Loading...
HomeMy WebLinkAboutCC - Stormwater Design Report 0 0 a DAVID EVANS ANDASSOCIATES INC. Drainage Report Stonehill Crossing Subdivision Meridian, Idaho Rennison Design Project No. R220401 Prepared By: Bryan E. Appleby, PE September 2024 (Revised December 2024) NAL 1STEp�Ct'iy 126 5 TEOF %0a�� 9ygIV APIP 12/9/24 9175 W. Black Eagle Drive Boise,Idaho 83709 Telephone: 208.900.9049 Facsimile: 503.2232701 Drainage Report Stonehill Crossing Subdivision WE Page 2 of 7 TABLE OF CONTENTS Page Project Description 2 Methodology 3 Appendix A(Drainage Map) 4 Appendix B(Calculations) 5 Appendix C (Geotechnical Report) 6 Appendix D (Construction Plan Set) 7 PROJECT A. Overview The site is planned to be platted into two (2) building lots. One (1) of the lots will include an existing single-family residence. The northeastern lot(approximately 11.5 acres)will be the site of a new church. A new north-south collector street from Amity Road will be included that will extend to the southern property boundary. Additional right-of-way will be dedicated at the intersection of Amity Road and the collector street to accommodate a future multi-lane roundabout. B. Existing Site and Drainage Conditions The site is currently mostly undeveloped. Site elevations range from 2705' at the northwest corner of the site to 2745' at its highest point near the middle of the site. A single-family residence is located near the middle of the site at the highest point with an asphalt driveway extending from the home to Amity Road to the north.The remainder of the site is currently irrigated farmland. The Calkins Lateral is an open conveyance ditch controlled by the Boise Project Board of Control. Offsite properties to the west, south, and east are mostly undeveloped with some farming uses. Per the project geotechnical engineering report, underlying soils include free-draining material (poorly graded gravel with sand)at depths below ground surface ranging from 3.2 feet to 7.7 feet. Drainage facilities that extend into free-draining materials should be designed with an infiltration rate of 8 inches per hour. Per the project geotechnical engineering report,groundwater was not encountered in test pits advanced to a maximum depth of 15.1 feet below ground surface. The report states that groundwater depths are estimated to remain at depths greater than 20 feet below ground surface throughout the year. C. Proposed Drainage Systems and System Descriptions Stormwater runoff from public roadway surfaces including asphalt pavement, concrete curb/gutter/sidewalk, and landscape strips will be captured at low points in the roadways and directed to either an infiltration basin or a subsurface seepage bed. These facilities are designed to retain,treat, and infiltrate the 100-year design storm event runoff. Drainage Report Stonehill Crossing Subdivision WE Page 3 of 7 •D• • Drainage calculations for facilities located within ACHD right-of-way are based on Section 8000"Drainage and Stormwater Management" and Section 8200 "ACHD Stormwater Design Tools and Approved BMPs" of the Ada County Highway District(ACHD) Policy Manual(October 2017 Revision) using the Rational Method (Q=CIA)and the 100-year storm event. Calculations are prepared utilizing the ACHD Stormwater Design Spreadsheet(November 2018 version, Microsoft Excel format). Utilizing the IDF curves for this region results in a 100-year intensity of 2.58 inches per hour(10-minute time of concentration). Peak stormwater volumes are calculated assuming an average uniform intensity of 0.96 inches per hour over a storm duration of one (1) hour(V=CIDA). A. Sand and Grease Trap(Pretreatment) (ACHD Policy Manual Section 8202.12 BMP 01) Sand and grease traps are designed to retain sediments and oils from entering the seepage beds. A velocity through the throat of the sand and grease trap of less than 0.50 feet per second is considered adequate for sediment fallout. The plans call for use of a 1,000 gallon sand and grease trap manufactured by Oldcastle Precast(Item#1240100). The maximum flow rate through this unit to maintain less than 0.50 feet per second is 3.39 cfs. B. Seepage Bed (Treatment,Storage,and Disposal) (ACHD Policy Manual Section 8202.23 BMP 20) Seepage beds retain,treat, and infiltrate the 100-year design storm event runoff. Seepage beds are constructed of clean drain rock with an assumed void ratio of 40%of the total drain rock volume. Filtration and treatment of potential pollutants is accomplished via vertical movement through an 18-inch depth sand filter placed below the drain rock. Per ACHD standards,seepage beds are required to infiltrate 90%of the design storm within 48 hours. The minimum required vertical separation from the drain rock to seasonal high groundwater is 36 inches. However,the seasonal high groundwater for the subject property is estimated at depths far below the seepage beds (i.e.,greater than 20 feet below ground surface throughout the year). C. Infiltration Basin (Treatment,Storage,and Disposal) (ACHD Policy Manual Section 8202.18 BMP 10) Infiltration basins retain,treat, and infiltrate the 100-year design storm event runoff. Filtration and treatment of potential pollutants is accomplished via vertical movement through a 4-inch depth topsoil layer. For basins that have a bottom footprint less than 1,500 square feet, a forebay and an access ramp are not required. Per ACHD standards, infiltration basins are required to infiltrate 90%of the design storm within 48 hours. The minimum required vertical separation from the bottom of the basin to seasonal high groundwater is 36 inches. However,the seasonal high groundwater for the subject property is estimated at depths far below the seepage beds (greater than 20 feet below ground surface throughout the year). Drainage Report Stonehill Crossing Subdivision WE Page 4 of 7 DRAINAGE MAP a w z 50 0 50 100 � Q 0 0 SCALE(FT) CDX 0 O R N N DAVID EVANS W Amity Road AND ASSOCIATES INC. — — - - � — �- J EP EP EP EP EP __------- --TOF--------------- ------- �c max- - �- -� 9175 W Black Eagle Dr. J EP EP EP EP EP EP — �p — TOP_- ---------- ° -r- --- --- , TOP --- �` ` � � , � , --- --- --- --- _-- ' it ���' � EP � -'Ep EP EP EP E Boise, ID 8370 _ ------- ------EP— —��, 2j42 ;2�43— --- --- — ---�; ---��- ----------------- 208.900.9049 ---------- -------- Q _ ---- - --` EP _ - ------- -------` ------- --- -�t------- ------ 1'44'�_ �4S 274 7 --- -- _--------_ --=3i-- N \ -_ \ ; .�� � --- - . � --EP E-p___---- --ED- --- -f� EP _ '� EP EP EP--- ---- 8 148 EP EP\\\\ In \\\ ^ I \ > \ \\ c � \ _ \ \ — \\ \\\ �u� — — vr_ fiQE---- _ LU I \V. ♦ \I I \ \\`V\\ I \\ \\ 1 \ \ \ `\ ♦\ \ \ mTP-1 (MARCH 2O22) \\\\ 1 TP-3 (MARCH 2O22) �`\ \\ \\\ r \ \ rM \ IIII III I � \ `� \ \ \ \ \\ \\ ♦\\ �\ IIII III I ,C \ � ` ` \ ` \ ♦\ \ III I \ \ `\ `\ `� / r I W IIII I � \ ` \ ` \ ` \ i r' I I jlll Ijl j I \� \\\ \`\ \\\ \`\ �`\ \\ \\ ♦ `\ � \ L BASIN ■ OAKBRIAR WAY NORTH TP-2(MARCH 2O22) ASPHALT: 34,739 SF \\\ \\\ \\\ \\\ `�\ `\\ ■ \ \ CONCRETE: 13,528 SF LANDSCAPING: 22,282 SF �`� \\ \\ \\ \� \\ �`\ _ --- / 1 X X \♦ \ O i'i /ter _ , I I 1 I \ \` ` r N \ \ \ \ \ \♦ I\ F/\� X 4— L— EG % /r TP-1 (DULY 2024) 1 \\ \ rr `\ `\ �`� `\ �`\ \\ ` x \ x (n C ------- 1 `\ \\ `\ m TP-4(MARCH 2O22) \ x \ \ X X X X m i' ��I \ c� \\ `\ \\ �\ `\X X l�� O \ v' N FUTURE CONCRETE SIDEWALK AND 1 it /' \\I \\ \`\ � i \I \\ U Q LANDSCAPING IMPROVEMENTS ALONG \ \ I I THE WEST SIDE OF OAKBRIAR WAY,TYP ,'/ i ` \ 1 \ i" � mTP-5(MARCH 2O22) li II `� U 0) � %\`I �� STONEHILL CHURCH, INC. TP-6 MARCH 2O22 _ r ' \ I \ \ ���� 1608 N MERIDIAN ROAD I _ ( ) _---_ � I � \ �� MERIDIAN, IDAHO 83642 `\ Description Date \ \ \\\ \ 1 --------------- X 4- mTP-7(MARCH 2O22) G I 1 y- BASIN ,` ���,\ mTP-8(MARCH 2O22) II � i i I EPORARY DITCH 1 _ TOP OF VERTICAL(CREST)CURVE i i i i ' WITHIN PRIVATE DRIVEWAY TO SERVE LOT 1 i i i �\ f �QNA!FN ASPHALT: 7,123 SF `\\ \\ \\ i \` CONCRETE: 237 SFISTE9Fo ?�c� LANDSCAPING: 779 SF 9 264 'EG�� gAtAPeG PL 12/9/2024 \ \ �� \ \ \ I \ I // / �' spy � M a t c h I i n e - Sheet SD - 2 `\ �----- -'" ------;� `\ I Drawing Set Issued for: `\ \ 1 \ CITY/ACHD REVIEW Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� � a H M w ri N Drainage Map Z 0 a N J d N O L O 7 N � Sheet Number w w z ° J 0 LL a a w z 50 0 50 100 � Q 0 0 SCALE(FT) CDX 0 O R N DAV I D EVAN S LU AND ASSOCIATES INC. mTP 8(MARCH 2O22) 1, i ; ; I f 9175 W Black Eagle Dr. Boise, ID 83709 z _ \\`\ i i i \ f 208.900.9049 w \ a EG \ 1 j - a t c h I i n e - Sheet SD - 1 0 \\ --- Q \\\\ \ \\ \ \\\ \\\\ rM X X 3 I �/ A-�— x L x—1 LM ca Cn \ \ Q / / / \ FUTURE CONCRETE SIDEWALK AND LANDSCAPING IMPROVEMENTS ALONG THE WEST SIDE OF OAKBRIAR WAY,TYP �. i c� ---- 1\I \`\\ `\\\ \\ \\\\\ `\\ , ��� ,��/ / O \ _ \ 19 IrO rn CIA) (3) I. LU >1 Cn 0 \`\ \` ♦ BASIN ♦ OAKBRIAR WAY SOUTH \\`\ --\ \\ \\ \ ASPHALT: 21,956 SF \\\ \ ♦ CONCRETE: 12,396 SF \ \\ ♦ LANDSCAPING: 14,188 SF \\\\ \`\ a \ \\ 11 \\\\\ `\\ `\\ \`\\ \ STONEHILL CHURCH, INC. o� I 1608 N MERIDIAN ROAD MERIDIAN, IDAHO 83642 Q. `\\ --- ALLOWANCE FOR A PORTION OF — \`\\ \ \\\ i , /' \\ ° Description Date FUTURE STREET IMPROVEMENTS CID TP-2 JULY2024 2740 \ \\\\ \ — --___ \ ------------- ---- —____ ---------- ----- ----------------- `�\ ,� \� ��NAL p� GIS TE9 NCi, E`cA \ \ 9 \\ \ram 264 F \ rFOF ��P i Fc \ F \ \ T y'4N AP 12/9/2024 c \ \ c \ Drawing Set Issued for: CITY/ACHD REVIEW \ c \ c \p - Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o � � a H N w ri N Drainage Map Z O a N J O d N O N � Sheet Number w w z Lu J 0 w a Drainage Report Stonehill Crossing Subdivision WE Page 5 of 7 CALCULATIONS 1 Project Name Stonehill Crossing Subdivision--Oakbriar Way(North) 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 34,739 13,528 22,282 Acres 1.62 Asphalt Concrete Landscape 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [10 Min. Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coefficients"C" 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.98 cfs Urban neighborhoods 0.50-0.70 Residential 3 Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,992 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,495 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 399 ft, Concrete 0.95 Primary Treatment/StorageBasin V 3,592 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,992 ft, Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0.15 Average:2-6% 0.09 0.12 0.15 0.20 Steep:>6% 0.13 0.18 0.23 0.28 Adapted from ASCE C:\Users\Public\Rennison Companies Drop box\Design\01 Projects\Stonehill Church\11 Project Engineering Reports\02 Drainage Report\Stonehill Crossing Subdivision\Stonehill Crossing Sub-- ACHD Calculations_Oakbriar Way North 9/11/2024,3:41 PM Version 10.5,November 2018 I Project Name Stonehill Crossing Subdivision--Oakbriar Way(North) 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.71 QV TR55 6 Area A(Acres) 1.62 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 1-Basin Forebay V 3,992 ft3 Toggle between Forebay and Primary Basin,enter data and print for each SideSl�e Z $ Slab 2 Side Slope a : }�/A 1•d05Y i?rw - w, wv WI sr�sl�a L ode Slaps z -.- < � ) Siie$lopeZ L � Forebay 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 0.0 ft 11 Length of Forebay Bottom L 0.0 ft 12 Side Slopes(H:1) HA 0.00 13 Enter Bottom Elevation 2726.50 ft 14 Enter Top Bank Elevation 2730.50 ft 15 Enter Water Surface Elevation(WSE) 2728.65 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 2730.50 ft 18 Enter High Groundwater Elevation 0.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 1.85 21 Infiltration Area for Forebay Infiltration? 8.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom sloped%or 0 outflow 22 Infiltration Area for Forebay Asand 934 ft2 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 1.11 3,992 623 0 623 3,369 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft') 2726.50 2726.50 0.000 0.0 0.0 Override 934.00 0 2727.00 0.000 0.0 0.0 Override 1182.33 2727.50 0.000 0.0 0.0 Override 1449.74 2728.00 0.000 0.0 0.0 Override 1736.39 2728.50 0.000 0.0 0.0 Override 2042.28 100-yrwater 2729.00 0.000 0.0 0.0 Override 2367.41 4,031 surface=2728.71 2729.50 0.000 0.0 0.0 Override 2711.78 5,301 2730.00 0.000 0.0 0.0 Override 3075.40 6,747 2730.50 0.000 0.0 0.0 Override 3458.26 8,381 4.00 ft depth for storage STORAGE OK 25 Does forebay have capacity? YES 26 Time to drain forebay 5.8 hours 90%volume in 48-hours minimum - C:\Users\Public\Rennison Companies Dropbox\Design\01 Projects\Stonehill Church\11 Project Engineering Reports\02 Drainage Report\Stonehill Crossing Subdivision\Stonehill Crossing Sub--ACHD Calculations_Oakbriar Way North 9/11/2024,3:42 PM Version 10.0,May 2018 1 Project Name Stonehill Crossing Subdivision--Oakbriar Way(South) 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 21,956 12,396 14,188 Acres 1.11 Asphalt Concrete Landscape 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [10 Min. Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coefficients"C" 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.10 cfs Urban neighborhoods 0.50-0.70 Residential 3 Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,814 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,759 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 281 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,533 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,814 ft, Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0.15 Average:2-6% 0.09 0.12 0.15 0.20 Steep:>6% 0.13 0.18 0.23 0.28 Adapted from ASCE C:\Users\Public\Rennison Companies Drop box\Design\01 Projects\Stonehill Church\11 Project Engineering Reports\02 Drainage Report\Stonehill Crossing Subdivision\Stonehill Crossing Sub-- ACHD Calculations_Oakbriar Way South 9/11/2024,3:43 PM Version 10.5,November 2018 1 Project Name Stonehill Crossing Subdivision--Oakbriar Way(South) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.73 Link to: QV I 6 Area A(Acres) 1.11 acres QV TR55 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 2,814 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 8.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3601),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 58.2 ft3/ft 15 Calculate Design Length L 48 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 48 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 5.2 hours 90%volume in 48-hours minimum 19 Length of WC,&Overflow Perf Pipes 48 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) C:\Users\Public\Rennison Companies Dropbox\Design\01 Projects\Stonehill Church\11 Project Engineering Reports\02 Drainage Report\Stonehill Crossing Subdivision\Stonehill Crossing Sub--ACHD Calculations_Oakbriar Way South 9/11/2024,3:43 PM Version 10.0,May 2018 1 Project Name Stonehill Crossing Subdivision--Oakbriar Way(Temporary Basin) 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 1,723 237 779 Acres 0.06 Asphalt Concrete Landscape 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [10 Min. Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coefficients"C" 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.12 cfs Urban neighborhoods 0.50-0.70 Residential 3 Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 160 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dweiling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 100 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 16 ft' Concrete 0.95 Primary Treatment/StorageBasin V 144 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 160 ft, Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0.15 Average:2-6% 0.09 0.12 0.15 0.20 Steep:>6% 0.13 0.18 0.23 0.28 Adapted from ASCE C:\Users\Public\Rennison Companies Drop box\Design\01 Projects\Stonehill Church\11 Project Engineering Reports\02 Drainage Report\Stonehill Crossing Subdivision\Stonehill Crossing Sub ACHD Calculations_Oakbriar Way Temp Basin Version 10.5,November 2018 Drainage Report Stonehill Crossing Subdivision WE Page 6 of 7 GEOTECHNICAL REPORT i y I T / .. r . >r N - 0 0 01 1 GEOTECHNICAL INVESTIGATION STONEHILL CHURCH West Amity Road Meridian, ID PREPARED FOR: Mr. Don Slattery Stonehill Church, Inc. 168 North Meridian Rd, STE 125 Meridian, ID 83642 PREPARED BY: March 29, 2022 Atlas Technical Consultants, LLC B220447g 2791 South Victory View Way Boise, ID 83709 NT7 tort, 2791 South Victory View Way Boise, ID 83709 (208)376-4748 1 oneatlas.com March 29, 2022 Atlas No. B220447g Mr. Don Slattery Stonehill Church, Inc. 168 North Meridian Rd, STE 125 Meridian, ID 83642 Subject: GeotechnicalInvestigation Stonehill Church West Amity Road Meridian, ID Dear Mr. Slattery: In compliance with your instructions, Atlas has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on March 4, 2022. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. Atlas would be pleased to continue our role as geotechnical engineers during project implementation. If you have any questions, please call us at (208) 376-4748. o�SS�oNAL FNc Respectfully submitted, Q� \CENSFo 14919 3-29-22 Max Kasber er Monica Saculles, PE T9Tf of \oP `' Staff Engineer Senior Geotechnical EnN ®rSA6��'� a /l Clinton Wyllie, PG Staff Geologist Page 1 ■ �TrT-G7T��. dLft CONTENTS 1. INTRODUCTION ........ ..................................................................................................... 1.1 Project Description........................................................................................................3 1.2 Authorization.................................................................................................................3 1.3 Scope of Investigation...................................................................................................3 2. SITE DESCRIPTION .............................................................................................................4 2.1 Site Access...................................................................................................................4 2.2 Regional Geology .........................................................................................................4 2.3 General Site Characteristics .........................................................................................4 2.4 Regional Site Climatology and Geochemistry...............................................................5 3. SEISMIC SITE EVALUATION...............................................................................................5 3.1 Geoseismic Setting.......................................................................................................5 3.2 Seismic Design Parameter Values ...............................................................................5 4. SOILS EXPLORATION .........................................................................................................6 4.1 Exploration and Sampling Procedures..........................................................................6 4.2 Laboratory Testing Program .........................................................................................6 4.3 Soil and Sediment Profile..............................................................................................7 4.4 Volatile Organic Scan ...................................................................................................7 5. SITE HYDROLOGY......... ...................................................................................................7 5.1 Groundwater.................................................................................................................7 5.2 Soil Infiltration Rates.....................................................................................................8 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS.............................P 6.1 Foundation Design Recommendations.........................................................................9 6.2 Foundation Drain Recommendations .........................................................................10 6.3 Floor Slab-on-Grade ...................................................................................................10 7. PAVEMENT DISCUSSION AND RECOMMENDATIONS .................................................. 7.1 Flexible Pavement Sections........................................................................................11 7.2 Pavement Subgrade Preparation................................................................................12 8. CONSTRUCTION CONSIDERATIONS ..............................................................................12 8.1 Earthwork....................................................................................................................13 8.2 Dry Weather................................................................................................................13 8.3 Wet Weather...............................................................................................................13 8.4 Soft Subgrade Soils ....................................................................................................14 8.5 Frozen Subgrade Soils ...............................................................................................14 8.6 Structural Fill...............................................................................................................15 8.7 Backfill of Walls...........................................................................................................16 8.8 Excavations.................................................................................................................16 Atlas No. B220447g Page l 1 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� 8.9 Groundwater Control...................................................................................................16 9. GENERAL COMMENTS .....................................................................................................17 10. REFERENCES ..................................................................................................................18 TABLES Table 1 — Seismic Design Values .................................................................................................6 Table 2 — Groundwater Data.........................................................................................................8 Table3— Soil Bearing Capacity....................................................................................................9 Table 4—AASHTO Flexible Pavement Specifications ............................................................... 12 APPENDICES Appendix I Warranty and Limiting Conditions Appendix 11 Vicinity Map Appendix III Site Map Appendix IV Geotechnical Investigation Test Pit Log Appendix V Geotechnical General Notes Appendix VI AASHTO Pavement Design Appendix VI Important Information About This Geotechnical Engineering Report Atlas No. B220447g Page 12 Copyright©2022 Atlas Technical Consultants Ile 1. INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2018 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed structures from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. 1.1 Project Description The proposed development is in the southern portion of the City of Meridian, Ada County, ID, and occupies portions of the NW'/4NE'/4 and NE'/4NW'/4 of Section 36, Township 3 North, Range 1 West, Boise Meridian. This project will consist of a new church structure. The site to be developed is approximately 13.9 acres. In addition, paved areas will be developed for the project. Total settlements are limited to 1 inch. Loads of up to 6,000 pounds per lineal foot for wall footings, and column loads of up to 100,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. Atlas has not been informed of the proposed grading plan. 1.2 Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Doug Connelly of Stonehill Church, Inc. to Max Kasberger of Atlas Technical Consultants (Atlas), on March 11, 2022. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Stonehill Church, Inc. and Atlas. Our scope of services for the proposed development has been provided in our proposal dated February 22, 2022 and repeated below. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. Atlas No. B220447g Page 13 Copyright©2022 Atlas Technical Consultants Ile 2. SITE DESCRIPTION 2.1 Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian Road approximately 2.3 miles to its intersection with Amity Road. From this intersection, proceed west on Amity Road 0.4 mile to the project site. The site occupies the south side of Amity Road. The location is depicted on site maps included in the Appendix. 2.2 Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by"Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. 2.3 General Site Characteristics The site to be developed is approximately 13.9 acres in size. Currently, the site is an agricultural field. A radio tower and broadcasting station exist to the east/northeast of the site. The remainder of the site is bounded by rural residential developments and agricultural land. The Calkins Lateral is present to the west of the site and the Carlson Lateral is present to the southeast of the site. Vegetation on the site consists of agricultural crop remnants. The site is relatively flat and level. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site and do not currently exist within the vicinity of the project site. Atlas No. B220447g Page 14 Copyright©2022 Atlas Technical Consultants Ile 2.4 Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21°F to 95°F, with daily extremes ranging from roughly -250F to 111 OF. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. 3. SEISMIC SITE EVALUATION 3.1 Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-16. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. 3.2 Seismic Design Parameter Values The United States Geological Survey National Seismic Hazard Maps (2008), includes a peak ground acceleration map. The map for 2% probability of exceedance in 50 years in the Western United States in standard gravity (g) indicates that a peak ground acceleration of 0.194 is appropriate for the project site based on a Site Class D. The following section provides an assessment of the earthquake-induced earthquake loads for the site based on the Risk-Targeted Maximum Considered Earthquake (MCER). The MCER spectral response acceleration for short periods, SMs, and at 1-second period, SM1, are adjusted for site class effects as required by the 2018 IBC. Design spectral response acceleration parameters as presented in the 2018 IBC are defined as a 5% damped design spectral response acceleration at short periods, SDs, and at 1-second period, SD1• The USGS National Seismic Hazards Mapping Project includes a program that provides values for ground motion at a selected site based on the same data that were used to prepare the USGS ground motion maps. The maps were developed using attenuation relationships for soft rock sites; the source model, assumptions, and empirical relationships used in preparation of the maps are described in Petersen and others (1996). Atlas No. B220447g Page 15 Copyright©2022 Atlas Technical Consultants � ■ c Table 1 — Seismic Design Values Site Class D "Default' SS 0.283 (g) S1 0.104 (g) Fa 1.573 F 2.393 SMs 0.446 SM1 0.248 Sys 0.297 SD1 0.165 4. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. Atlas recommends that these logs not be used to estimate fill material quantities. 4.2 Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing —ASTM D4318 and Grain Size Analysis —ASTM C117/C136. Atlas No. B220447g Page 16 Copyright©2022 Atlas Technical Consultants Ile 4.3 Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. Lean clay with sand soils were noted at ground surface. These soils were brown, dry to slightly moist, and medium stiff to very stiff, with fine-grained sand. Plow zones were noted to a depth of 0.3 foot bgs, and organics were noted to depths of up to 1.0 foot bgs. Silty sand sediments were found below lean clay with sand soils across the site. These soils were light brown, dry, and medium dense to very dense, with fine to coarse-grained sand. Moderate to strong calcium carbonate cementation was encountered at various depths throughout this horizon. Poorly graded gravel with sand sediments were encountered at depth in the test pits. The poorly graded gravels with sand were light brown, dry to slightly moist, and medium dense to very dense. Fine to coarse-grained sand, fine to coarse gravel, and 8-inch minus cobbles were noted throughout. Competency of test pit sidewalls varied little across the site. In general,fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 4.4 Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered 5. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. 5.1 Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 15.1 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by agricultural and residential irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. Atlas No. B220447g Page 17 Copyright©2022 Atlas Technical Consultants �TrT—G7TCft� Atlas has previously performed 6 geotechnical investigations within 0.50 mile of the project site. Information from these investigations has been provided in the table below. Table 2 — Groundwater Data Date Approximate Distance Direction from Site Groundwater Depth from Site (mile) (feet . . August 2007 0.22 East Not Encountered to 21.5 December 2021 0.29 Southeast Not Encountered to 15.1 August 2006 0.34 Northwest Not Encountered to 15.7 November 2015 0.42 East Not Encountered to 16.6 June 2018 0.46 West Not Encountered to 16.2 Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately '/2-mile of the project site, groundwater was measured at depths ranging between 25 and 125 feet bgs. Based on evidence of this investigation and background knowledge of the area, Atlas estimates groundwater depths to remain greater than approximately 20 feet bgs throughout the year. 5.2 Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour; though calcium carbonate cementation may reduce these values to near zero. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free-draining nature. It is recommended that infiltration facilities constructed on the site be extended into native poorly graded gravel with sand sediments. Excavation depths ranging from approximately 3.2 to 7.7 feet bgs should be anticipated to expose these poorly graded gravel with sand sediments. Because of the high soil permeability,ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. Atlas No. B220447g Page 18 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structure. