - 1.0’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{1.0’ - 3.0’}: Native Silt/Clay
Medium stiff to stiff; brown; sandy
SILT to sandy lean CLAY; moist.
Notes:
- Qu = 1.5 to 2.5 tsf.
- No moisture change in soil profile.
- Moist throughout.
- Although bordering on very moist.
- No orange mottling (discolorations).
- From 2.5’ - 3.0’: contains some
scattered gravels in lower 6 inches.
- Unsuitable bearing material.
{3.0’ - 9.0’}: Native Sandy Gravel
Medium dense to dense; brown;
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- “Clean” sandy gravel.
- Orange discolorations below 5.5’.
- Extensive caving of test pit walls
due to medium dense gravels and
rapid inflow of groundwater.
- “Target” bearing material.
Good “clean” cobbly,
sandy gravel throughout.
Very similar to TP-2,
TP-3, TP-4, and TP-5.
Medium stiff to stiff.
Some scattered gravels
in lowermost 6 inches.
Moist throughout.
Bordering on being
very moist.
Due to sidewall caving and groundwater,
the test pit could not be dug deeper than 9.0’.
Extensive caving of
test pit walls due to
medium dense gravels
and rapid inflow of
groundwater.
LSE, 3/26/20
Orange discolorations
below 5.5’ depth.
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 26, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Erwin Prouse - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 9.0’
GROUNDWATER: 4.0’ (on 4/26/19)
TEST PIT DESIGNATION: TP-2
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: SW Side of Property
22.2%
8.4%
S2-A
@ 2.0’
(Sack)
S2-B
@ 6.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-2)
Casing Height = 18” (+/-) above EG
Total Depth = 8.5’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 4.0’ depth.
2
3
1
2
3
{0.0’ - 0.8’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{0.8’ - 4.0’}: Native Silt/Clay
Medium stiff to very soft; brown;
sandy SILT to sandy lean CLAY;
moist to very moist.
Notes:
- Moisture change at 2.0’ (+/-).
- Becomes moister/softer w/ depth.
- From 0.8’ - 2.0’: moist, med. stiff.
- From 2.0’ - 4.0’: v. moist, v. soft.
- No orange mottling (discolorations).
- From 2.0’ - 4.0’: contains some
scattered gravels in lower 2 feet.
- Unsuitable bearing material.
{4.0’ - 9.0’}: Native Sandy Gravel
Medium dense to dense; brown;
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); wet.
Notes:
- “Clean” sandy gravel.
- Extensive caving of test pit walls
due to medium dense gravels and
rapid inflow of groundwater.
- “Target” bearing material.
Good “clean” cobbly,
sandy gravel throughout.
From 0.8’ - 2.0’:
moist, medium stiff.
From 2.0’ - 4.0’:
very moist, very soft.
Moisture change at 2.0’ depth.
Some scattered gravels
in lowermost 24 inches.
Due to sidewall caving and groundwater,
the test pit could not be dug deeper than 9.0’.
Extensive caving of
test pit walls due to
medium dense gravels
and rapid inflow of
groundwater.
LSE, 3/26/20
Very similar to TP-1,
TP-3, TP-4, and TP-5.
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 26, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Erwin Prouse - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 10.0’
GROUNDWATER: 8.0’ (on 4/26/19)
TEST PIT DESIGNATION: TP-3
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: West-Central Side of Property
16.0%
9.4%
S3-A
@ 2.0’
(Sack)
S3-B
@ 4.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-3)
Casing Height = 12” (+/-) above EG
Total Depth = 9.0’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 5.5’ depth.
2
3
1
2
3
{0.0’ - 1.8’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{1.8’ - 5.5’}: Native Silt/Clay
Very stiff; brown to tan; sandy
SILT to sandy lean CLAY; slightly
moist.
Notes:
- Qu = >4.5 tsf.
- No moisture change in soil profile.
- Slightly moist and consequently
very stiff throughout.
- Vuggy appearance (tiny pin holes).
- No orange mottling (discolorations).
- From 5.0’ - 5.5’: contains some
scattered gravels in lower 6 inches.
- Unsuitable bearing material.
{5.5’ - 10.0’}: Native Sandy Gravel
Medium dense to dense; brown;
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- “Clean” sandy gravel.
- Limited caving of test pit walls
due to depth of groundwater.
- “Target” bearing material.
Good “clean” cobbly,
sandy gravel throughout.
Vuggy appearance.