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structure be founded upon conventional spread footings and continuous wall footings. At this time the loading of the structure is unknown. Atlas assumed loading information for structure as outlined in the Project Description section of this report. If actual loading exceeds these assumed values, Atlas must be contacted to determine if alternate foundation recommendations are needed. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. 6.1 Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, Atlas recommends the following guidelines for the net allowable soil bearing capacity: Table 3— Soil Bearing Capacity Footing De. . . . . . . Capacityable Solj Footings must bear on competent, undisturbed, 1,5001bs/ft2 native lean clay with sand soils, silty sand sediments, or compacted structural fill. Existing Not Required for Native A'/3 increase is allowable organic material and disturbed zones (plow zones) Soil for short-term loading, must be completely removed from below foundation o which is defined by elements. Excavation depths ranging from roughly 95/o for Structural Fill seismic events or 0.5 to 1.0 foot bgs should be anticipated to expose designed wind speeds. proper bearing soils. Footings must bear on competent, undisturbed native silty sand sediments or structural fill. Existing organics, disturbed zones (plow zones) and lean Not Required for Native clay with sand soils must be completely removed Soil 2,500 Ibs/ft2 from below foundation elements.' Excavation depths ranging from roughly 1.1 to 3.0 feet bgs 95% for Structural Fill should be anticipated to expose proper bearing soils.2 'It will be required for Atlas personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place,the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered,over-excavation and replacement with granular structural fill and/or use of geotextiles may be required. Atlas No. B220447g Page 19 Copyright©2022 Atlas Technical Consultants Ile The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clay with sand soils and silty sand sediments and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 307 pounds per square foot per foot (psf/ft) should be used for lean clay with sand soils, and a passive lateral earth pressure of 376 psf/ft should be used for silty sand sediments. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2018 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, Atlas recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. 6.2 Foundation Drain Recommendations Considering the presence of shallow cemented soils across the site, Atlas recommends that a foundation drain be installed. The drain should be placed at the footing elevation, sloped at least 2 percent, and be directed to a suitable discharge point at least 10 feet away from the structure. Discharge points should be protected to prevent erosion. However, if hardscaping is present immediately surrounding the structure, foundation drains are not needed. 6.3 Floor Slab-on-Grade Plow zones with organic materials were encountered in portions of the site. Atlas recommends that the organic materials be removed. If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Atlas personnel must be present during excavation to identify these materials. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Atlas No. B220447g Page110 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free-draining granular mat should be provided below slabs-on-grade to provide drainage and a uniform and stable bearing surface. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1) crushed aggregate. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should adhere to recommendations outlined in the ACI 302.1 R and ASTM E1745 publications. Upon request, Atlas can provide further consultation regarding installation. 7. PAVEMENT DISCUSSION AND RECOMMENDATIONS Atlas has made assumptions for traffic loading variables based on the character of the proposed construction. The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 4 has been assumed for near-surface lean clay with sand soils on site. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. 7.1 Flexible Pavement Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. Atlas recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Atlas No. B220447g Page 111 Copyright©2022 Atlas Technical Consultants ■ �TrT—G7T��. dLft Table 4—AASHTO Flexible Pavement Specifications Pavement Section Component Driveways and Parking Driveways and Parking Light Duty Heavy Duty Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 10.0 Inches 12.0 Inches Compacted Subgrade See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. • Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. • Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. • Structural Subbase: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. 7.2 Pavement Subgrade Preparation Plow zones with organic materials were encountered in portions of the site. Atlas recommends that the organic materials be removed. If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and ASTM D1557 for rigid pavements. Atlas personnel must be present during excavation to identify these materials. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed pavement sections should be excavated to sufficient depths to expose clay soils. The clay soils should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. 8. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay with sand soils, silty sand sediments, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Atlas No. 13220447g Page112 Copyright©2022 Atlas Technical Consultants �TrT—G7TCft� 8.1 Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths)or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by Atlas personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. Atlas should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. 8.2 Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. 8.3 Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Atlas No. B220447g Page113 Copyright©2022 Atlas Technical Consultants Ile 8.4 Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over-excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. Atlas is available to provide recommendations and guidelines at your request. 8.5 Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. The onsite, shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non-frost susceptible structural fill, can also be used to mitigate the potential for frost heave. Atlas is available to provide further guidance/assistance upon request. Atlas No. B220447g Page 114 Copyright©2022 Atlas Technical Consultants Ile 8.6 Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML)as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 3/4-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller(or equivalent)until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Atlas No. B220447g Page115 Copyright©2022 Atlas Technical Consultants Ile 8.7 Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand-operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. _xcavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/2 feet horizontal to 1 foot vertical (1'/2:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of native granular sediments from test pit sidewalls was observed. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. 8.9 Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, Atlas should be contacted to provide more detailed groundwater control measures. Atlas No. B220447g Page116 Copyright©2022 Atlas Technical Consultants Ile Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. 9. GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed structure, the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structure, consultation with Atlas must be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by Atlas personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. Atlas No. B220447g Page117 Copyright©2022 Atlas Technical Consultants 10. REFERENCES American Association of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.11R. Farmington Hills, MI: ACI. American Society of Civil Engineers (2021). ASCE 7 Hazards Tool: Web Interface [Online] Available: <https://asce7hazardtool.online/> (2021). American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-16. Reston, VA: ASCE. American Society for Testing and Materials (ASTM)(2017). Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Practice for Classification of Soils for Engineering Purposes(Unified Soil Classification System):ASTM D2487.West Conshohocken, PA:ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials(ASTM)(2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. Desert Research Institute.Western Regional Climate Center. [Online]Available:<http://www.wrcc.dri.edu/> (2021). International Building Code Council (2018). International Building Code, 2018. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1993). Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. (scale 1:100,000). Boise, ID: Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29, Part 1926, Subpart P: Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.osha.gov> (2021). Atlas No. 6220447g Page118 Copyright©2022 Atlas Technical Consultants Ile U.S. Geological Survey (2021). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2021). Atlas No. B220447g Page119 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� Appendix I WARRANTY AND LIMITING CONDITIONS Atlas warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Atlas Technical Consultants ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, Atlas should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and Atlas should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design Atlas No. B220447g Page 120 Copyright©2022 Atlas Technical Consultants Ile professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to Atlas following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenviron mental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, Atlas can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. Atlas No. B220447g Page 121 Copyright©2022 Atlas Technical Consultants Vicinity Map L 11'7 .y L ti u Syr - F ra di Site Location ti T I.c n_ % 'rti ILI n ©2022 Microsoft Corporation©2022 TomTom Site Map ITO MERIDIAN ROAD ................................................................ --- -- AMITY�ROAD� TP-1 TP-3 vX> COMMUNITY CENTER TP-2 -4 GQ HIGH SCHOOL 1AIN WORSHIF TP-6 Y// TP-7 TB Ile Appendix IV GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Latitude: 43.5617763 Date Advanced: March 4, 2022 Longitude: -116.4019969 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 10.0 feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab • .$) Sediment Classification . • . Test I e . Lean Clay with Sand (CL): Brown, dry to slightly moist, stiff, with fine-grained sand. 0.0-1.4 --Plow zone noted to 0.3 foot bgs. 1.5-1.75 --Organic material encountered to 1.0 foot bgs. Silty Sand (SM): Light brown, dry, dense, with 1.4-4.7 fine to coarse-grained sand. --Moderate calcium carbonate cementation encountered throughout. Poorly Graded Gravel with Sand (GP): Light 4.7-10.0 brown, dry to slightly moist, medium dense to dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. Notes:See Site Map for test pit location. Test pit terminated at 10.0 feet bgs due to equipment failure. Atlas No. 6220447g Page 124 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 43.5604061 Date Advanced: March 4, 2022 Longitude: -116.4025149 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 13.4 feet bgs Depth e . Lab bgs Sediment ClassificationTest ID Lean Clay with Sand (CL): Brown, dry to slightly moist,very stiff,with fine-grained sand. 0.0-1.1 --Plow zone noted to 0.3 foot bgs. 2.25-3.0 --Organic material encountered to 0.9 foot bgs. Silty Sand (SM): Light brown, dry, medium dense to very dense, with fine to medium- 1.1-5.3 grained sand. GS 4.0-4.5 A --Strong calcium carbonate cementation encountered from 1.1 to 2.2 feet bgs. Poorly Graded Gravel with Sand (GP): Light 5.3-13.4 brown, dry to slightly moist, dense,with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Notes:See Site Map for test pit location. 11121 � _, Sieve Analysis (% Passing) Ljr: #4 1 #40 #100 #200 A 21.7 NP NP 97 94 89 52 37.0 Atlas No. B220447g Page 125 Copyright©2022 Atlas Technical Consultants Ile GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Latitude: 43.5606833 Date Advanced: March 4, 2022 Longitude: -116.4033685 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 15.0 feet bgs Depth • Description e . Lab . .$) Sediment Classification . bgs) Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, medium stiff to stiff, with fine- 0.0-1.7 grained sand. 0.75- --Plow zone noted to 0.3 foot bgs. 1.25 --Organic material encountered to 0.6 foot bgs. Silty Sand (SM): Light brown, dry, very dense, 1.7-3.2 with fine to medium-grained sand. --Strong calcium carbonate cementation encountered throughout. Poorly Graded Gravel with Sand (GP): Light 3.2-15.0 brown, dry to slightly moist, dense to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. Notes:See Site Map for test pit location. Atlas No. 6220447g Page 126 Copyright©2022 Atlas Technical Consultants Ile GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Latitude: 43.5601342 Date Advanced: March 4, 2022 Longitude: -116.4010829 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 13.0 feet bgs Depth • Description . .$) Sediment Classification . bgs) Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, stiff to very stiff, with fine- 0.0-2.4 grained sand. 1.75-2.5 --Plow zone noted to 0.3 foot bgs. --Organic material encountered to 0.6 foot bgs. Silty Sand (SM): Light brown, dry, very dense, 2.4-4.0 with fine to medium-grained sand. --Strong calcium carbonate cementation throughout. Poorly Graded Gravel with Sand (GP): Light brown, dry to slightly moist, medium dense to 4.0-13.0 dense, with fine to coarse-grained sand, fine to coarse gravel, and 4-inch minus cobbles. --Sidewall caving encountered throughout. Notes:See Site Map for test pit location. Atlas No. 6220447g Page 127 Copyright©2022 Atlas Technical Consultants Ile GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Latitude: 43.5598230 Date Advanced: March 4, 2022 Longitude: -116.4022078 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 14.6 feet bgs Depth • Description . .$) Sediment Classification . bgs) Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, stiff, with fine-grained sand. 0.0-3.0 --Plow zone noted to 0.3 foot bgs. 1.75 --Organic material encountered to 0.5 foot bgs. Silty Sand (SM): Light brown, dry, very dense, 3.0-5.5 with fine to medium-grained sand. --Strong calcium carbonate cementation encountered from 4.3 to 4.7 feet bgs. Poorly Graded Gravel with Sand (GP): Light 5.5-14.6 brown, dry to slightly moist, dense,with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Notes:See Site Map for test pit location. Atlas No. 6220447g Page 128 Copyright©2022 Atlas Technical Consultants Ile GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Latitude: 43.5596595 Date Advanced: March 4, 2022 Longitude: -116.4033195 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 15.1 feet bgs Depth • Description . .