Some scattered gravels
in lowermost 6 inches.
Slightly moist throughout;
consequently, the entire
soil profile is very stiff.
Limited caving of
test pit walls due to
depth to groundwater.
LSE, 3/26/20
Very similar to TP-1,
TP-2, TP-4, and TP-5.
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 26, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Erwin Prouse - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 10.0’
GROUNDWATER: 8.0’ (on 4/26/19)
TEST PIT DESIGNATION: TP-4
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: North-Central Side of Property
12.2%
10.1%
S4-A
@ 2.0’
(Sack)
S4-B
@ 3.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-4)
Casing Height = 12” (+/-) above EG
Total Depth = 9.0’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 3.5’ depth.
2
3
1
2
3
{0.0’ - 1.0’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{1.0’ - 3.5’}: Native Silt/Clay
Very stiff; brown to tan; sandy
SILT to sandy lean CLAY; slightly
moist.
Notes:
- Qu = >4.5 tsf.
- No moisture change in soil profile.
- Slightly moist and consequently
very stiff throughout.
- Vuggy appearance (tiny pin holes).
- No orange mottling (discolorations).
- From 3.0’ - 3.5’: contains some
scattered gravels in lower 6 inches.
- Unsuitable bearing material.
{3.5’ - 10.0’}: Native Sandy Gravel
Medium dense to dense; brown;
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- “Clean” sandy gravel.
- Limited caving of test pit walls
due to depth of groundwater.
- “Target” bearing material.
Good “clean” cobbly,
sandy gravel throughout.
Vuggy appearance.
Some scattered gravels
in lowermost 6 inches.
Slightly moist throughout;
consequently, the entire
soil profile is very stiff.
Limited caving of
test pit walls due to
depth to groundwater.
LSE, 3/26/20
Very similar to TP-1,
TP-2, TP-3, and TP-5.
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 27, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Bryan Harris - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 10.0’
GROUNDWATER: 7.5’ (on 4/27/19)
TEST PIT DESIGNATION: TP-5
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: South-Central Side of Property
22.3%
16.9%
S5-A
@ 2.0’
(Sack)
S5-B
@ 3.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-5)
Casing Height = 15” (+/-) above EG
Total Depth = 8.7’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 4.0’ depth.
2
3
1
2
3
{0.0’ - 0.8’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{0.8’ - 4.0’}: Native Silt/Clay
Very stiff; brown to tan; sandy
SILT to sandy lean CLAY; slightly
moist.
Notes:
- Qu = 3.0 to >4.5 tsf.
- No moisture change in soil profile.
- Slightly moist and consequently
very stiff throughout.
- Vuggy appearance (tiny pin holes).
- No orange mottling (discolorations).
- From 3.0’ - 3.5’: contains some
scattered gravels in lower 6 inches.
- Unsuitable bearing material.
{4.0’ - 10.0’}: Native Sandy Gravel
Medium dense to dense; brown;
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- “Clean” sandy gravel.
- Limited caving of test pit walls
due to depth of groundwater.
- “Target” bearing material.
Good “clean” cobbly,
sandy gravel throughout.
Vuggy appearance.
Some scattered gravels
in lowermost 6 inches.
Slightly moist throughout;
consequently, the entire
soil profile is very stiff.
Limited caving of
test pit walls due to
depth to groundwater.
LSE, 3/26/20
Very similar to TP-1,
TP-2, TP-3, and TP-4.
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 27, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Bryan Harris - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 10.0’
GROUNDWATER: 3.5’ (on 4/27/19)
TEST PIT DESIGNATION: TP-6
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: East-Central Side of Property
15.5%
12.5%
S6-A
@ 2.0’
(Sack)
S6-B
@ 6.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-6)
Casing Height = 12” (+/-) above EG
Total Depth = 9.0’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 2.0’ depth.
2
3
1
2
3
{0.0’ - 1.5’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- Some intermixed gravels.
{1.5’ - 2.0’}: Native Silt/Clay
Medium stiff; dark brown to brown;
sandy SILT to sandy lean CLAY w/
scattered gravels; moist.
Notes:
- Pretty gravelly.
- Predominantly silt/clay (>50%) w/
scattered gravels (<50%).
- No orange mottling (discolorations).
- Unsuitable bearing material.
{2.0’ - 10.0’}: Native Sandy Gravel
Medium dense to dense; brown;
silty, sandy GRAVEL to clayey,
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- Not as “clean” of sandy gravel as
in TP-1 through TP-5.