$) Sediment Classification . bgs) Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, medium stiff to stiff, with fine- 0.0-1.9 grained sand. 1.0-1.5 --Plow zone noted to 0.3 foot bgs. --Organic material encountered to 0.8 foot bgs. Silty Sand (SM): Light brown, dry, dense to 1.9-7.3 very dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation encountered from 1.9 to 3.0 feet bgs. Poorly Graded Gravel with Sand (GP): Light 7.3-15.1 brown, dry to slightly moist, dense,with fine to coarse-grained sand, fine to coarse gravel, and 7-inch minus cobbles. Notes:See Site Map for test pit location. Atlas No. 6220447g Page 129 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft�. GEOTECHNICAL INVESTIGATION TFST PIT LOG Test Pit Log #: TP-7 Latitude: 43.5594510 Date Advanced: March 4, 2022 Longitude: -116.4005545 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 13.0 feet bgs Depth IF Field Descriptionmple � . . . . . _jL Lean Clay with Sand (CL): Brown, dry to slightly moist, stiff, with fine-grained sand. 0.0-2.6 --Plow zone noted to 0.3 foot bgs. 1.25-1.5 --Organic material encountered to 0.7 foot bgs. Silty Sand (SM): Light brown, dry, very dense, 2.6-4.6 with fine to medium-grained sand. --Strong calcium carbonate cementation from 3.2 to 4.6 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown, dry to slightly moist, medium dense, 4.6-13.0 with fine to coarse-grained sand,fine to coarse gravel, and 8-inch minus cobbles. --Sidewall caving encountered throughout. Notes:See Site Map for test pit location. Atlas No. B220447g Page 130 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Latitude: 43.5592600 Date Advanced: March 4, 2022 Longitude: -116.4020737 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Jack Hood Total Depth: 14.0 feet bgs . . . . Lean Clay with Sand (CL): Brown, dry to slightly moist, stiff, with fine-grained sand. 0.0-2.2 --Plow zone noted to 0.3 foot bgs. GS 1.5-2.0 1.5-1.75 B --Organic material encountered to 1.0 foot bgs. Silty Sand (SM): Light brown, dry, dense to 2 2 7 7 very dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation encountered from 2.2 to 3.8 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown, dry to slightly moist, medium dense, 7.7-14.0 with fine to coarse-grained sand,fine to coarse gravel, and 5-inch minus cobbles. --Sidewall caving encountered throughout. Notes:See Site Map for test pit location. Lab Test ink isture Sieve Analysis (% Passing) �& #4 1 #40 #100 #200 B 22.2 37 22 100 1 100 97 89 77.3 Atlas No. B220447g Page 131 Copyright©2022 Atlas Technical Consultants �TrT—G7TdLft� Appendix V GEOTECHNICAL GENERAL NOTES Unified Soil Classification System Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded ravels; ravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorly-graded ravels; ravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded ravel/sand/silt mixtures Soils < coarse GC Clayey gravels; poorly-graded gravel/sand/clay mixtures 50% Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines passes Soils > 50% SP Poorly-graded sands; gravelly sands with little or no fines sieve coarse SM Silty sands; poorly-graded sand/gravel/silt mixtures sieve fraction SC Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- MIL Inorganic silts; sandy, gravelly or clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > ILL < 50 plasticity clays 50% OL Organic, low-plasticity clays and silts passes MH Inorganic, elastic silts; sand ravel or clayey elastic silts No.200 Silts & Clays CH Fat clays; high-plasticity, inorganic clays sieve ILL > 50 OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content Coarse-Grained Soils SPT Blow Counts (N) Description Fie7TestVery Loose: < 4 Dry Absence of moiy to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture 7 Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: > 50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts (N) Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: > 30 pressure Boulders: > 12 in. GS grab sample Cobbles: 12 to 3 in. ILL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm NP non-plastic Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index Fine-Grained Sand: 0.2 to 0.075 mm Qp penetrometer value, unconfined compressive Silts: 0.075 to 0.005 mm strength, tsf Clays: < 0.005 mm V vane value, ultimate shearing strength, tsf Atlas No. B220447g Page 132 Copyright©2022 Atlas Technical Consultants �TrT-G7T��. Appendix VI AASHTO PAVEMENT DESIGN Pavement Section Design Location: Stonehill Church, Light Duty Average Daily Traffic Count: 250 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 100 2.0% 0.0008 709 Buses: 0 2.0% 0.6806 0 Panel&Pickup Trucks: 21 2.0% 0.0122 2,272 2-Axle,6-Tire Trucks: 3 2.0% 0.1890 5,028 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 125 Total Design Life 18-kip ESALs: 47,741 Actual Log(ESALs): 4.679 Trial SN: 2.45 Trial Log(ESALs): 4.696 Pavement Section Design SN: 2.61 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Atlas No. B220447g Page 133 Copyright©2022 Atlas Technical Consultants �TrT-G7T�� AASHTO PAVEMENT DESIGN Pavement Section Design Location: Stonehill Church, Heavy Duty Average Daily Traffic Count: 250 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 83 2.0% 0.0008 589 Buses: 4 2.0% 0.6806 24,144 Panel&Pickup Trucks: 32 2.0% 0.0122 3,462 2-Axle,6-Tire Trucks: 2 2.0% 0.1890 3,352 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Garbgae/Dump Trucks: 2 2.0% 3.6300 64,386 Tractor Semi Trailer Trucks: 1 2.0% 2.3719 21,035 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 125 Total Design Life 18-kip ESALs: 156,699 Actual Log(ESALs): 5.195 Trial SN: 2.97 Trial Log(ESALs): 5.199 Pavement Section Design SN: 3.02 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 12.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Atlas No. B220447g Page 134 Copyright©2022 Atlas Technical Consultants Impoplont Infopmotion ahoul ■ Geolechnical-Eflulneeping SubWhile . . . following . . . . . _ . .cost overruns, claims, and help. The Geoprofessional Business Association (GBA) will not likely meet the needs of a civil-works constructor or even a has prepared this advisory to help you—assumedly different civil engineer.Because each geotechnical-engineering study a client representative—interpret and apply this is unique,each geotechnical-engineering report is unique,prepared geotechnical-engineering report as effectively as solely for the client. possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical- conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as them that,for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to and disputes. If you have questions or want more develop geotechnical design recommendations for the project. information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it: Active engagement in GBA exposes geotechnical • for a different client; engineers to a wide array of risk-confrontation • for a different project or purpose; techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of everyone involved with a construction project. the original site);or before important events occurred at the site or adjacent to it; e.g.,man-made events like construction or environmental Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes, Provided for this Report or groundwater fluctuations. Geotechnical-engineering services typically include the planning, collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is proposed construction are also important considerations.Geotechnical required at all-could prevent major problems. engineers apply their engineering training,experience,and judgment to adapt the requirements of the prospective project to the subsurface Read this Report in Full model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical- will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and affected by construction activities. refer to the report in full. The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer geotechnical-engineering report providing the data obtained,a discussion About Change of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors assessments and analyses made,and the recommendations developed when developing the scope of study behind this report and developing to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys. titled investigations,explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include Regardless of the title used,the geotechnical-engineering report is an those that affect: engineering interpretation of the subsurface conditions within the context • the site's size or shape; of the project and does not represent a close examination,systematic inquiry,or thorough investigation of all site and subsurface conditions. the elevation,configuration,location,orientation, function or weight of the proposed structure and Geotechnical-Engineering Services are Performed the desired performance criteria; for Specific Purposes, Persons, and Projects, : the composition of the design team;or project ownership. and At Specific Times Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their geotechnical-engineering study conducted for a given civil engineer impact.The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that would have considered. "informational purposes"means constructors have no right to rely on the interpretations,opinions,conclusions,or recommendations in the Most Of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific Are Professional Opinions project requirements,including options selected from the report,only Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect. conditions may differ-maybe significantly-from those indicated in this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other engineering disciplines.This happens in part because soil and rock on This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials Confirmation-Dependent with well-defined engineering properties like steel and concrete.That The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes. final,because the geotechnical engineer who developed them relied heavily To confront that risk,geotechnical engineers commonly include on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations,' the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers' exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own responsibilities and risks.Read these provisions closely.Ask questions. engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly. occurred.The geotechnical engineer who prepared this report cannot assume responsibility or liabilityfor confirmation-dependent recommendations ifyou Geoenvironmental Concerns Are Not Covered fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an environmental study-e.g.,a"phase-one"or"phase-two"environmental This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface • confer with other design-team members; environmental problems have led to project failures.If you have not • help develop specifications; obtained your own environmental information about the project site, review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find specifications;and environmental risk-management guidance. • be available whenever geotechnical-engineering guidance is needed. Obtain Professional Assistance to Deal with You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater, prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's phase observations. services were not designed,conducted,or intended to prevent migration of moisture-including water vapor-from the soil Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies. unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team. or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists. GEOPROFESSIONAL BUSINESS &Hit ASSOCIATION Telephone:301/565-2733 e-mail:info@geoprofessional.org www.geoprofessional.org Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent or intentional(fraudulent)misrepresentation. �TrT—G7TdLft� July 25, 2024 Atlas No. B241185g Kason Wedel Stonehill Church 1608 North Meridian Road Meridian, ID 83642 Subject: Additional Test Pits Letter Stonehill Crossing Subdivision 799 West Amity Road Meridian, ID Dear Kason Wedel: This letter presents test results not requested at the time of the previously issued Atlas Geotechnical Engineering Report (B220447gB241185g). Descriptions of general site characteristics and the proposed project are available in the previous report. Unless otherwise noted in this addendum, all initial recommendations, limitations, and warranties expressed in the previous report must be adhered to. SOIL SEDIMENT PROFILE The profile below represents a generalized interpretation for only the additional test pits conducted. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs. Table 1 —Typical Soil Profiles DepthsSoil Horizons Approximat7el Soil Types Consistency/Relative Surficial Soils 0 to 1.5 feet Lean Clay with Sand Very Stiff to Hard Intermediate 1 to 5 feet Silty Sand Dense to Very Dense Soils Deeper Soils' 1.5 to 13 feet Silty Gravel with Sand, Poorly Graded Medium Dense to Gravel with Sand Very Dense 'Calcium carbonate cementation was noted within portions of these horizons. During excavation, sloughing of test pit sidewalls was observed. In general, fine-grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Atlas No. B241185g Page 11 Copyright©2024 Atlas Technical Consultants �TrT—G7TCft� If you have any questions, please call us at (208) 376-4748. Respectfully submitted, IL Wyatt Wolfe, El Ethan Salove, PE Staff Engineer Geotechnical Engineer Attachments: Site Map Geotechnical Investigation Test Pit Logs Geotechnical General Notes Atlas No. B241185g Page 12 Copyright©2024 Atlas Technical Consultants Site Map l EP EP _ r ' wz r y., AMITY ROAD - To MERIDIA94 N ROAD p ; BLOCK 1 LOT A , TOP � •-�� Y i:l / y s Ir . I� EG \c / r I °t Y I LOT 3 v j%% TP-2 �TrT—G7TdLft� GEOTECHNICAL INVESTIGATION TF 'T PIT LOG Test Pit Log #: TP-1 Latitude: 43.560176 Date Advanced: July 24, 2024 Longitude: -116.403403 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Wyatt Wolfe, El Total Depth: 12.9 feet bgs hi • . • • • . . 