- More of a “dirty” gravel w/ an
appreciable fines content.
- Soil is more “sticky” due to silty,
sandy grvl to clayey, sandy grvl.
- Orange banding from 4.0’ to 4.5’.
- Limited caving of test pit walls.
- “Target” bearing material.
“Dirty” cobbly, sandy
gravel throughout.
Silty, sandy gravel to
clayey, sandy gravel w/
appreciable fines content.
(Very similar to TP-7.)
Contains some
intermixed gravels.
Gravelly silt/clay.
Not as “clean” of a
sandy gravel as in
TP-1 through TP-5.
Limited caving
of test pit walls.
LSE, 3/26/20
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 27, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Bryan Harris - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 9.0’
GROUNDWATER: 3.5’ (on 4/27/19)
TEST PIT DESIGNATION: TP-7
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
4
LOCATION: NE Side of Property
16.6%
13.4%
S7-A
@ 2.0’
(Sack)
S7-B
@ 6.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-7)
Casing Height = 15” (+/-) above EG
Total Depth = 8.7’ (+/-) below EG
1
“Target” foundation bearing in
sandy GRAVEL below 2.0’ depth.
2
4
3
1
2
3
{0.0’ - 1.0’}: Random Fill
Stiff; dark brown; sandy SILT to
sandy lean CLAY w/ gravels; moist.
{1.0’ - 1.5’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- Some intermixed gravels.
{1.5’ - 2.0’}: Native Silt/Clay
Medium stiff; dark brown to brown;
sandy SILT to sandy lean CLAY w/
scattered gravels; moist.
Notes:
- Pretty gravelly.
- Predominantly silt/clay (>50%) w/
scattered gravels (<50%).
- No orange mottling (discolorations).
- Unsuitable bearing material.
{2.0’ - 9.0’}: Native Sandy Gravel
Medium dense to dense; brown;
silty, sandy GRAVEL to clayey,
sandy GRAVEL w/ abundant gravels
(4” to 6”-minus) and scattered
cobbles (8” to 10”); moist to wet.
Notes:
- Not as “clean” of sandy gravel as
in TP-1 through TP-5.
- “Dirty” gravel, very similar to TP-6.
- “Cleaner” gravel from 7.0’ to 9.0’.
- “Target” bearing material.
“Dirty” cobbly, sandy
gravel from 2.0’ to 7.0’.
More of a “clean” cobbly,
sandy gravel below 7.0’.
Silty, sandy gravel to
clayey, sandy gravel w/
appreciable fines content.
(Very similar to TP-6.)
Contains some
intermixed gravels.
Gravelly silt/clay.
Random fill material.
Not as “clean” of a
sandy gravel as in
TP-1 through TP-5.
Limited caving
of test pit walls.
LSE, 3/26/20
% WATERCONTENTSAMPLESDEPTH (FT)HORIZONTAL DISTANCE (FT):
JOB NUMBER: 19-038
PROJECT: Nexus Point Sub.
DATE: April 27, 2019
BACKHOE TYPE: Volvo Excavator
BACKHOE OPERATOR: Bryan Harris - Townsend Backhoe
LOGGED BY: Lee S. Evans - AESI
SURFACE ELEVATION: N/A
TOTAL DEPTH: 9.0’
GROUNDWATER: 3.5’ (on 4/27/19)
TEST PIT DESIGNATION: TP-8
2
4
6
8
10
12
2 4 8 106
Civil Engineering
Geotechnical Engineering
Land Surveying
32 Discovery Drive
Bozeman, MT 59718
Phone: (406) 582-0221
Fax: (406) 582-5770
DESCRIPTION OF MATERIALS
LOCATION: SE Side of Property
35.8%
S8-A
@ 2.0’
(Sack)
(See Figure 3 and 4 for Approx. Location) Reviewed By: __________________
Monitoring well installed (MW-8)
Casing Height = 15” (+/-) above EG
Total Depth = 8.7’ (+/-) below EG
1
2
3
1
2
3
{0.0’ - 1.5’}: Native Topsoil
Medium stiff; black; organic clayey
SILT w/ roots; moist.
Notes:
- No apparent gravels.
{1.5’ - 4.0’}: Native Silt/Clay
Medium stiff to very soft; brown
to tan; sandy SILT to sandy lean
CLAY; moist to wet.
Notes:
- Moisture change at 2.0’ (+/-).
- Becomes moister/softer w/ depth.
- From 1.5’ - 2.0’: moist, med. stiff.
- From 2.0’ - 4.0’: v. moist, v. soft.
- No orange mottling (discolorations).
- From 3.5’ - 4.0’: contains some
scattered gravels in lower 6 inches.
- Unsuitable bearing material.
{4.0’ - 9.0’}: Native Gravelly Clay
Very soft to medium stiff; brown;
gravelly CLAY w/ some gravels; wet.
Notes:
- Predominantly clay w/ some
scattered gravels.
- Soft and wet.
- Extensive caving of test pit walls
due to soft soils and rapid inflow
of groundwater.
- Possibly could be getting into more
of a clayey, sandy gravel at 8.0’.
- Unsuitable for foundation bearing.
Soft, gravelly clay w/
some scattered gravels.
Comprised mostly of clay.
Could be more of a clayey, sandy gravel below 8.0’.
Very difficult to know for sure due to caving conditions.
Unsuitable for
foundation bearing.
From 1.5’ - 2.0’:
moist, medium stiff.
From 2.0’ - 4.0’:
very moist, very soft.
Moisture change at 2.0’ depth.
Some scattered gravels
in lowermost 6 inches.
Due to sidewall caving and groundwater,
the test pit could not be dug deeper than 9.0’.
Extensive caving of
test pit walls due to
soft soils and rapid
inflow of groundwater.
LSE, 3/26/20
APPENDIX B
LLaabboorraattoorryy TTeessttiinngg
CCoommppoossiittee SSaammppllee AA ((NNaattiivvee SSiilltt//CCllaayy))
SSttaannddaarrdd PPrrooccttoorr
SSaammpplleess SS33--BB,, SS44--BB,, && SS55--BB ((NNaattiivvee SSiilltt//CCllaayy))
ppHH
CChhlloorriiddeess
CCoonndduuccttiivviittyy
OOxxiiddaattiioonn--RReedduuccttiioonn PPootteennttiiaall
SSuullffiiddeess
RReessiissttiivviittyy
SSaammpplleess SS11--BB,, SS22--BB,, SS66--BB,, && SS77--BB ((NNaattiivvee SSaannddyy GGrraavveell))
ppHH
CChhlloorriiddeess
CCoonndduuccttiivviittyy
OOxxiiddaattiioonn--RReedduuccttiioonn PPootteennttiiaall
SSuullffiiddeess
RReessiissttiivviittyy
STANDARD PROCTOR COMPACTION TEST (ASTM D-698)
Project: Nexus Point Subdivision - Bozeman, MT
Project Number: 19-038
Sample Ident.: Composite A @ 1.0' - 4.0'Soil Classification: Native Silt/Clay
Date Sampled: April 26-27, 2019Date Tested: March 27, 2020
Tested By: Erik Schnaderbeck
Natural Moisture Content: 15.8 %
Optimum Moisture Content:18.0 % Maximum Dry Unit Weight:106.0 pcf
Reviewed By: LSE, 3/30/20
Summary of Lab Test Data
Composite A includes samples from: * TP-1, TP-2, TP-3, TP-4, TP-5, and TP-8
95
97
99
101
103
105
107
10%12%14%16%18%20%22%24%Dry Unit Weight (pcf)Moisture Content
PROCTOR COMPACTION CURVE
Compaction Curve
Z.A.V. for S.G.=2.50
Z.A.V. for S.G.=2.65
Z.A.V. for S.G.=2.80
32 Discovery DriveBozeman, MT 59718Phone (406) 582-0221
Fax (406) 582-5770
APPENDIX C
GGrroouunnddwwaatteerr MMoonniittoorriinngg DDaattaa
22001199 GGrroouunnddwwaatteerr DDaattaa ((MMWW--11 tthhrroouugghh MMWW--88))
2019 Groundwater Monitoring Data: Summary of Monitoring Wells
Project Name: Nexus Point Subdivison - Bozeman, MT
Project Number: 19-038
Location: See Figures 3 and 4
Date Installed: 4/26/19 - 4/27/19
Installed By: AESI
NOTES:
1) Groundwater data on 4/26/19 and 4/27/19 was recorded at the time of the test pit explorations by AESI.
2) Groundwater data on 5/17/19, 5/29/19, 6/14/19, 6/27/19, 7/12/19, and 7/26/19 was recorded by Madison Engineering.