0 Lean Clay with Sand (CL): Brown, dry, hard, 0.0-1.4 with fine-grained sand. 4 5+ --Organics noted to 0.3 foot bgs. --Plow zone noted to 0.8 foot bgs. Silty Sand (SM): Brown, dry to slightly moist, dense to very dense, with fine to medium- grained sand. 1.4-5.0 --Weak calcium carbonate cementation encountered from 1.4 to 2.1 feet bgs. --Moderate to strong calcium carbonate cementation encountered from 3.6 to 5.0 feet bgs. Silty Gravel with Sand (GM): Brown, dry to 5.0-12.9 slightly moist, dense to very dense,with fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. Notes:See Site Map for test pit location. Atlas No. B241185g Page 14 Copyright©2024 Atlas Technical Consultants Ile GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 43.557719 Date Advanced: July 24, 2024 Longitude: -116.403371 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Wyatt Wolfe, El Total Depth: 10.4 feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab . • . bgs) Test ID Lean Clay with Sand (CL): Brown, dry, very 0.0-1.0 stiff to hard, with fine-grained sand. --Organics noted to 0.3 foot bgs. --Plow zone noted to 0.9 foot bgs. Silty Sand (SM): Light brown to brown, dry, 1.0-1.5 dense to very dense, with fine to medium- grained sand. Silty Gravel with Sand (GM): Light brown, dry, dense to very dense, with fine to coarse- grained sand,fine to coarse gravel, and 4-inch 1.5-4.6 minus cobbles. --Moderate to strong calcium carbonate cementation encountered from 1.5 to 3.9 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown, dry, medium dense to dense, with fine 4.6-10.4 to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. --Refusal due to caving gravels. Notes:See Site Map for test pit location. Atlas No. 13241185g Page 15 Copyright©2024 Atlas Technical Consultants �TrT—G7TdLft� GEOTECHNICAL GENERAL NOTES Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded gravels; gravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorly-graded gravels; gravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded gravel/sand/silt mixtures Soils < coarse GC Clayey gravels; poorly-graded gravel/sand/clay mixtures 50% Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines passes Soils > 50% SP Poorly-graded sands; gravelly sands with little or no fines sieve coarse SM Silt sands; poorly-graded sand/gravel/silt mixtures sieve fraction SC Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- ML Inorganic silts; sandy, gravelly or clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > LL < 50 plasticity clays 50% OL Organic, low-plasticity clays and silts passes MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts No.200 Silts & Clays CH Fat clays; high-plasticity, inorganic clays sieve LL > 50 OH Torganic, medium to high-plasticity clays and silts Highly Organic Soils PT I Peat, humus, hydric soils with high organic content mmm7—Relative Density and Consistenc olisture Content and Cementation Classification YM W Classification Coarse-Grained Soils SPT Blow Counts N Description Field Test Very Loose: < 4 Dry Absence of moisture, dry to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: > 50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts (N) Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: > 30 pressure Boulders: > 12 in. GS grab sample Cobbles: 12 to 3 in. LL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm NP non-plastic Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index Fine-Grained Sand: 0.2 to 0.075 mm QP penetrometer value, unconfined compressive Silts: 0.075 to 0.005 mm strength, tsf Clays: < 0.005 mm V vane value, ultimate shearing strength, tsf Atlas No. B241185g Page 16 Copyright©2024 Atlas Technical Consultants Drainage Report Stonehill Crossing Subdivision WE Page 7 of 7 - - � CONSTRUCTION PLAN SET W AGENCY/COMPANY REPRESENTATIVES ROADWAY & UTILITY CONSTRUCTION DRAWINGS for z SUBDIVISION UTILITY AGENCY/COMPANY CONTACT PERSON PHONE EMAIL Q VICINITY MAP LOCATION STONEHILL ROSSIN DIVISION SEWER CITY OF MERIDIAN VICKI LY (208)898 5500 vly@meridiancity.org 1 ® CITY OF FRIDIA WATER CITY OF MERIDIAN KYLE RADEK (208)898 5500 kradek@meridiancity.org 0 N ROADS ACHD KACI BADER (208)387-6184 kbader@achdidaho.org / SITUATED IN THE N E 1/4 OF THE N W 1/4 AND THE N 1/2 OF THE N E 1/4 IRRIG. BOISE PROJECT BOARD TOM RITTHALER (208)344-1141 tritthaler@boiseproject.org DAV I D E VA N S o OF SECTION 36, T.3N., R.1 W., B.M., CITY OF MERIDIAN, ADA COUNTY, IDAHO FIRE MERIDIAN FIRE TOM WALSH (208)985-5965 twalsh@meridiancity.org ANG AS SOC I AT ES INC. W Know what s below. co 2024 POWER IDAHO POWER CUSTOMER SERVICE (208)388-2323 Call before you dig. MERIDIAN W.AMITYRD - 9175 W Black Eagle Dr. IDAHO z ENGINEER OF RECORD CERTIFICATION GAS INTERMOUNTAIN GAS CALL CENTER (208)377 6840 Boise, ID 83709 JJ z z /` THE IDAHO LICENSED DESIGN PROFESSIONAL OF RECORD CERTIFIES THAT THE PLANS ARE PREPARED IN PHONE CENTURYLINK(LUMEN) JAMES HAYES james.p.hayes@lumen.com 208.900.9049 Q LOCATION MAP LU SUBSTANTIAL CONFORMANCE WITH THE ACHD POLICY AND STANDARDS IN EFFECT AT THE TIME OF CABLE SPARKLIGHT JAMES SHEETS (208)472-8320 james.sheets@sparklight.biz w OUNTY `,� N PREPARATION.THE DESIGN PROFESSIONAL ACKNOWLEDGES THAT ACHD ASSUMES NO LIABILITY FOR ERRORS PROJECT CONTACTS w ___ADA OR DEFICIENCIES IN THE DESIGN.ALL VARIANCES FROM ACHD POLICY SHALL BE APPROVED IN WRITING.THE ` - ! FOLLOWING VARIANCES,LISTED BY DATE AND SHORT DESCRIPTION, WERE APPROVED FOR THIS PROJECT: OWNER CL *NONE STONEHILL CHURCH, INC. D CITY OF MERIDIAN LIMITS(TYP) i (2015 ANNEXATION) SUBpIVISION y347115 g1225347182 5438775 MERIDIAN 83364D2 L#5122 #g122CD wINpR PR#S�2534 S SLC FARCE PREEGE S PARC FST A LT TRUST I EL#S12254g8400 (208)565-0382 CF 0 ACRE ONWEA ACRES PARCEL FAUDCRES kason stonehill.church p 1) R�RFS 10.00 CCMM10.000 4.680 A I PARC LAIDLAW ES @ OPEN 19.70 A 2p.021 ACR OWNER rM _ _ _ _ _ _ _ � _ 1 _ _ 1 W Amity Road MILLS PROPERTIES I, LLLP& ■ � -�EP -__EP ___ EP - __- EP -__ EP --_ EP __ EP EP _ E ------ -- - - - - - - �• �-- x _ x _ MILLS FAMILY REVOCABLE TRUST _ __ +Y� P Ch rm Fo FIR QED EP FP ED EP EF ED EP ED EP - - ------------------------------------ - - En E 799 W AMITY ROAD CONTACT: KENT LLS - - _ -- --- �.�� T - - - - - - - - - - - - - - - - - - - - �� r� ET�P TOP ' I - - - - - - - - - - - - - - - - - - - - - - - - - - - - \ - \ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I_ MERIDIAN, IDAH083642 O\ \ BM# �`. �- CIVIL ENGINEER \ \ h�� `% DAVID EVANS AND ASSOCIATES, INC. O ■ M \ \I ` I CONTACT: BRYAN APPLEBY, PE LM � d t FPAVEMENT WIDENING BORROW DITCH & g0 9175 W BLACK EAGLE DRIVE oz \ o \ -USE PATHWAY IMPROVEMENTS ALONG EL#512361MEDIA BOISE, IDAHO 83709 ■ I I I I BLOCK 1 FRONTAGE ONLY ` P OWNSQUARSe�LC (208)484-3747 GEL I I I 1 BLOCK 1 // [3 ACRES I Bryan.Appleby@deainc.com P236222410 0 �� / `` SURVEYOR ■ #S13ecKERES cri o /I �� LOT 1 / ` IDAHO SURVEY GROUP O 1.930 Cl) / I ` CONTACT: CODY McCAMMON, PLS ■ 50.0 (SURVEY NOTE 5) o FUTURE CHURCH PLANNED FOR LOT 1,BLOCK 1 (TYP) 9955 W EMERALD STREET m � / � BUILDING SIZE PHASE 1 45, � CITY OF MERIDIAN LIMITS TYP / Osq%fig ): 800 sq.ft. `�(2015 ANNEXATION) BOISE, IDAHO 83704 (�� BUILDING SIZE AT BUILDOUT :±84,300 sq.ft. (208 846-8570 oCPR f ��Oe/� I O�(���%%o G� �(OM) I TYPE OF CONSTRUCTION:TYPE IIB I codym@idahosurvey.com m L a t e r a l / S� o o QO� �(� OCCUPANT LOAD(PHASE 1): 3,411FF - Calkins _ _ _ ' // I O�M�� OCCUPANCY GROUP:A-3,ASSEMBLY R/aDI� F O E _ , _� oC`� EX SURVEY IN O 4 _ T - - - _ _�� s x x ��� I NUMBER OF STORIES.2 -TONER I � 0 JOE E - - `-' x T�x OP x m ALL ELEVATIONS SHOWN ARE NORTH AMERICAN VERTICAL s, - TOP _x_ _ _ _ - - I I RPO�VS �` DATUM OF 1988(NAVD 88),SEE GRADING PLAN � / j - TOPS _�- - - " PRIVATE DRIVEWAY TO ` 310 NO-�EZ� BENCHMARK#1 BM 1 O � CHURCH PROPERTY vE I_ ( # ) /c Q - X I �, 12pg7y 12p7pp ISUR \ NORTHING: 11118.11' M 1 L#S1236 AD FL#S123 SAD \ �� EASTING: 3729.54' 0 / N I EXISTING STRUCTURES TO REMAIN ARCS Ty RO INC. PAR ITY RINC. a° x UNTIL FUTURE SUBDIVISION P W AMA CHURCH' W AML CHURCH, IN \ ELEVATION: 2729.99 � OF THIS PROPERTY m L STONEHIL17 ACRES STONER 6 g5p 8 \ ` DESCRIPTION: 5/8" IRON PIN WI RED CAP .O +r 1.011 ERIpIAN ON MERIDIAN `� U / \ OFM OF CIVIL SHEET INDEX k\ x CITY CITY � / k\ I \ C0.0 COVER SHEET C0.1 STANDARD NOTES U) / / k O \ / _ C1.0 SUBDIVISION SITE PLAN O 0')� x / // k \ / C2.0 ROADWAY IMPROVEMENTS PLAN OVERVIEW U 0)/ / \ \k I CO \� C2.1 ROADWAY CENTERLINE HORIZONTAL ALIGNMENT PLAN C2.2 AMITY ROAD WIDENING PLAN&PROFILE - x _ _ i \x i I - _/ _ _ ' �\ C2.3 OAKBRIAR WAY PLAN&PROFILE(STA:60+00 to 68+00) PRIVATE DRIVEWAY TO / C2.4 OAKBRIAR WAY PLAN&PROFILE(STA:68+00 to 73+85) ®,� ❑ � I I CHURCH PROPERTY / � C3.1 STORM DRAIN PLAN 6222940 I� \ I / \ C3.2 STORM DRAIN PLAN STONEHILL CHURCH, INC. GEL#5123 K EG - � C3.3 ACHD STORMWATER DETAILS 1608 N MERIDIAN ROAD PAR WFSTMcRI'( ES Z.�a \ FUTURE PUBLIC LOCAL �' / C4.1 SEWER PLAN&PROFILE(FOR REFERENCE ONLY, ��� MERIDIAN, IDAHO 83642 1.00 A \ \I �\ \ STREET CONNECTION \I � �- PERMIT DRAWING PER SEPARATE PERMIT) IOU, C5.1 WATER SYSTEM PLAN C5.2 WATER SYSTEM PLAN ,? \ R� NO // ccy�O� C5.3 WATER SYSTEM DETAILS ls� / C6.1 IRRIGATION PLAN Q Description Date \\ \ \ 61 08 1 I I / J C6.2 PRESSURE IRRIGATION DETAILS \\00 \ \ c PA AMI RUST _ I to C7.1 PUBLIC UTILITY PLAN \ EXTENTS OF SUBDIVISION ROADWAY AND UTILITY i g9 vv OCA RE x / v EX ER C7.2 PUBLIC UTILITY PLAN \\ \ \ ILLS 3 0 R 4 / / TpW C8.1 STRIPING&SIGNAGE PLAN \\ \ IMPROVEMENTS PER THIS PERMIT SET of 'R lA I �\ / / �J� C8.2 STRIPING&SIGNAGE PLAN �pF \\ + - FINAL PLAT(5 SHEETS) \ \� LOT 2 CURRENT DEED LINE TO BE ADJUSTED VIA PLAT(TYP) \ / �` PARCEL 36121090 ' '� p►e5•��`� Q) PA WNSQUAR�LC ■ ■ �0 G�� TD BOIS ACRES Ell [i] SURVEY NOTES \ \ L#S12362BAp I w 16.170 i \ cry\ \ PAR L'W AMI RT ROAD LLLP \ �' �O�E1� ■ ■ 1 56'WIDE EASEMENT BEIINGPER BOISE-KUNA ON DISTRICT,8 ON EACH SIDE E OF TINS LATERAL HE CENTERLINES HETATUTORY BELLE SUB \\ \\ MILLS 48,460 ACRES 25p' IS�R�IE� ■: ■ 22960 I \ ■ o� s �Cy I LATERAL HAS A 50'-WIDE EASEMENT BEING 25'ON EACH SIDE OF THE CENTERLINE. \ \� �� � ■ Q � F � PARCEL NAL sTM AR362K 2. 310'RADIAL EASEMENT FOR LAYING GROUND WIRES IN A RADIAL MANNER FROM THE W 40 ACRES BASE OF RADIO ANTENNA TOWERS(INSTRUMENT NO.308419).TOWERS ARE \\ \ w 264 4.0 ANTICIPATED TO BE DECOMMISSIONED IN EARLY 2025. \��c N I/� \ v ■ 3. 10'-WIDE MOUNTAIN STATES TELEPHONE AND TELEGRAPH COMPANY EASEMENT \\ o � c o- (INSTRUMENT NO.7945851). \\c \\\ OyOF 0111 * 4. 15'-WIDE IDAHO POWER EASEMENT(INSTRUMENT NO.96003804). \ CITY OF MERIDIAN DESIGN STANDARDS& APF 12/9/2024 I \\ SUPPLEMENTAL SPECIFICATIONS 5. 50'-WIDE NON-EXCLUSIVE ACCESS, PUBLIC,AND PRIVATE UTILITIES EASEMENT c d TEMPORARY PAVED \\o�(INSTRUMENTN0.2017-124187). CUL-DE-SAC(TURNAROUND) o Drawing Set Issued for: * \� \\�\\ 1 CITY/ACHD REVIEW Project No. R220401 -- - T Y -" - " -- --�-- - �\\ �/ Issued Date 09 DEC 2024 - - 'r - - _ -- ---"7---x Drawn by BEA Sheet Title CD � q D- 6350p3p0 I 36244500 I 36244400 I 36244300 \ �� 131200 w N PARCEKENDALL S I PARCELGU NC S pAR GUINO S PARCELGU NOL S cT� PARCEL EY BAR S LAZ CFL LAZ AZ L TO N 6 330 ACRE AS4.07p ACRE I AS3.170 ACRE I AS3.170 ACRE G \ CORE ACRES Cover Sheet CO o � I I I CITY OF MERIDIAN LIMITS TYP \\ 100 0 100 200 Q i��(2015 ANNEXATION) ( ) \ Sheet Number Q p \ SCALE(FT) w O IL IL �\\ W TRAFFIC CONTROL NOTES GENERAL NOTES ? 1. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE"MANUAL ON UNIFORM TRAFFIC 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE SPECIFICATIONS AND/OR REQUIREMENTS OF THE CITY OF Q City of Meridian City of Meridian CONTROL DEVICES"FOR STREETS AND HIGHWAYS. MERIDIAN,ADA COUNTY HIGHWAY DISTRICT(ACHD), BOISE PROJECT BOARD OF CONTROL,AND THE IDAHO X 2. ALL WARNING FLAGS AND FLASHERS SHALL BE CONSIDERED AS INCIDENTAL TO THE TRAFFIC DEPARTMENT OF ENVIRONMENTAL QUALITY. 0 Standard Notes Standard Notes CONTROL BID ITEMS. 2. A PRE CONSTRUCTION CONFERENCE SHALL BE HELD A MINIMUM OF THREE(3)WORKING DAYS PRIOR TO START OF N Residential and Commercial Residential and Commercial 3. THE FLAGGERS SHALL BE EQUIPPED WITH TWO WAY RADIOS CAPABLE OF TRANSMITTING A WORK.ALL CONTRACTORS,SUBCONTRACTORS AND/OR UTILITY CONTRACTORS SHALL BE PRESENT. o DISTANCE OF 2 MILES AND BATTERIES TO LAST THROUGH EACH DAY OF OPERATION. 3. ALL LOT DIMENSIONS, EASEMENTS,AND CERTAIN OFF-SITE EASEMENTS ARE TO BE TAKEN FROM THE PLAT OF DAV I D EVA N S w GENERAL CONSTRUCTION WATER 4. SIGNS&SIGN STANDS NOT IN USE SHALL BE REMOVED OR LAID DOWN AT LEAST 15 FEET FROM STONEHILL CROSSING SUBDIVISION. AND A S S O C I AT E S INC. M 1. All construction work shall be done in accordance with the current version of the Idaho Standards for 1. Construction of the water system shall conform to the standards in the "Idaho Rules for Public Drinking THE EDGE OF THE TRAVEL WAY. 4. THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL 9175 W Black Eagle Dr. Public Works Construction (ISPWC), City of Meridian Supplemental Specifications to the ISPWC THE PROPOSED DRAINAGE IMPROVEMENTS ARE IN PLACE AND FUNCTIONING. THE CONTRACTOR SHALL COMPLY ( ) Y PP P Water Systems (IDAPA 58.01.08)" as well as the standards and specifications referred to in General 5. ONE LANE OF TRAFFIC SHALL BE OPEN TO LOCAL TRAFFIC AT ALL TIMES. WITH ALL REQUIREMENTS OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE ROUGH GRADING PLAN. Boise, ID 83709 (and any addendums), Meridian Design Standards, the requirements of the Ada County Highway Construction Note No. 1. 208.900.9049 a District (ACHD), and/or the requirements of the Idaho Transportation Department (ITD). The more 6. CONTRACTOR SHALL PROVIDE ALL SIGNAGE NECESSARY TO ALERT THE SURROUNDING PUBLIC OF 5. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE WITH ALL N stringent of any of these standards shall be the controlling standards or specifications. 2. The horizontal separation of potable water mains and non-potable water mains (sanitary sewer, storm THE CONSTRUCTION TAKING PLACE. THE CONTRACTOR ASSUMES RESPONSIBILITY FOR THE SIGNS APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL U) drain, and irrigation)shall be a minimum of ten (10)feet. Where it is necessary for a potable water main NEEDED FOR PUBLIC SAFETY. BARRICADES, SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND THE CONSTRUCTION AREA. Of w 2. The Contractor shall have a copy of the latest City of Meridian Standard Specifications and Drawings and non-potable water main to cross with less than eighteen (18) inches of vertical separation, the 6. ALL MATERIAL FURNISHED ON OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING Q on site or readily accessible at all times during construction (available on the website). Failure to crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking CIVIL ABBREVIATIONS AGENCIES OR AS SET FORTH HEREIN,WHICHEVER IS MORE RESTRICTIVE. have access to a current copy of the Standard Specifications on site could be grounds for a stop work Water Sy stems(IDAPA 58.01.08) (and Section 430.02 of the Wastewater Rules IDAPA 58.01.16) 0 order until the situation is resolved. ACHD ADA COUNTY HIGHWAY DISTRICT R PROPERTY LINE 7. CONTRACTORS MUST FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE a ACP ASPHALT CONCRETE PAVEMENT PCC POINT OF COMPOUND CURVATURE REQUIREMENTS OF GENERAL NOTE#6 AT THE REQUEST OF THE AGENCY AND/OR THE ENGINEER. 3. The horizontal separation of non-potable services and potable water services or potable water mains 3. The Contractor shall have plans stamped "Approved for Construction" by the City of Meridian on site at shall be a minimum of six (6) feet. Where it is necessary for a potable water main and non-potable ARCH ARCHITECTURAL PRC POINT OF REVERSE CURVE-CURVE 8. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE all times. BW TOP BACK OF SIDEWALK INTERSECT CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BY CALLING DIGLINE AT(800) constructed in accordance with Section 542.07 water main to cross with less than eighteen inches of vertical separation, the crossing shall be C&G CURB AND GUTTER PT POINT, POINT OF CURVE-TANGENT 342-1585 BEFORE COMMENCING WORK. THE CONTRACTOR IS FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES TO o of the Idaho Rules for Public Drinking Water Systems CUBIC FEET 4. All Contractors, Subcontractors, and Utility Contractors shall attend a pre-construction conference prior (IDAPA 58.01.08)and Section 430.02 of the Wastewater Rules(IDAPA 58.01.16). CF STORM RUNOFF VOLUME( ) INTERSECT EXISTING UNDERGROUND UTILITIES. to start of work. cfs FLOW RATE(CUBIC FEET PER SECOND) PVC POLYVINYL CHLORIDE CLMN COLUMN R CURVE RADIUS,STATION OFFSET 9. WORK SUBJECT TO APPROVAL BY ANY POLITICAL SUBDIVISION OR AGENCY MUST BE APPROVED PRIOR TO(A) 4. Place water service lines in a two (2) inch diameter pipe sleeve wherever the service line crosses a E EAST RIGHT BACKFILLING TRENCHES FOR PIPE(B)PLACING OF AGGREGATE BASE(C)PLACING OF CONCRETE;(D)PLACING OF 5. Contractors shall notify the appropriate agency when materials are on site or inspection of the work is storm water treatment facility (i.e. seepage beds, drainage swales). E: EASTING COORDINATES ASPHALT PAVING. WORK DONE WITHOUT SUCH APPROVAL SHALL NOT RELIEVE THE CONTRACTOR FROM THE ■ required. No work may begin on any project without Twenty Four(24) hour prior notice. R/W RIGHT-OF-WAY ELEV ELEVATION S SOUTH RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER. 5. The Contractor shall be responsible for providing continuous water service to all existing water users 6. Contactor shall notifythe Public Works Inspector 48 hours prior to the required testing. The Contractor p p g g EP EDGE OF PAVEMENT SD STORM DRAIN 10. ALL CONTRACTORS WORKING WITHIN EXISTING PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A p p q 9 affected by construction. If water service must be interrupted, the contractor shall coordinate with the FF FINISHED FLOOR ELEVATION SDMH STORM DRAIN MANHOLE RIGHT-OF-WAY CONSTRUCTION PERMIT FROM ADA COUNTY HIGHWAY DISTRICT AT LEAST TWENTY-FOUR(24)HOURS may not open or close water valves. Public Works Inspector. FG FINISHED GRADE SS SANITARY SEWER FH FIRE HYDRANT PRIOR TO ANY CONSTRUCTION. O 7. All material furnished on, or for the project must meet the minimum requirements of the approving FL FLANGE or FLOWLINE SSMH SANITARY SEWER MANHOLE 11. ALL PEDESTRIAN RAMPS SHALL INCLUDE TRUNCATED DOMES PER ACHD SUPPLEMENTAL STANDARD DRAWING agencies. At the request of the approving agency or the Design Engineer, Contractors shall furnish STA STATION SD-712. DOMES SHALL BE FABRICATED INSERTS SET INTO THE CONCRETE(CONCRETE STAMP AND ADHESIVE MATS 9 q pp 9 9 Y 9 9 GIRR GRAVITY IRRIGATION NOT ALLOWED AND SHALL BE YELLOW. ■ proof that all materials installed on this project meet the specification requirements set forth in General INV INVERT ELEVATION STD STANDARD ) 0 Construction Note No. 1. SEWER ISPWC IDAHO STANDARDS FOR PUBLIC S/W SIDEWALK 12. THE CONTRACTOR SHALL CONSTRUCT ALL IMPROVEMENTS IN ACCORDANCE WITH THE PLANS STAMPED"APPROVED L 1. Construction of the sewer system shall conform to the standards in the Wastewater Rules (IDAPA WORKS CONSTRUCTION TBC TOP BACK OF CURB FOR CONSTRUCTION"BY THE ADA COUNTY HIGHWAY DISTRICT,CITY OF MERIDIAN,AND BOISE PROJECT BOARD OF 8. Work subject to approval by any governmental agency must be approved prior to (A) backfilling 58.01.16)as well as the standards and specifications referred to in General Construction Note No. 1. L STATION OFFSET LEFT TBD TO BE DETERMINED CONTROL. THESE PLANS WILL BE PROVIDED TO THE CONTRACTOR BY THE ENGINEER OR PROJECT INSPECTOR ■ trenches for pipe; (B) placing of aggregate base; (C) placing of concrete; (D) placing of asphalt paving. LF LINEAR FEET TBRC TOP BACK OF ROLLED CURB PRIOR TO CONSTRUCTION. WORK SHALL NOT BE DONE WITHOUT THE CURRENT SET OF APPROVED PLANS. 2. The horizontal separation of potable water mains and non-potable water mains (sanitary sewer, storm MAX MAXIMUM TBVC TOP BACK OF VERTICAL CURB 9. Inspection, approval and final acceptance of all water and sewer construction shall be by the Public drain and irri ation shall be a minimum of ten 10 feet. Where it is necessa for otable water main MIN MINIMUM TYP TYPICAL ADA COUNTY HIGHWAY DISTRICT (ACHD) NOTES , ■ Works Department, and their decision shall be final. Such inspections shall not relieve the contractor g ) ( ) ry p MJ MECHANICAL JOINT p p and non-potable water main to cross with less than eighteen (18) inches of vertical separation, the VG VALLEY GUTTER from the responsibility of performing the work in an acceptable manner in accordance with the N NORTH Water Systems(IDAPA 58.01.08)and Section 430.02 of the Wastewater Rules (IDAPA 58.01.16). N: NORTHING COORDINATES W WEST 1. ALL CONSTRUCTION WITHIN THE ADA COUNTY HIGHWAY DISTRICTS(A.C.H.D.) RIGHT-OF-WAY SHALL CONFORM TO crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking OFFSET OFF O DEQ/QLPE approved construction plans. W/ WITH THE CURRENT EDITION OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION (I.S.P.W.C.)AND THE A.C.H.D. ■ � PC OF POINT OF TANGENT-CURVE INTERSECT ISPWC SD-XXX SUPPLEMENTAL SPECIFICATIONS. NO EXCEPTIONS TO DISTRICT POLICY,STANDARDS,AND THE I.S.P.W.C.WILL BE 10. Any deviation from the approved plans and specifications must have the applicable agency approval in ISPWC STD DRAWING REFERENCE ALLOWED UNLESS SPECIFICALLY APPROVED IN WRITING BY THE DISTRICT. _ writing prior to construction. 3. The horizontal separation of non-potable services and potable water services or potable water mains PI PRESSURE IRRIGATION shall be a minimum of six (6) feet. Where it is necessary for a potable water main and non-potable 2. ALL WATER VALVES, BLOW-OFFS,AND MANHOLES SHALL BE GRADED AND PLACED SO AS NOT TO CONFLICT WITH water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be ANY CONCRETE CURB, GUTTERS,SIDEWALK OR OTHER STREET IMPROVEMENTS. 11. Prior to beginning installation of street lights, the electrical contractor shall obtain an Electrical Permit constructed in accordance with Section 542.07 of the Idaho Rules for Public DrinkingWater Systems M from the BuildingDivision of the Meridian Public Works Department. An deviation in street light Y 3. CONSTRUCT ALL PAVEMENT MATCHES(INCLUDING DRIVEWAY APPROACHES AND UTILITY CUT STREET REPAIRS) i p Y 9 (IDAPA 58.01.08)and Section 430.02 of the Wastewater Rules(IDAPA 58.01.16). WITHIN ACHD RIGHT-OF-WAY TO MATCH THE EXISTING STREET PAVEMENT SECTION OR TO USE THE FOLLOWING O locations from the approved plans must be approved in writing from the City Engineer. 4- (USE WHICHEVER IS PAVEMENT SECTION IS GREATER): 4. Place sewer service lines in a six (6) inch diameter water class pipe sleeve wherever the service line PRINCIPAL ARTERIAL ROADWAYS(AMITY ROAD)SHALL BE: � crosses a storm water treatment facility(i.e., seepage beds, drainage swales). O • SP-3,0.50 INCH (1/2")MIX, PG 64-28 FIVE INCHES(5")THICK,AS A MINIMUM, C: - 4"OF 3/4"BASE,AND • 26"OF 6"MINUS PIT RUN. COLLECTOR AND LOCAL COMMERCIAL SHALL BE:(OAKBRIAR WAY AND ROCKHILL DRIVE) 0 • SP-3,0.50 INCH (1/2")MIX, PG-64-28 THREE INCHES(3")THICK,AS A MINIMUM, C: - 4"OF 3/4"BASE,AND O - Page 1 of 4 Page 2 of 4 - 20"OF 6"MINUS PIT RUN. U Q Rev.March 2018 Rev.March 2018 4. TRAFFIC PLANS AND SAWCUTS ASSOCIATED WITH THE CONSTRUCTION OF ANY UTILITY WILL BE COORDINATED AND Z3 APPROVED THROUGH ACHD SUBDIVISION INSPECTION SERVICES(208-387-6284) PRIOR TO INITIATING ANY 4_0 CONSTRUCTION. U) 5. ACHD WILL INSPECT ALL IMPROVEMENTS WHICH FALL WITHIN THE ACHD RIGHT-OF-WAY OR EASEMENT INCLUDING C: 0') O City of Meridian BUT NOT LIMITED TO STORM DRAIN CONSTRUCTION,TRENCH BACKFILL PROCEDURES, ROAD WAY CONSTRUCTION U � AND CONCRETE WORK. ANY WORK TO BE DONE OUTSIDE OF THE 300'EXTENDED BOUNDARY OF THE PROJECT WILL Standard Notes REQUIRE A SEPARATE PERMIT THROUGH ACHD CONSTRUCTION SERVICES DIVISION. THE CONTRACTOR WILL Residential and Commercial SCHEDULE AND INSPECTION, REQUESTED THROUGH ACHD SUBDIVISION INSPECTION SERVICES(208-387-6284),A MINIMUM OF 24 HRS. PRIOR TO CONSTRUCTION STARTING. 6. ALL UTILITY IMPROVEMENTS ARE TO BE CONSTRUCTED TO ACCOMMODATE THE COLLAR REQUIREMENT PER ISPWC SD-616 AND BE IN ACCORDANCE WITH SECTION 703 OF THE ISPWC. STONEHILL CHURCH, INC. ROADWAY 7. UTILITY STREET CUTS IN PAVEMENT LESS THAN FIVE YEARS OLD ARE NOT ALLOWED UNLESS APPROVED IN WRITING 1608 N MERIDIAN ROAD 1. All Contractors working within the public road right-of-way are required to secure a right-of-way BY THE DISTRICT. CONTACT THE DISTRICT'S UTILITY COORDINATOR AT 208-387-6259(WITH FILE NUMBERS) FOR MERIDIAN, IDAHO 83642 construction permit from ACHD or ITD at least twenty-four(24)hours prior to any construction. DETAILS. 2. ACHD or ITD will inspect all work within the public rights-of--way to include utility trenches above the 8. DETECTABLE WARNING TRUNCATED DOMES SHALL BE FABRICATED INSERTS CAST(WET SET) INTO THE CONCRETE (STAMPED CONCRETE AND ADHESIVE MATS NOT ALLOWED)AND SHALL BE COLORED"TRAFFIC YELLOW", RAMPS pipe zone. SHALL NOT EXCEED 8.33%(1:12)LONGITUDINAL SLOPE AND 2.0%(1/4"/FT)CROSS SLOPE, NO TOLERANCES WILL BE ALLOWED. Q Description Date 9. SIDEWALKS SHALL NOT EXCEED 5.0%(1:20)LONGITUDINAL SLOPE AND/OR 2.0%(1/4"/FT)CROSS-SLOPE, NO TOLERANCES WILL BE ALLOWED. 10. ALL STORM DRAIN PIPES WITHIN ACHD RIGHT-OF-WAY SHALL EITHER BE HP STORM(12"-24"DIAMETER PIPE PRESSURIZED IRRIGATION 1. The pressurized irrigation system must be built to the standards of the irrigation district in which it is MEETING ASTM F2881 AND AASHTO M330)OR SANITITE HP SANITARY SEWER PIPE(12"-24"DIAMETER PIPE MEETINGASTM F2736 AND AASHTO M330). - O� being constructed. 11. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS O 2. Install a reduced pressure backflow preventer in any connection between the potable water system and SHOWN ON THE PLANS.THE FOLLOWING CONDITIONS ARE LISTED IN SECTION 6000 OF THE ACHD POLICY MANUAL. p►QS•��� the pressure irrigation system. The device must be approved by the Idaho Department of • ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE PARALLEL TO THE CENTERLINE OF THE STREET �O GOB Environmental Quality(DEQ)and the City of Meridian Water Department. AND INCLUDE ANY AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS. • IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50%OF THE TOTAL ROAD SURFACE,CONTRACTOR SHALL REPLACE THE ENTIRE ROADWAY SURFACE. • CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO ENSURE MATCH LINE DOES NOT FALL WITHIN THE DRAINAGE WHEEL PATH OF A LANE. MATCH LINE SHALL ONLY FALL IN THE CENTER OR EDGE OF A TRAVEL LANE. • FLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF THE NATIVE TRENCH MATERIAL IS DEEMED e51d0MAL For Commercial Subdivisions or Commercial projects with Public Mains that have on-site drainage. UNSUITABLE BY ACHD INSPECTOR, DOES NOT MEET COMPACTION STANDARDS OR TIME IS A CRITICAL FACTOR. • ANY EXCEPTIONS TO THESE RULES SHALL BE PRE-APPROVED IN WRITING BY DISTRICT STAFF BEFORE 4 1. For any drainage facilities within a public Right of Way, ACHD or ITD shall be responsible for inspection. CONSTRUCTION BEGINS. c For any private drainage facilities the project engineer or architect shall be responsible for inspection and 12. ALL EXCAVATIONS WITHIN ACHD RIGHT-OF-WAY PERFORMED DURING DEMOLITION ACTIVITIES AND/OR V certification of drainage facilities; however any roof drainage and piping to the drainage facilities will be CONSTRUCTION OF SITE, UTILITY,AND BUILDING IMPROVEMENTS SHALL BE EXCAVATED TO NATIVE SOIL AND inspected by the Meridian plumbing official under the appropriate permit. BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. CONTRACTOR SHALL PROVIDE SOILS DATA AND A rf OF %1D •� COPY OF COMPACTION TESTING TO ACHD TO VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR •�&I APP�- ENGINEERED FILL PER ISPWC SPECIFICATIONS. 12/9/2024 Drawing Set Issued for: CITY/ACHD REVIEW No Project No. R220401 o ■ o Issued Date 09 DEC 2024 o Drawn by BEA U) ■Pd Sheet Title CO r LL1 M = N N Standard CD Cn Notes o � ow NN w w Page 3 of 4 [ail Sheet Number Q Rev. March 2018 CITY OF MERIDIAN DESIGN STANDARDS& z I SUPPLEMENTAL SPECIFICATIONScool w o LL IL a W z 100 0 100 200 we� CD0 oSCALE(FT)CD O T N N 0 DAVID EVANS LU RIGHT-OF-WAY RESERVED FOR FUTURE AND A S S O C I AT E S INC. m ACHD MULTI-LANE ROUNDABOUT 9175 W Black Eagle Dr. PAVED DRIVEWAY TO CANAL ACCESS ROAD PAVEMENT WIDENING, BORROW DITCH,& EMERGENCY VEHICLE ACCESS(EVA)WITH Boise, ID 83709 z PER ACHD CONDITIONS OF APPROVAL MULTI-USE PATHWAY IMPROVEMENTS ALONG BOLLARDS SOUTH OF PATHWAY 208.900.9049 Q LOT 1, BLOCK 1 FRONTAGE ONLY w - - - - - W Amity Road - - - - - - - - - - - - - - - - - - - - - - - - EP EP EP EP EP EP - - - - - - - - - - - - - - - - W --- --- --- EP EP - E �— P - a --- - --- --- --- -- - --- TOP -- --- -- ^ - ---------------- ------- - - - FP CEO EP EP E EP � ED EP ED EPpw EI 1i a OY rM —[CHURCHSITE IMPROVEMENTS PER SEPARATE PERMIT SET BLOCK 1 LOT 1 CalkinsIEG Lateral L TOE �y — '(OE E � G > _ OP X T�X X X X v� \\\ i/ / i/ XX �17 i TOP —X—X X X �= I I I I \\ ��` / i�'� / �. _ ,gyp �/ �II m ;--� r ` � • `.�`�`�. VL ' \k X c� " ,�, ` ,`` `i,,�'`. ` ��r` ' \ FUTURE CONNECTION TO �Q \k + 4 ` '`i' ;`.'` ;��,`. .'>��", ���r`` �R\ `. �� PUBLIC LOCAL STREET �rr V ' rn O Cl)LJ-J-1-1-LJ-J-1-1-L1 -LJ-1-1-LJ-J-1-1-LJ- -L-LJ-� � �� \ \ �y'Ct\ \ y% \ \ .�\•y(�\ \\ \\ \ ` 11®� I Fc \\ J \ \\ II EG I Private Driveway \ \\ \ \ \\ \\ \s YA O , U ti X � NEW DRIVEWAY TO SERVE �����/ \� EXISTING RESIDENCE,SEE �� STONEHILL CHURCH, INC. c PLAT FOR EASEMENT / CD ����/�� 1608 N MERIDIAN ROAD LOT 2 MERIDIAN, IDAHO 83642 \\ w I � \\c�� 1 0 Description Date 0\ 1 c �oNAL F GIs rib 01 264 rCOF %cP I ygAt APPL�� 12/9/2024 I I cT� Drawing Set Issued for: CITY/ACHD REVIEW Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o a W n � Subdivision W CO CD N Z Site Plan a � 1 o LLj o � N � Sheet Number w Know what's below. z Call before you dig. i W a a - - - - - - - - - - - - - - - - - - - - - - - - _ EP EP +Y,� = EP EP EP EP EP EP _ EP EP - - EP - - — - - - - - - - - - — �•=�N� Y aL �:TO — Q EP EP o , — --- —ED— EP —�-- FIR --- ED EP --- EP-- EP— --EP -- EP — ------------------- — --- ED —— ED \ - - - - - - - Q N , W Amity Road - y DAV I D E VA N S o PAVED DRIVEWAY TO CANAL ACCESS ROAD \ ANG A S S O C I AT E S INC. Know what's below. PER ACHD CONDITIONS OF APPROVAL oo PAVEMENT WIDENING, BORROW DITCH,& EMERGENCY VEHICLE ACCESS(EVA)WITH r CID MULTI-USE PATHWAY IMPROVEMENTS ALONG BOLLARDS SOUTH OF PATHWAY 9175 W Black Eagle Dr. Cal I before you dig. \I o I LOT 1, BLOCK 1 FRONTAGE ONLY �, Boise, ID 83709 a I� �\ 208.900.9049 w N r � I `♦ W CL STORMWATER INFILTRATION ` DID BASIN TO SERVE PORTION ` E TOW � ER a , \ \ OF OAKBRIAR WAY BLOCK 1 x Calkins Lateral — �;,/ -- ® x TOE — — — — — EG— 's —x LOT 1 OE — — — — — —_� �— 'TOP =X�X X m/ x E G� — - o ���X�X X— / x �— x-= — x TOP PRIVATE DRIVEWAY TO rM �— — 2 CHURCH PROPERTY EXISTING STRUCTURES TO REMAIN 0��J VL UNTIL FUTURE SUBDIVISION OF THIS PROPERTY / o C��OO �� \ / �� On S�o anq x_ sot x---- k\k 0 I � co PRIVATE DRIVEWAY TO % 0 Rc CHURCH PROPERTY ■ — 1 \ o ca \\ EG BEGIN RIGHT-OF-WAY I / � C: WIDTH TAPER I ' / i / O _0 ❑0 / ♦ Io CIO`) a) 1 c / C& D E TOWER C \ coo I x / O 1 \\ \\ END RIGHT-OF-WAY / / '�J`Q 0 ♦ \\ WIDTH TAPER + / ` � �� CO LOT 2 / aJ O Cn do \ a STONEHILL CHURCH, INC. \ o �, 1608 N MERIDIAN ROAD m ��� MERIDIAN, IDAHO 83642 a \\R \N. Description Date \\ c\\ IN, \ of ±12.5'EXISTING 100 0 100 200 O,� p►�S'�� HALF ROAD WIDTH � GO 38' SCALE(FT) R/W 50'HALF R/W i PUID ESMT= ' 7.00' ' 10.0' ±9.3' ±6.7' 3.0' 17.0' PUBLIC UTILITY, IRRIGATION,& -' 20.00' DRAINAGE EASEMENT E PUID ESMT CONCRETE 4:1 SLOPE 4:1 SLOPE MIN LANDSCAPE BUFFER51ONAL EN MULTI-USE 2.00'i PATHWAY 2.00' CHURCH PARKING LOT; 7.00' R/W 38'HALF R/W 38'HALF R/W R/W NOTE:THE CURRENT UNAPPROVED CONCEPT FOR 4�0� G,SrE9FCy�tc� FLAT ! 