3) MW-1 through MW-8 were installed during the test pit explorations on 4/26/19 and 4/27/19.
4) MW-1 was installed in TP-1, located on the NW side of the property.
5) MW-2 was installed in TP-2, located on the SW side of the property.
6) MW-3 was installed in TP-3, located on the West-Central side of the property.
7) MW-4 was installed in TP-4, located on the North-Central side of the property.
8) MW-5 was installed in TP-5, located on the South-Central side of the property.
9) MW-6 was installed in TP-6, located on the East-Central side of the property.
10) MW-7 was installed in TP-7, located on the NE side of the property.
11) MW-8 was installed in TP-8, located on the SE side of the property.
12) Shallowest groundwater measurement below existing ground (EG) in each well:
MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7 MW-8
Date Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW
below EG below EG below EG below EG below EG below EG below EG below EG
(feet)(feet)(feet)(feet)(feet)(feet)(feet)(feet)
4/26/19 6.00 4.00 8.00 8.00
4/27/19 7.50 3.50 3.50 3.50
5/17/19 5.96 3.44 7.22 7.66 7.58 3.35 2.46 3.13
5/29/19 6.33 3.95 4.04 5.00 7.96 3.79 3.61 3.56
6/14/19 6.10 3.48 4.61 5.14 7.84 4.51 3.49 3.69
6/27/19 6.09 3.60 6.77 6.93 7.62 3.53 2.64 3.25
7/12/19 Dry @ 8.5 Dry @ 8.5 Dry @ 9.0 Dry @ 9.0 Dry @ 8.7 Dry @ 9.0 Dry @ 8.7 4.50
7/26/19 Dry @ 8.5 Dry @ 8.5 Dry @ 9.0 Dry @ 9.0 Dry @ 8.7 5.31 Dry @ 8.7 Dry @ 8.7
32 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770
Groundwater Monitoring Data: Page 1 of 1
APPENDIX D
AAsspphhaalltt PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn
CCiittyy SSttrreeeettss aanndd OOnn--ssiittee PPaarrkkiinngg LLoottss –– SSttaabbllee SSuubbggrraaddee ((HHaarrdd))
DDeessiiggnn EESSAALL CCaappaacciittyy:: 115500,,000000 EESSAALLss
SSeeccttiioonn TThhiicckknneessss:: 33”” AAsspphhaalltt,, 66”” BBaassee,, 1155”” SSuubb--BBaassee
SSuubbggrraaddee SSeeppaarraattiioonn:: 331155 llbb.. WWoovveenn FFaabbrriicc ((MMiirraaffii 660000XX oorr EEqquuaall))
SSttaabbllee SSuubbggrraaddee iiss EExxppeecctteedd iinn MMiiddddllee 11//22 ooff SSiittee AArreeaa
CCiittyy SSttrreeeettss aanndd OOnn--ssiittee PPaarrkkiinngg LLoottss –– UUnnssttaabbllee SSuubbggrraaddee ((SSoofftt))
DDeessiiggnn EESSAALL CCaappaacciittyy:: 115500,,000000 EESSAALLss ((++))
DDuuee ttoo SSoofftt SSuubbggrraaddee,, SSuubb--BBaassee TThhiicckknneessss iiss IInnccrreeaasseedd
DDuuee ttoo SSoofftt SSuubbggrraaddee,, AA SSttaabbiilliizzaattiioonn GGeeoossyynntthheettiicc iiss UUsseedd
SSeeccttiioonn TThhiicckknneessss:: 33”” AAsspphhaalltt,, 66”” BBaassee,, 2211”” SSuubb--BBaassee
SSuubbggrraaddee SSttaabbiilliizzaattiioonn:: MMiirraaffii RRSS558800ii HHiigghh SSttrreennggtthh GGeeoossyynntthheettiicc
UUnnssttaabbllee SSuubbggrraaddee iiss EExxppeecctteedd iinn WW11//44 aanndd EE11//44 ooff SSiittee AArreeaa
PAVEMENT DESIGN - Streets/Parking Lots - Stable Subgrade
(Note: This design section is applicable for stable subgrade conditions (ie. dry, hard, compacted).
Project: Nexus Point Subdivison - Bozeman, MT
Project Number: 19-038
Date: March 27, 2020
Prepared By: Lee Evans
Important Notes:
1) We expect stable subgrade conditions in the Middle 1/2 of the site area.
2) Subgrade separation is req'd and to consist of 315 lb. woven fabric (Mirafi 600X or equal).
DESIGN INPUT PARAMETERS
ESALs (total)150,000
Subgrade CBR, (%)2.50
Subgrade Resilient Modulus, MR (psi)3,750
Reliability, R (%)90Standard Normal Deviate, ZR -1.282
Overall Standard Deviation, So 0.45
Initial Serviceability, po 4.2
Terminal Serviceability, pt 2.0
Design Serviceability Loss, (PSI)2.2
5.17609 = left side
Required Structural Number, RSN 3.20 5.1927 = right side
(Manipulate RSN such that the left and right side of equation match.)
Asphalt Concrete Layer Coefficient, a1 0.41
Base Course Layer Structural Coefficient, a2 0.14
Base Course Layer Drainage Coefficient, m2 0.90
Sub-Base Course Layer Structural Coefficient, a3 0.09
Sub-Base Course Layer Drainage Coefficient, m3 0.90
DESIGN PAVEMENT SECTION
Asphalt Concrete Thickness, D1 (in)3.0
Granular Base Course Thickness, D2 (in)6.0
Granular Sub-Base Course Thickness, D3 (in)15.0
Calculated Structural Number, CSN 3.20
(Manipulate layer thicknesses such that CSN matches or exceeds RSN.)
DESIGN EQUATION
Pavement Section Design: Page 1 of 1
PAVEMENT DESIGN - Streets/Parking Lots - Unstable Subgrade
(Note: This design section is applicable for moderately unstable subgrade (ie. soft w/ some deflection).
Project: Nexus Point Subdivison - Bozeman, MT
Project Number: 19-038
Date: March 27, 2020
Prepared By: Lee Evans
Important Notes:
1) We expect unstable subgrade conditions in the West 1/4 and East 1/4 of the site area.
2) Subgrade stabilization is req'd and to consist of Mirafi RS580i high strength geosynthetic.
DESIGN INPUT PARAMETERS
ESALs (total)400,000
Subgrade CBR, (%)2.50
Subgrade Resilient Modulus, MR (psi)3,750
Reliability, R (%)90Standard Normal Deviate, ZR -1.282
Overall Standard Deviation, So 0.45
Initial Serviceability, po 4.2
Terminal Serviceability, pt 2.0
Design Serviceability Loss, (PSI)2.2
5.60206 = left side
Required Structural Number, RSN 3.69 5.6099 = right side
(Manipulate RSN such that the left and right side of equation match.)
Asphalt Concrete Layer Coefficient, a1 0.41
Base Course Layer Structural Coefficient, a2 0.14
Base Course Layer Drainage Coefficient, m2 0.90
Sub-Base Course Layer Structural Coefficient, a3 0.09
Sub-Base Course Layer Drainage Coefficient, m3 0.90
DESIGN PAVEMENT SECTION
Asphalt Concrete Thickness, D1 (in)3.0
Granular Base Course Thickness, D2 (in)6.0
Granular Sub-Base Course Thickness, D3 (in)21.0
Calculated Structural Number, CSN 3.69
(Manipulate layer thicknesses such that CSN matches or exceeds RSN.)