4:1 FILL SLOPE ' 1.50% 2 0% (FUTURE) : PUID ESMT! ! SUBDIVISION OF THE PROPERTY TO THE WEST OF 9 5.00' 8.00' 6.00' 11.00, 11.00, 11.00, 6.00' 8.00' ! 264 �5.00% —________________________ ! SIDEWALK LANDSCAPE LANDSCAPE' OAKBRIAR WAY INCLUDES THE REALIGNMENT AND 4:1 CUT/ i W/TREES BIKE THRU TURN THRU BIKEW/TREES i SEE NOTE TILING OF THE CALKINS LATERAL AND WOULD INCLUDE ------------------------ RE: PATHWAY ' i A 10-WIDE REGIONAL CONCRETE MULTI-USE PATHWAY FILL SLOPES 2.00 i rF OF ,QP , 1.00, AS REQUIRED BY THE CITY OF MERIDIAN. THE FUTURE N APPL BORROW DITCH PER ACHD DETAIL 05 NEW PAVEMENT SECTION ' ` 1.50%� --2.0% 2.0%� SIDEWALK/PATHWAY ON THE WEST SIDE OF OAKBRIAR 12/9/2024 (2017 STORMWATER DESIGN GUIDELINES) PER ACHD REQUIREMENTS ===== ==== --- WAY IS BEING DEFERRED UNTIL SUBDIVISION OF THE ASTM C-33 FILTER SAND WINDOW PUID ESMT= PROPERTY TO THE WEST OF OAKBRIAR WAY. Drawing Set Issued for: GRAVEL SHOULDER PUBLIC UTILITY, IRRIGATION,& CITY/ACHD REVIEW AMITY ROAD WIDENING SECTION OAKBRIAR WAY (COLLECTOR ROAD) SECTION (3 LANES) DRAINAGE EASEMENT SCALE: NOT TO SCALE 0 (76'-WIDTH RIGHT-OF-WAY) (46- TBC TO TBC) Project No. 20 2 Issued Date 09 DEE C 202424 25.00' EX R/W 50'EXISTING R/W WIDTH EX R/W SCALE: NOT TO SCALE Drawn by BEA R/W R/WCL Sheet Title MIN LANDSCAPE BUFFER ! ±25'EXISTING ROAD WIDTH i 7.00' 33'HALF R/W 25'HALF R/W i RAW i 50'HALF R/W 50'HALF R/W i CL R/W PUID ESMT 5.00' 8.00' 6.00' 11.50' 11.50' 6.00' W a PUID ESMT= ! j SIDEWALK LANDSCAPE BIKE THRU THRU BIKE LANDSCAPE] M 7.00' ! 10.00, 8.50' 0 ! 11.00' 11.00, 11.00, 11.00, 11.00, ! (D 8.50' 10.00, ! 4:1 CUT/ j W/TREES W/TREES j SEE NOTE Roadway w c.i PUBLIC UTILITY, IRRIGATION,& ° 0 - ' � � ! w v ;PUID ESMT! CONCRETE LANDSCAPE v THRU THRU TURN THRU THRU ! v LANDSCAPE CONCRETE FILL SLOPES �REPATHWAY Improvements Plan N DRAINAGE EASEMENT i MULTI-USE W/TREES o i 5.50' 5.50' i o W/TREES MULTI-USE 2 ! 1.00, J 2 00' PATHWAY N N PATHWAY 2 00' 1.50%� o 2.°�°° - ° ---------------------- Overview w i 1.50%� i 2.0%/° 2,0�/� i 1.50% j PUID ESMT= ________________________________ �— PUBLIC UTILITY, IRRIGATION,& w w -------------------------------------------------� Sheet Number OAKBRIAR WAY (COLLECTOR ROAD) SECTION (2 LANES) DRAINAGE EASEMENT w o FUTURE AMITY ROAD WIDENING SECTION (100'-WIDE RIGHT-OF-WAY) (59- TBC TO TBC) (58'-WIDTH RIGHT-OF-WAY) (36- TBC TO TBC) 320 LL 0- SCALE: NOT TO SCALE SCALE: NOT TO SCALE w z 100 0 100 200 Q 0 0 co TSCALE(FT) (9) 0 C N N 0 DAVID EVANS o ANDASSOCIATES INC. J m SECTION LINE S89°32'29"E 9175 W Black Eagle Dr. D AMITY ROAD-STA:25+98.15= Boise, ID 83709 z OAKBRIAR WAY-STA:60+00.00 SECTION LINE S89°04'30"E I a 208.900.9049 w - - - - --- --� - - - - W Amity Road w _EP ---EP _ EP EP - - EP — E — - - EP - - EP — - - EP — P — - - - - — � — - - — i --- --- --- --- --- -- --- ___ _-- EP CL EP EP EP EP — EP EP EP EP ----------------- — — ---- --- ——— --- --- --- --- --- .30 EP ~O -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- — — �F— -- — ------ — ---- -- — --- — EP EP --- — EP EP EP S 25�S EP - a EP - - - - - - �� � 61S.31 1 I ♦ � BENCHMARK#1 (BM#1) I ♦` SEE SHEET C0.0 FOR DETAILS AMITY ROAD-STA:00+00.00 I AMITY ROAD-STA:26+77.95, OFF:37.19'LT ♦♦ AT INTERSECTION OF AMITY ROAD 1 OAKBRIAR WAY-STA:60+37.03,OFF:79.72'RT i AND MERIDIAN ROAD S00034'07"W ♦ (NW CORNER OF SECTION 36) I i198.05' ♦` ■ - ♦♦ I I CURVE LENGTH-244.85 m v I CURVE RADIUS=800.00' CURVE A= 17'32'10" 1 ♦ O CHORD BEARING=N09°20'12"E CHORD LENGTH=243.89" O ■ m/ ! 1 / % ■ � I _ / \ 1 / %% ■ (6 i CURVE LENGTH =245.16' ` .Q CURVE RADIUS=800.00' i •� ' CURVE A= 17°33'29" \ O CHORD BEARING=S09°19'32"W % O ! CHORD LENGTH=244.20' % Cf) ca I \ C: O M I 1 }� o I i Cl) o += I , E I I U) El 0 1 � � O I ' S00°32'48'W ill 239.64' I i ilk i I / STONEHILL CHURCH, INC. 1608 N MERIDIAN ROAD MERIDIAN, IDAHO 83642 I I 1 I Q Description Date 1 CURVE LENGTH_280.64' \\ \ J�O� CURVE RADIUS=500.00 �O G� CURVE A=32°09'34" CURVE LENGTH = 154.46' ` QQ 1 CURVE RADIUS=500.00' I CHORD BEARING=S15°31'59"E CHORD LENGTH=276.98' CURVE A= 17°41'59" O 1 `\ CHORD BEARING=N22045'47"W 1 CHORD LENGTH= 153.85' \ \ \ \ \ g10NA!EN �ISTAt -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- P 4 c9 264 rF 0 F ICP ygAt APP�-�� � i 12/9/2024 I Drawing Set Issued for: CITY/ACHD REVIEW Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� Cn Roadway Centerline � M w " Horizontal w C N J Alignment Plan a � 1 o ui o � N � K Sheet Number Q Know what's below. Z w o Call before you dig. U- 0- a Lu 30 0 30 60 p Q o ASPHALT CONCRETE PAVEMENT SECTION COORDINATE RELOCATION OF SEE DETAILED INTERSECTION ASPHALT CONCRETE PAVEMENT SECTION co TO MATCH AMITY ROAD SECTION MAILBOXES WITH OWNERS STA:26+51.27 STA:25+44.78 VIEW THIS SHEET TO MATCH AMITY ROAD SECTION o 0 " ) OFF:29.50'LT OFF:29.50'LT SCALE(FT) (RE:ACHD NOTE 3 ON SHEET CO.CO1) AND POSTAL SERVICE (RE:ACHD NOTE 3 ON SHEET C0.1) TBC:2733.10 TBC:2734.82 - +\ - - - - - - - - - - - - - - - tee - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� -�� X _ _ ? DAVID EVANS o - - - - - cG �- ®TJB . -- LU O� W Amity Road TOP ANDASSOCIATES INC. J co --- ---------- -__ j Ep 12"�°C�Q s " ' FP FP 2.. EP 1eV EP i 12"W EP EP 2„W EP 12„W EP EP EP 12 W EP 12'W EP�i W E?� J 12„W El 9175 W Black Eagle Dr. D �O 1 Boise ID 83709 0 8 1 p9 61 6 6g i 6 1 --- 33 C 1p1 - - 190- ' - -_3212 --- 33a1 9- - + 35�2 --��36�6- ----311 --- 38�--�--- 3g3 --- --AO --- d1 --�xp2'6 / - -�p3---+ --XV_ 0 Z �-3 •--- --=� 3 - �-3 � X \\ X ,� X 806 �; � X \X X X X \ a x 28+00 x 27+00 _,26+00x 25+00 ` y 24+00 23+00 221 00 21+00 2744\\ 208.900.9049 N 01 \ \- pay��---------- 1QA \\\�` --' 91 -- ----- \�_.gA -------------- \ 8�- ---------- - A61- - ----------- F \� ----------- 52\\�L------ -- 56- ----- --- \ a�4-------------- g9I--------\` 1?5------1\\��----- 12 - \ --- 12 g8. 29 --------- 3 '- 3 ------ *- � g1• 32._� g3 3 - g5•- --g6•- --31• -- --3 3 --- A2--- - O-- - --d3-'---------- 4'''J EP \ EP P --_ X tP _ EP EP EP EP -_EPP�, ff1✓ EP EP -�,\�E-Fn \ EP €�_ - EP - _ EP c EB�� ` AID - EP EP EP P EP EP EP EP W n,_ O P _ EP OH 701 712 ED _ 712 701 - --- _ - --- - - - EDP - EQ_ - Er ��� _ -ED -- ___ T T _ _ F CL - F 712A 10'W10'W 712A -- ---- ---- - _ - ------ - -- \ a MAIL \ \ for \ STA:27+00.19 ' I \707 \\ i�./ I 707 \\ - --- 01 OFF:48.00'LT �, ' �, o o \\ o o \ o o o \ o \ o I C o \ \ 709 10'W 1.64% 12.0::e o 0 15.0 1.84/o 1.84/0 1.94/o 709 10 W 2.10/o \ 2.16/o > 2.28/o \ 2.20/o 1.96/0 00 1.73/o \ END BW:2732.61 I �? ` \\ \ \ \ \ p `\ \, o �\� OHP \ ' OHP I __OHP P OHP OHP� HP _ OHP JT JT_ OHP JT \ r Oy I I --- - - - -- ------ ---- -- ------------- - STA:2, 93.49 \`\\\ p1 \\\\ "\` % STA:26+41.64 I \ STA:25+00.00 STA:24+50.00 T__--- -STA:24+00.00 STA:23+50.00 1 STA:23+00.00 STA:22+50.00 \ STA:22+00.00 STA:21+50.00 STA:21+07.89 OFF:47.00'LT \ \ \\ \� �\ I I OFF:48.00'LT �i I \\OFF:48.00'LT -t.OFF:48.00'LT OFF:48.00'LT OFF:48.00'LT OFF:48.00'LT \ OFF:48.00'LT \\ OFF:48.00'LT OFF:48.00'LT OFF:48.00'LTrM \O \\\`` \`\ I BW:2733.57 I wi I BW:2735.91 `i BW:2736.83 BW:2737.80 BW:2738.85 BW:2739.93 \\ BW:2741.07 O BW:2742.17 BW:2743.15 BEGIN BW:2743.88 END EP:2731.22 \\ \\\ i , STA:27+73.49 \\\ ag5° \\\\\ \\\ \ i v �� v�v ■ r4 OFF:47.00'LT I \\\\ \�\�\ \\��\ i i STA:25+51.42 i Q ` rm �` END EP:2731.54 I \ \ \ \\ I i PROPOSED PUBLIC UTILITY, IRRIGATION,& \\ �� EMERGENCY VEHICLE ACCESS(EVA)WITH THREE(3) \ \� \�\\\� \\\ 1 , OFF:48.00 LT \ \ •f \\ \� cc N DRAINAGE(PUID)EASEMENT,TYP. FOLD-DOWN OR REMOVABLE BOLLARDS AT 6 SPACING, \ PROVIDE SMOOTH GRAVEL SURFACE TRANSITION FROM II \\�.� �� \��\ \gyp I \ 'BW:2734.96 SEE PLAT FOR MORE INFORMATION. CONTRACTOR SHALL PROVIDE PRODUCT SUBMITTAL I \ \ \\`\ \\ ----- ---+ i-------------- �\ \ EDGE OF PAVEMENT TO EXISTING CANAL ROAD, I \ �' �� ���� - I -- -- - -- - -- -0 ' -r --- - -- -� - �------- �\ TO PROJECT ENGINEER AND CITY OF MERIDIAN FIRE ` COORDINATE WITH BOISE PROJECT BOARD OF CONTROL i \\ �� \\���� \ i w O I i `� \\\ DEPARTMENT FOR APPROVAL \\\\ O ■ ca \ \\\ �\\ \\ INCREASE SIDEWALK CONCRETE DEPTH 7 \ \\ \ TO 6 INCHES(FIRE DEPARTMENT ACCESS) \\ \ \\ \ \�� \\\` \\ \\ ■ IIIIIIIIIIIIII■ See Sheet C2 . 3 OFF:48.00'LT > 2745 BEGIN BW:2743.88 2745 ■ AMITY ROAD PROFILE EXISTING GROUND PROFILE AT SOUTH RIGHT-OF-WAY LINE (50.00'FROM AMITY ROAD CENTERLINE I SECTION LINE) 2742 2742 � � AMITY ROAD TOP BACK OF MULTI-USE PATHWAY _0 DESIGN PROFILE=EXISTING ROAD CENTERLINE _ ---"' U) rM Cn a) 2739 2739 O - O 2736 _ _--' _- 2736 o += +� NEW WATER MAIN TAP U Q STA:27+00.19 -' (SEE SHEET C5.1) L OFF:48.00'LT AMITY ROAD CENTERLINE END BW:2732.61 2733 EXISTING PAVEMENT PROFILE ___ _- - _ __- ___ 2733 Q 0 U ___--- ---- ��----, �-__ ------ EX12'W 2730 __- '-- - - 2730 i STONEHILL CHURCH, INC. 1608 N MERIDIAN ROAD MERIDIAN, IDAHO 83642 HORIZONTAL SCALE(FT) 2727 i i _ __ 0 30 60 2727 NEW WATER MAIN TAP 0 3 6 0 Description Date (SEE SHEET C5.1) AMITY ROAD CENTERLINE AMITY ROAD TOP BACK OF MULTI-USE PATHWAY VERTICAL SCALE(FT) EXISTING PAVEMENT ELEVATION,TYP DESIGN ELEVATION,TYP 1P Cfl 1P Lq O Ln Cfl r_ O CO Ln N 00 O � N I-- ti N CO I-- 00 ti � O CO LO co O O� 6� O O N CV M M � Lf) O LC) Ln Cfl 17 C6 CR ti N ti 00 06 � O O O ~ O Cl? O '� CV Cl? CM � CM Ln 4 ��► CV M M co M co co M M co co M M Lf) M Ln CO CO M CO co 1� ce) I` co 00 M O co O � O � CV Nt N Nt co N I__ r- ti I` r- I` ti I` M Il- I` ti ti M ti co ti CO Il- co I_ co r- M r- co ti CM I` C) I` � ti � ti ti � ti � I- � ti ti 0� P�S•�� N N N CV N CV N " 1__ N CV N N 1-- CV I,_ N ti N 1_ N 1� N I� N ti N ti N I,- N I, N ti N I,- N I� N I� N I- N N +I +I +I +I +I +I +I +I cll +I +I +I +I cll +I N +I N +I cll +I n1 +I N +I CV +I N +I cll +I cll +I N +I cll +I cll +I cll +I N +I +I GO 28+75 28+50 28+20 27+90 27+60 27+30 27+00 26+70 26+40 26+10 25+80 25+50 25+20 24+90 24+60 24+30 24+00 23+70 23+40 23+10 22+80 22+50 22+20 21+90 21+60 21+30 21+00 20+75 GENERAL GRADING NOTES ❑ ISPWC / ACHD IMPROVEMENT KEYNOTES LEGEND ABBREVIATIONS 1. ADD 2700'TO SPOT ELEVATIONS SHOWN TO OBTAIN TRUE ELEVATIONS. 701. 6"VERTICAL CURB AND GUTTER PER ISPWC SD-701 (ACHD REVISION). 125 EXISTING SPOT ELEVATION BW TOP BACK OF SIDEWALK ELEVATION 2. ADA PEDESTRIAN RAMPS SHALL NOT EXCEED 8.33%(1:12)LONGITUDINAL SLOPE. ADA WALKS SHALL NOT EXCEED 707. CURB TERMINUS PER ISPWC SD-707. x a EP TOP EDGE OF PAVEMENT ELEVATION ..cWNAL 5.0%(1:20)LONGITUDINAL SLOPE AND 2.0%(1/4"/FT)CROSS SLOPE. NO TOLERANCES WILL BE ALLOWED. FG FINISHED GRADE ELEVATION �C�? 1STF 709. CONCRETE SIDEWALK PER ISPWC SD-709(ACHD REVISION). 2.16% PROPOSED PAVEMENT SURFACE SLOPE GB GRADE BREAK Q� Q.� AF �% 3. MINIMUM ASPHALT SLOPE IS 1.0%. MINIMUM CONCRETE SLOPE IS 0.4%. ALL NATURAL SLOPES SHALL NOT EXCEED LIP LIP OF GUTTER ELEVATION 4 3:1 UNLESS OTHERWISE SPECIFIED. 712. TACTILE WARNING SURFACE(TWS)FOR PEDESTRIAN ACCESS PER ISPWC SD-712(ACHD REVISION). A C 712A. PEDESTRIAN RAMP TYPE"A"FOR NEW DEVELOPMENT PER ISPWC SD-712A. LT LEFT OFFSET ` v 4. WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT PREPARED BY ATLAS ----2735---- EXISTING GROUND CONTOUR(1' INTERVAL) OFF: OFFSET TECHNICAL CONSULTANTS, LLC(FILE No. B220447g), DATED MARCH 29,2022,AND SUBSEQUENT ADDENDA. 806. SAWCUT EXISTING ASPHALT CONCRETE PAVEMENT(24"MIN FROM EDGE OF PAVEMENT)AND REMOVE PAVEMENT RT RIGHT OFFSET 5. UNCONTROLLED FILL MUST BE OVER-EXCAVATED TO NATIVE SOIL AND BACKFILLED IN ACCORDANCE WITH THE PER ACHD STANDARDS, MATCH PAVEMENT ELEVATIONS, SEE ISPWC SD-806(ACHD REVISION) FOR CROSS-SLOPE STA: STATION lF of `gyp GEOTECHNICAL REPORT. UNCONTROLLED FILL MAY BE USED AS STRUCTURAL BACKFILL PROVIDED ALL UNSUITABLE REQUIREMENTS,SEE ACHD NOTES 3&4 ON SHEET C0.1 REGARDING SAWCUTS&PAVEMENT SECTIONS. TA TOP OF ASPHALT PAVEMENT ELEVATION y'4N APP�-�� MATERIAL IS REMOVED PRIOR TO BACKFILLING TO FINAL SUBGRADE ELEVATION. TBC TOP BACK OF CURB ELEVATION 12/9/2024 6. THE CONTRACTOR(S)SHALL REMOVE ALL OBSTRUCTIONS ABOVE AND BELOW GROUND REQUIRED FOR THE EP EP EP EP EP ±12.5'EXISTING TC TOP OF CONCRETE ELEVATION CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.THIS WORK INCLUDES CLEARING AND GRUBBING,WHICH W Amity Road HALF ROAD WIDTH TYP TYPICAL Drawing Set Issued for: INCLUDES CLEARING THE GROUND SURFACE OF ALL TREES,STUMPS, BRUSH, UNDERGROWTH, HEDGES, HEAVY -}- --- ---��--- +-- --- CL CITY/ACHD REVIEW GROWTH OF GRASS AND/OR WEEDS, FENCES,STRUCTURES, DEBRIS, RUBBISH,AND OTHER MATERIAL NOT 27+00 26+00 0.10'-INTERVAL PAVEMENT CONTOUR,TYP 25+00 `, 38 SUITABLE FOR THE FOUNDATION OF PAVEMENTS AND OTHER STRUCTURES.ALL MATERIAL NOT SUITABLE FOR USE - - -- - -,-?-?- - - - - - R/W 50'HALF R/W -�_�_�_�_ �,_rT __ T_�,; _ �-� �, T T _ , Project No. R220401 ON SITE SHALL BE DISPOSED OF OFF-SITE AT AN APPROVED LOCATION.ALSO REFER TO THE PROJECT _ -?� PUID ESMT= I Issued Date 09 DEC 2024 2�3 7.00' I 10.0' ±9.3' ±6.T 3.0' 17.0' GEOTECHNICAL REPORT. Ep `� -_s PUBLIC UTILITY, IRRIGATION,& -' \ -- DRAINAGE EASEMENT E PUID ESMT CONCRETE 4:1 SLOPE 4:1 SLOPE Drawn by BEA MULTI-USE 2.00' PATHWAY 2.00' EXISTING Sheet Title FLAT i o ROAD GL 1.50% ° Amity Road o 0- °° I \'` o \ \ 4:1 FILL SLOPE -i �.0/° Y vi C ------------------------ WN �` \ �- I CO= o �\ i I / R OFF:48.00'LT ----- ------------------ 9 i enin Q I MI I i BW: MATCH ROAD q 806 SEE SHEET C2.3 FOR ADDITIONAL , Plan & Profile SEE SHEET C3.3 BORROW DITCH PER ACHD DETAIL 05 NEW PAVEMENT SECTION INTERSECTION GRADING DETAILS N \`� I/ ;�Y ` ' ,-_- N `\ FOR DETAILS (2017 STORMWATER DESIGN GUIDELINES) PER ACHD REQUIREMENTS � \� \i ` 4 v; 0�3�'` o- \\\ \ \ ASTM C-33 FILTER SAND WINDOW SEE ACHD NOTE 3 Sheet Number Q Know what's below. GRAVEL SHOULDER ON SHEET CO z \ �, ;�' DETAILED INTERSECTION VIEW �, �; -0 " AMITY ROAD WIDENING SECTION w g Call before you dig. �\ m 2.00°i 2.00io-' SCALE: =30' C2m2 LL � ram` � � SCALE: NOT TO SCALE a ' ' 'W ❑ ISPWC / ACHD IMPROVEMENT KEYNOTES GENERAL GRADING NOTES I '� ' % ' W I I / I \ I III U \ I I i iii / i i it / I 701. 6n VERTICAL CURB AND GUTTER PER ISPWC SD-701 (ACHD REVISION). 1. ADD 2700,TO SPOT ELEVATIONS SHOWN TO OBTAIN TRUE ELEVATIONS. I / N 1 I I CV Q �-_�` \\ I II I I I V o I , -'� ` ASPHALT CONCRETE 2. ADA PEDESTRIAN RAMPS SHALL NOT EXCEED 8.33% 1:12 LONGITUDINAL SLOPE. ADA WALKS SHALL NOT EXCEED 5.0% 1:20 I "' / "' I I I \ u, /n, I \ 708. VALLEY GUTTER PER ISPWC SD-708 ACHD REVISION). � � \ \ PAVEMENT SECTION LONGITUDINAL SLOPE AND 2.0% 1/4"/FT CROSS SLOPE. NO TOLERANCES WILL BE ALLOWED. 