DESIGN EQUATION
Pavement Section Design: Page 1 of 1
APPENDIX E
SSooiill CCoorrrroossiivviittyy AAnnaallyyssiiss ffoorr DDIIPP PPiippeess
DDIIPPRRAA –– TThhee DDeessiiggnn DDeecciissiioonn MMooddeell ((CCoovveerr PPaaggee))
FFiigguurree 11 –– DDDDMM TTwwoo--DDiimmeennssiioonnaall MMaattrriixx
AAllll 77 SSaammpplleess ffrroomm TTPP--11 tthhrroouugghh TTPP--77
TTaabbllee 22 –– LLiikkeelliihhoooodd SSccoorree SShheeeett
SS11--BB ((TTPP--11)) @@ 55’’ –– 77’’ ((SSaannddyy GGrraavveell))
SS22--BB ((TTPP--22)) @@ 55’’ –– 77’’ ((SSaannddyy GGrraavveell))
SS33--BB ((TTPP--33)) @@ 33’’ –– 55’’ ((SSiilltt//CCllaayy))
SS44--BB ((TTPP--44)) @@ 22’’ –– 44’’ ((SSiilltt//CCllaayy))
SS55--BB ((TTPP--55)) @@ 22’’ –– 44’’ ((SSiilltt//CCllaayy))
SS66--BB ((TTPP--66)) @@ 55’’ –– 77’’ ((SSaannddyy GGrraavveell))
SS77--BB ((TTPP--77)) @@ 55’’ –– 77’’ ((SSaannddyy GGrraavveell))
TTaabbllee 33 –– CCoonnsseeqquueennccee SSccoorree SShheeeett
AAllll 77 SSaammpplleess ffrroomm TTPP--11 tthhrroouugghh TTPP--77
APPENDIX F
PPrroodduuccttss
SStteeggoo 1155--mmiill VVaappoorr BBaarrrriieerr
MMiirraaffii 660000XX WWoovveenn FFaabbrriicc
MMiirraaffii RRSS558800ii HHiigghh SSttrreennggtthh GGeeoossyynntthheettiicc
APPENDIX G
LLiimmiittaattiioonnss ooff yyoouurr GGeeootteecchhnniiccaall RReeppoorrtt
LIMITATIONS OF YOUR GEOTECHNICAL REPORT
GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC Geotechnical investigations, analyses, and recommendations are project and client specific. Each project
and each client have individual criterion for risk, purpose, and cost of evaluation that are considered in the
development of scope of geotechnical investigations, analyses and recommendations. For example, slight
changes to building types or use may alter the applicability of a particular foundation type, as can a
particular client’s aversion or acceptance of risk. Also, additional risk is often created by scope-of-
service limitations imposed by the client and a report prepared for a particular client (say a construction
contractor) may not be applicable or adequate for another client (say an architect, owner, or developer for
example), and vice-versa. No one should apply a geotechnical report for any purpose other than that
originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical
reports should be made available to contractors and professionals for information on factual data only and
not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed
in the report.
GEOTECHNICAL CONDITIONS CAN CHANGE
Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical
reports are based on conditions that existed at the time of subsurface exploration. Construction operations
such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or
groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a
geotechnical report.
GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE
The site exploration and sampling process interprets subsurface conditions using drill action, soil
sampling, resistance to excavation, and other subjective observations at discrete points on the surface and
in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to
render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or
observed may differ from those predicted in your report. Retaining your consultant to advise you during
the design process, review plans and specifications, and then to observe subsurface construction
operations can minimize the risks associated with the uncertainties associated with such interpretations.
The conclusions described in your geotechnical report are preliminary because they must be based on the
assumption that conditions revealed through selective exploration and sampling are indicative of actual
Allied Engineering Services, Inc. Page 2
conditions throughout a site. A more complete view of subsurface conditions is often revealed during
earthwork; therefore, you should retain your consultant to observe earthwork to confirm conditions and/or
to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or
liability for the adequacy of the report’s recommendations if another party is retained to observe
construction.
EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled
by site personnel), field test results, and laboratory and/or office evaluation of field samples and data.
Only final exploration logs and data are customarily included in geotechnical reports. These final logs
should not be redrawn for inclusion in Architectural or other design drawings, because drafters may
commit errors or omissions in the transfer process.
To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to
the complete geotechnical report and should be advised of its limitations and purpose. While a contractor
may gain important knowledge from a report prepared for another party, the contractor should discuss the
report with Allied Engineering and perform the additional or alternative work believed necessary to
obtain the data specifically appropriate for construction cost estimating purposes.
OWNERSHIP OF RISK AND STANDARD OF CARE Because geotechnical engineering is much less exact than other design disciplines, there is more risk
associated with geotechnical parameters than with most other design issues. Given the hidden and
variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any
amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations
can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the
remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a
project unless specifically transferred to another party such as a contractor, insurance company, or
engineer. The geotechnical engineer’s duty is to provide professional services in accordance with their
stated scope and consistent with the standard of practice at the present time and in the subject geographic
area. It is not to provide insurance against geo-hazards or unanticipated soil conditions.
The conclusions and recommendations expressed in this report are opinions based our professional
judgment and the project parameters as relayed by the client. The conclusions and recommendations
assume that site conditions are not substantially different than those exposed by the explorations. If
during construction, subsurface conditions different from those encountered in the explorations are
observed or appear to be present, Allied Engineering should be advised at once such that we may review
those conditions and reconsider our recommendations where necessary.
RETENTION OF SOIL SAMPLES Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report.
If you would like to hold the samples for a longer period of time, you should make specific arrangements
to have the samples held longer or arrange to take charge of the samples yourself.