709 CONCRETE SIDEWALK PER ISPWC SD 709(ACHD REVISION). I I / / ,,, c, I o �- \ / � � � \ I I \ TO MATCH OAKBRIAR o o I I � ��� iii � ,I \ \ 0 1 I �� \ I I I I \ 3. MINIMUM ASPHALT SLOPE IS 1.0/o. MINIMUM CONCRETE SLOPE IS 0.4/o. ALL NATURAL SLOPES SHALL NOT EXCEED 3:1 I / N SEE SHEET C2.2 FOR ADDITIONAL 1 I \ 712. TACTILE WARNING SURFACE(TWS) FOR PEDESTRIAN ACCESS PER ISPWC SD-712(ACHD REVISION). I 1 1 I \ WAY SECTION N INTERSECTION GRADING& I I \ INFILTRATION BASIN 1 I 1 I \ UNLESS OTHERWISE SPECIFIED. I II I Illi / li I I \ \` ' ° DAV I D EVAN S o I w a \ 712A. PEDESTRIAN RAMP TYPE"A"FOR NEW DEVELOPMENT PER ISPWC SD-712A. SEE SHEET C3.1 1 I I I \ (RE:ACHD NOTE 3 ON I II I IlIy >, cn III I Il `�' I \ \ \ o CONSTRUCTION DETAILS I = \ 1 I 1 1 \ . WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT PREPARED BY ATLAS I r' 11 I III, III I Ili I I \\ `\ \ LU I I O \ 806. SAWCUT EXISTING ASPHALT CONCRETE PAVEMENT 24"MIN FROM EDGE OF PAVEMENT AND ' / I I I I \ SHEET CO.001) TECHNICAL CONSULTANTS,LLC FILE No. B220447 DATED MARCH 29,2022,AND SUBSEQUENT ADDENDA. I I ,I z w I ( ) ( g), 11 I, I y \ ` ° ANGASSOCIATES INC. A� /////'/' 1 1 1 1 \ I li i I � W � co I \ REMOVE PAVEMENT PER ACHD STANDARDS, MATCH PAVEMENT ELEVATIONS,SEE ISPWC SD-806 / , , , I I I 1 5. UNCONTROLLED FILL MUST BE OVER-EXCAVATED TO NATIVE SOIL AND BACKFILLED IN ACCORDANCE WITH THE II I w ~ III I /� ` \ \ 9175 W Black Eagle Dr. U I I \ / / / / I I , , > J I \ (ACHD REVISION FOR CROSS-SLOPE REQUIREMENTS,SEE ACHD NOTES 3&4 ON SHEET C0.1 !1 II I > > III \ \ �_ g 1 GEOTECHNICAL REPORT. UNCONTROLLED FILL MAY BE USED AS STRUCTURAL BACKFILL PROVIDED ALL UNSUITABLE 1 / U- I LIP 34.48 \ / , 1 1 1 26.00'CLEAR WIDTH, I I I / III •- � w III I / II \ I I ° Boise ID 83709 \ REGARDING SAWCUTS&PAVEMENT SECTIONS. / / / I I MATERIAL IS REMOVED PRIOR TO BACKFILLING TO FINAL SUBGRADE ELEVATION. 1 11 I/ III �- III ,� LIP 34.40 TBC R30.0 \ I I I 1 I APRON LENGTH=37.5' I II Y III W III / I Il 1 1 I 208.900.9049 z I I \ 1 \ \_ TBC R30.0' G I ii 0 - n, / 1 I / a I 1 \ 2 STA:61+00.00-BEGIN \ �,�;\ _ ' LIP 30.89 (>30'ACHD MIN) 6. THE CONTRACTOR(S)SHALL REMOVE ALL OBSTRUCTIONS ABOVE AND BELOW GROUND REQUIRED FOR THE CONSTRUCTION I I I III w ¢ ° N 1 1 II ���� TYPICAL STREET SECTION ` OF THE PROPOSED IMPROVEMENTS.THIS WORK INCLUDES CLEARING AND GRUBBING,WHICH INCLUDES CLEARING THE I I / III as ~ a ------------- 709 5W ____ 712 I I I iii /f-+ .i it / / --------------------- --------- a I ,, / = W rr----� - - -- -------�---------- 1 - � ' 1 lr lr - ---------__ --_� 5'W 712A GROUND SURFACE OF ALL TREES,STUMPS, BRUSH, UNDERGROWTH, HEDGES, HEAVY GROWTH OF GRASS AND/OR WEEDS, I I. I III / c� cn III I T -----�--- - w AMITY ROAD ! ;, = - - - - - - - - _ - - ----- ----lr ---- __ - -_w_ LIP 31.16 FENCES,STRUCTURES, DEBRIS, RUBBISH,AND OTHER MATERIAL NOT SUITABLE FOR THE FOUNDATION OF PAVEMENTS AND I > III / � IIIJ", d - - °�° I iii / > a iiii Q STA:25+44.78 LIP 34.12 ava;le �� - - --__ 1 712 OTHER STRUCTURES.ALL MATERIAL NOT SUITABLE FOR USE ON-SITE SHALL BE DISPOSED OF OFF-SITE AT AN APPROVED /I •- _ ,,, ,1 Lr 1 iCL OFF:29.50'LT i i --_ `. 1 „LOCATION.ALSO REFER TO THE PROJECT GEOTECHNICAL REPORT. 1 / II I I' I" ° TBC:2734.82 806 1 LIP 33.77 LIP 33.14 LIP 31.95 ta a / 712A / _ I - f---------- 0- 1 / I I - - e LIP 30.95 TBC R30.01i i i / ---T----- ----------- LIP 33.53 2.97%-12"`t0 1.00% �2' lr \\ I / I 1.50% C) 701 _ LIP 30.11 IIRRIGATION, / ,/ „ � -, I PROPOSED PUBLIC UTILITY, & n 0. I N - -7 LIP 30.14 .---.. �,,- I DRAINAGE PUID EASEMENT,TYP. 60 00 /12 35% 1.89%- 1.50% 61+00 1.00% �"' 62+00 LIP 30.27 I ( ) ,,, 1 / AQ 35.00'CLEAR WIDTH, I. �r I SEE PLAT FOR MORE INFORMATION. �` APRON LENGTH=32.0' I I / 'I /I I / -J- ----- - `�=-{---- - F---------- ' LIP 30.51 0.98� / I CL 33.30 CL 33.15 CL 32.37 CL PC �- 00 LIP 30.75 � - I / / (>30 ACHD MIN) I /I I I / I TOP OF 4H:1V CUT SLOPE / I I 1.50% = i o 31.39 701 CL BVC CL LP y, LIP 30.92 ��� 709 5'W i i i I I EP 38.22 I / L5\W 0/ o S Oakbriar Way 30.67 1.00° - _ 1 / J ° ci o ' N CLEVC�� lr -__ / I I 712 I i o o ILIP 32.78 1.65% 1.00% 30.52 -/___ I /,LIP 37.92 I 1.85/0 1.50% LIP 37.98 - - - ■ - LIP 37.86 LIP 37.95rM 30.67 '�-�_64+pp - I �l - 7 ____- 5'W 712A j/ i LIP 32.83 LIP 32.63 LIP 31.95 �- 5'Wlr709 _�- 1 QI �� - - - - - - \ - M�Lo�\ a::`e ____�3\ - - - - _LIP 30.11 I CL BVC �_ \ M, __ ,__-_. _ i a °° � - 1r - -------LIP 32.83 �� 03 ° - U - - I® - a3 a3 a3 31.503-- I P 3 E� (1) E+i Fa - - - - EP _ - EIP �P" . _ _ - tr CL PRC P \ \\� 2.72 0- Ep EP LIPI37.85 1 1 I LIP 32.68 , / - - - - - - - - - - - - - - __ CL EVC' -�65+pp \ W _ P'3 - EP.... OHP ■ 31.93 - \ �2 LI 7 36 LIP 37.73 _ _ _ I a.aaevl TBC R30.0 �� \ \ EP o r� - 1.............. .. -r / 1 p _ _ 0 / EP EP Ep ED ED EP EP EwZ _ EP �EP 32.60 0_G P �-� �65 G N �' G�\ LIP 37.01 TBC R25.0 > TBC R25.0' ' -0.68/0 2 ��- o �- \ I I I LIP 37.92 T- LIP 32.60 0 0 0 +� 66+00 \ \ I P 708 CL INTERSECTION 38.15 ° _ �// ■ AMITY ROAD i I Jr � � � - - - - � - � �� OHP OHP / \ - - -------D14P--_ \HP T `HP -�' F BI--�_ �I / 67 0 0.75/0 6 0 STA:26+51.27 I / oHp oHp oHP oHP x x� x •>f x `�c x• x x x fc --�_ I / / I I I I o I ,F�-- I - r---- -- �-�- �� ------ OFF:29.50'LT / / \ � 2.58° o v J I I- ' I I / \ \ �� 1 1 r; m / CL BVC I I CL PT -' I CL HP CL EVC �� / 37.04 /TBC.2733.10 ----------------------------- �'d \ � �� ,�, F- I ' d01 __ ___ �� \ GRADING TO INCLUDE SUBGRADE \ \ I _ / I 11 38.00 �� 38.33 I 1 38.23 14.0 ■ �� _______-`-______d01 h S ` \ \ OF FUTURE PATHWAY,TYP \\� ` I 11 -l - I ,� I 0 I Q _ a \ I 1� / d - 0• LIP 36.87 I\ LIP37.89 0.68/0 I o o� / ,;' - _�_ t�/' \ SEE SECTION 2 THIS SHEET / %%�z�i ,-,___=___ ==_,, � , `3/ \ 1 x \\ I _ i _ - -j LIP 37.10 LIP 37.77 I I ■ gyp? \\ \ I\ I T -i- i i TBC R25.0 �R �� I I TBC R25.0' o i EP 37.59 1 1 712A 5'W CURB CUT ONLY 93 � \\ \\ X TOE OF 4H:1V FILL SLOPE \ \\ - -`- - - - =� -� - rQ - - - - - %� 1 - - - - - - - i- - � _d_Ol Ill (� �+ 1 _ ,;;�///,��� �� _, _--' 30l �� o� \� \ I 1 / i FUTURE PUBLIC STREET CONNECTION / III / � 7yo / /_ �O .� a //// i 'i/ /��� `���`�� �\�� \ X I 1 / I / / / iii / \ / / SHOWN FOR REFERENCE ONLY BY OTHERS 1 I_:_ - / _ _ - I I I W O i i/i�/ �'/ii/ // ��� ��� �� \\\ O �\��� ��\\ \ I 1 / I ( ) / � •0 / I n i �_-- --�� / (n � CC� Iw //�'�i/ /� \ \� � ���� I 1 / I l I I l ^ I iii 1 /9/// ,''ii' J//'/ ��/ \ \�� ���`�� \�� I 1 / I I 1 / I /� l I Ii i d / Q 1 W 0 `���� c�� 1 30 0 30 60 1 i I / / / , , TOP OF 4H:1V CUT SLOPE No , O `� INSTALL 14'-WIDE DRIVEWAY CURB OPENING WITH 6'-LENGTH WINGS FOR TEMPORARY ACCESS O SCALE(FT) TO EXISTING RESIDENCE ON WEST SIDE OF OAKBRIAR WAY, INSTALL 6 DEPTH GRAVEL Q 2745 ^� / \\ \\\ \\ 1 ACCESS DRIVEWAY @ 10%MAX SLOPE-TO CONNECT TO EXISTING GRAVEL DRIVEWAY 2745 � O OAKBRIAR WAY PROFILE Q HORIZONTAL SCALE(FT) ----- - _ _ U) 0 0 0 30 60 _���- - 2742 0 2742 O � coo + °M° 0 3 6 EXISTING GROUND PROFILE AT U 11 co o o VERTICAL SCALE(FT) i ROAD CENTERLINE Q 11 co o OAKBRIAR WAY CENTERLINE,TYP 11 o I I INTERSECTION + HORIZONTAL CURVE PT Y o c~n DESIGN PAVEMENT SURFACE PROFILE AT STA:67+01.06 Q M U) STA:66+88.06 W co Q M Y CD 11 OAKBRIAR WAY CENTERLINE,TYP ELEV:2738.15 2739 m N W M Q M Q PVI STA:63+00.00 PVI STA:64+42.90 ELEV:2738.00 2739 - r_ W M L I 1 m N W N `n ti PVI ELEV:2730.37 PVI ELEV:2731.80 �i i STONEHILL CHURCH, INC. u o 11> LU m 11 w M K:30.00 K:36.30 1608 N MERIDIAN ROAD J Q w m N LVC:60.00 LVC:60.00 ��� MERIDIAN, IDAHO 83642 W W Q w o LOW PT. STA:63+00.00 0 rn rn SLEEVED PIRR 2736 LU o o LOW PT ELEV:2730.52 0 0 + M CROSSING 2736 N N M N V N V CNI GO � � GO W W W W v > v > v > v > 650% 0 Description Date -2.35% m m w W M m w w 2, HORIZONTAL CURVE PC STA:61+98.05 _ 2733 -1.$Oo/ ELEV:2731.39 2733 O -1.89% JAG `p� 1.00% HORIZONTAL CURVE PRC p►QS.�� _�.��� STA:64+42.90 �0 2730 ------ _--- ELEV:2731.93 2730 GO ------- --------- --------- --------- M STORM DRAIN PROVIDE 5'MIN COVER OVER WATER MAIN o N co CROSSING � � co WITHIN OAKBRIAR WAY("MIDSECTION LINE") N 66 PVI STA:67+02.70 N co 0 66 PVI ELEV:2738.70 0 ANAL LVC: 125.00 �� �G1STggFC�' 2727 m m K:36.74 w w 2727 EXISTING GROUND ELEVATION AT FINISHED PAVEMENT ELEVATION AT HIGH PT.STA:67+37.87 A NEW 12"\HATER MAIN(SEE SHEET C5.2) OAKBRIAR WAY CENTERLINE,TYP OAKBRIAR WAY CENTERLINE,TYP HIGH PT ELEV:2738.33 ` 6 4 yrEOF %0p�� 1 M Lf) O I` L17 N M ti r- r- M ti N ti ti r- ti N M I` O ti Cq ti L0 M ti CO M M M co M O ti N ti M co CV ti N co M a M N M O APP�-� / � O Lq O ai OO dj Uf dj N ai � 6j IR dj Lq dj IR O � O N O Uf O N ti N Uf C-S M � 17 L6 � ti I` O U O N N N Cl? M -7 N O 12/9/2024 co co M N M N M N N � N � N N O N O N O N O co O M r M r M N M N M M M � M Ul) CO LO M (0 � ti � 00 � 00 � OO � 00 ti r- M r- M r- M r- M rl- M rl- M ti M rl- M rl- M rl- M rl- M r-- M r- M M � M � M rl- M rl- M rl- M rl- M rl- M ti M ti M M co M M N r` N r` N r` N r` N r` N r` N r� N r` N r` N rl- N r` N r` N r� N r` N r` N r` N r` N r` N r` N r` N r` N ti N r` N r` N r- N r� N I` Drawing Set Issued for: Know what's below. +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N +1 N Cal before you dig. 60+30 60+60 60+90 61+20 61+50 61+80 62+10 62+40 62+70 63+00 63+30 63+60 63+90 64+20 64+50 64+80 65+10 65+40 65+70 66+00 66+30 66+60 66+90 67+20 67+50 67+80 68+10 CITY/ACHD REVIEW Project No. R220401 20.00' Issued Date 09 DEC 2024 MIN LANDSCAPE BUFFER ASPHALT CONCRETE PAVEMENT SECTION, LEGEND ABBREVIATIONS SEE ACHD NOTE 3 ON SHEET C0.1 Drawn by BEA CHURCH R/W ruvv 2.16% PROPOSED PAVEMENT SURFACE SLOPE BVC BEGIN VERTICAL CURVE LVC VERTICAL CURVE(LENGTH) PARKING LOT: 7.00 38'HALF R/W F38'HALF RIW NOTE:THE CURRENT UNAPPROVED CONCEPT FOR �_ Sheet Title c� FUTURE E PUID ESMT! 0. BVCS BEGIN VERTICAL CURVE(STATION) OFF: OFFSET ( ) I 5.00' 8.00' 6.00' 11.00' 11.00, 11.00' 6.00' 8.00' i SUBDIVISION OF THE PROPERTY TO THE WEST OF LIP 30.11 PROPOSED SPOT ELEVATION BW TOP BACK OF SIDEWALK ELEVATION PC HORIZONTAL CURVE POINT OF CURVATURE o a I OAKBRIAR WAY INCLUDES THE REALIGNMENT AND CL CENTERLINE PRC HORIZONTAL CURVE POINT OF REVERSE CURVATURE j SIDEWALK LANDSCAPE BIKE THRU TURN THRU BIKE LANDSCAPE] w N 4:1 CUT/ 709 W/TREES W/TREES I SEE NOTE TILING OF THE CALKINS LATERAL AND WOULD INCLUDE ----2735--- EXISTING GROUND CONTOUR(V INTERVAL) EP TOP EDGE OF PAVEMENT ELEVATION PT HORIZONTAL CURVE POINT OF TANGENCY Oakbriar Wa = N FILL SLOPES 2 00 I ! RE: PATHWAY A 10'-WIDE REGIONAL CONCRETE MULTI-USE PATHWAY EVC END VERTICAL CURVE PVI POINT OF VERTICAL INTERSECTION y z o 701 ROAD 701 1.00, AS REQUIRED BY THE CITY OF MERIDIAN. THE FUTURE 701 6"VERTICAL CURB AND GUTTER FIG END VERTICAL CURVE(STATION) RT RIGHT OFFSET Plan & Profile o FIG FINISHED GRADE ELEVATION STA: STATION 1 50/i -2.0% 20/i SIDEWALK/PATHWAY ON THE WEST SIDE OF OAKBRIAR PER ISPWC SD-701 (ACHD REVISION) GB GRADE BREAK TA TOP OF ASPHALT PAVEMENT ELEVATION --••-----••-------------- WAY IS BEING DEFERRED UNTIL SUBDIVISION OF THE TBC ELEV= HP HIGH POINT TBC TOP BACK OF CURB ELEVATION Nw OFF:36.00'LT OFF:23.00'LT PUID ESMT= PROPERTY TO THE WEST OF OAKBRIAR WAY. LIP ELEV+0.42 LIP ELEV TIC TOP OF CONCRETE ELEVATION o K MEASURE OF VERTICAL CURVATURE N [BW: ROAD rL+0.20' BW: MATCH ROAD 4 PUBLIC UTILITY, IRRIGATION,& LIP LIP OF GUTTER ELEVATION Sheet Number � .6 PER PLAN TYP TYPICAL w w OAKBRIAR WAY (COLLECTOR ROAD) SECTION (3 LANES) DRAINAGE EASEMENT LP LOW POINT 2 Q LT LEFT OFFSET z o (76'-WIDTH RIGHT-OF-WAY) (46' TBC TO TBC) 2C2m3 LL 0- SCALE: NOT TO SCALE M EP 34.55 _ It \ I I I 03 / / FUTURE PUBLIC STREET CONNECTION / U \ \ CV , / / / i i�1i / % �i 3 �� x 1 z \ \ I ' ' ' / / SHOWN FOR REFERENCE ONLY BY OTHERS t / d3 I I It It 0It \ a I I 1 / � I 30 0 30 60 Cl) I \ a' 4 I i i /' / / / / / t \ `e ; ,� EP 34.83 ! G�S�O 2 EP 34.04 �d i o T / / / � � ��� / '� `� �` C. � �000°oo R 0 I I / d \\ I I x ` ` �� eP�� G�b0000°o0 0O 0 � I SCALE(FT) ` -b0000 00000 ° / TEMPORARY ACHD EASEMENT GENERAL GRADING NOTES I I / % d % , ° 00000°00000000 0 0000r 000000- I00000 18 °00000r� _ -� x N / px' 00000 .. >000000w booao�o0 0°000000 ' DAV I D EVAN S I 4 d Q / P, / ` ` o ev000 ° o000000°OD' y I o / / / �✓ °`` n °°0000r I 1. ADD 2700 TO SPOT ELEVATIONS SHOWN TO OBTAIN TRUE ELEVATIONS. w \ � ' I I ASPHALT CONCRETE PAVEMENT SECTION o 00000� ,, w I ,I / � / , ANoASSOCIATES IWc. \ / EP 34.79 �\ o°� i / a I o m � � I I / / TO MATCH OAKBRIAR WAY SECTION � � %;- � I 2. ADA PEDESTRIAN RAMPS SHALL NOT EXCEED 8.33/°(1:12)LONGITUDINAL SLOPE. ADA WALKS SHALL NOT EXCEED \ ° / / / '° y 9175 W Black Eagle Dr. \ I I / / / (RE:ACHD NOTE 3 ON SHEET C0.1) �� \; EP 33.51 5.0%(1:20)LONGITUDINAL SLOPE AND 2.0%(1/4"/FT)CROSS SLOPE. NO TOLERANCES WILL BE ALLOWED. 9 \� - ° i i l / / '/ /' / // I ' R50' -/""' 0 I I i 3. MINIMUM ASPHALT SLOPE IS 1.0%. MINIMUM CONCRETE SLOPE IS 0.4%. ALL NATURAL SLOPES SHALL NOT EXCEED Boise, ID 83709 U) �� \ ° + - / i / // // I 00 u, x / 3:1 UNLESS OTHERWISE SPECIFIED. 208.900.9049 w \\I \11 �"' \I ° + /� /// / / / / / STA: 72+36.22 EIt P 34.43 i 4. WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT PREPARED BY ATLAS EX CONCRETE VDITCH // / x '�'� ' TECHNICAL CONSULTANTS, LLC FILE No. B220447 DATED MARCH 29,2022,AND SUBSEQUENT ADDENDA. / OFF:31.00'LT ( g)° I �'/ '„� / LIP 33.86,/ �, / ' / END BW:2735.00 CL END PVMT 5. UNCONTROLLED FILL MUST BE OVER-EXCAVATED TO NATIVE SOIL AND BACKFILLED IN ACCORDANCE WITH THE � i I ° a a // �" i i TO REMAIN,TYP i / •� > Q i i I STA:68+98.84,OFF:43.00'RT / \ i i / / i // /// ,� 13k00�,/-� 33.89 GEOTECHNICAL REPORT. UNCONTROLLED FILL MAY BE USED AS STRUCTURAL BACKFILL PROVIDED ALL UNSUITABLE / / / /' N I MATERIAL IS REMOVED PRIOR TO BACKFILLING TO FINAL SUBGRADE ELEVATION. 48"GIRR MANHOLE SIMILAR TO +\ / �o$ /�5°I°` G �x/ J / / ' 707 0� / / 6. THE CONTRACTORS SHALL REMOVE ALL OBSTRUCTIONS ABOVE AND BELOW GROUND REQUIRED FOR THE ISPWC SD 611 (BARREL SECTION ONLY) / // + / /� olo" � j ' CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.THIS WORK INCLUDES CLEARING AND GRUBBING,WHICH /4 EXPANDED METAL COVER=2742.00 / // / / ^"' / y� / /- Oj PROPOSED PUBLIC UTILITY, IRRIGATION,& "' /'' // LIP 34.38�:/ LIP 33.85 x INCLUDES CLEARING THE GROUND SURFACE OF ALL TREES, STUMPS, BRUSH, UNDERGROWTH, HEDGES, HEAVY 12"INV IN (5 LF 12"ADS)=2739.29 / / �' / w �t�i ,r/ / � -� GROWTH OF GRASS AND/OR WEEDS, FENCES,STRUCTURES, DEBRIS, RUBBISH,AND OTHER MATERIAL NOT 12"INV OUT=2734.40 �/ / ' DRAINAGE(PUID)EASEMENT,TYP. % 6�oo. / / / /- 707 /// I SUITABLE FOR THE FOUNDATION OF PAVEMENTS AND OTHER STRUCTURES.ALL MATERIAL NOT SUITABLE FOR USE SUMP=2732.40(24 DEPTH) / , SEE PLAT FOR MORE INFORMATION. /- .0/ ,��,Pj ,' i i �� ,� LIP 34.59/� // / / Ix ON-SITE SHALL BE DISPOSED OF OFF-SITE AT AN APPROVED LOCATION.ALSO REFER TO THE PROJECT TOP OF 4H:1V ,�o"' / �' ' ���'� / I 0/ % // i / GEOTECHNICAL REPORT. rM �Q CUT SLOPE `�' i '�� / _ i/tr 0,k0 -��CL PRC 34.91 / / �L TOP OF 4H:1V CUT SLOPE y '1 / ■ __. �- � ❑ ISPWC / ACHD IMPROVEMENT KEYNOTES STA.69+00.00 BEGIN 3 / / 12"CHAMFERED INLET WI __i i / / 701. 6"VERTICAL CURB AND GUTTER PER ISPWC SD-701 (ACHD REVISION). TYPICAL STREET SECTION I\\ / GROUT TO MATCH V-DITCH , -''�� / "�' / // LIP 3�9 / it i/ 11 I 707. CURB TERMINUS PER ISPWC SD-707. / ' 7- 5'W jog // _� 12 ,X-/ / j / 708. VALLEY GUTTER PER ISPWC SD-708(ACHD REVISION). / / /ir O - - - - - - _ _- - -_ir - - '/ -�- �s / f % - ABBREVIATIONS L / LIP 35.64'/ 1 '� o / TOE OF 4H:1V FILL SLOPE / i X // / > cp / / i / BVC BEGIN VERTICAL CURVE LVC VERTICAL CURVE LENGTH / LIP 36.99 LIP 36.69 W i; , i / � / I BVCS BEGIN VERTICAL CURVE(STATION) OFF: OFFSET ■ 12 I BW TOP BACK OF SIDEWALK ELEVATION PC HORIZONTAL CURVE POINT OF CURVATURE 2••w 00 68/ 12 W 701 0 '�� CL MID 35.96 / / / / / ^`� N / CL CENTERLINE PRC HORIZONTAL CURVE POINT OF REVERSE CURVATURE 0.75/° a1.1w �" v I l 11"' / / 70+00�_�_�'�- / �/ �i /�' // / I EP TOP EDGE OF PAVEMENT ELEVATION PT HORIZONTAL CURVE POINT OF TANGENCY __-_-_ 40 ___ 0.75% _ 69+00 0.75% CL PC 37.01 --4i 701 0l3°/° // / // / A �O EVC END VERTICAL CURVE PVI POINT OF VERTICAL INTERSECTION ■ - ' / -� 0 a k b r i a r Way �� , LIP 35.64 / i �,,h / // / EVCS END VERTICAL CURVE(STATION) RT RIGHT OFFSET 0 S FG FINISHED GRADE ELEVATION STA: STATION i GB GRADE BREAK TA TOP OF ASPHALT PAVEMENT ELEVATION ■ _ 7 _ � � / / / / / / / / HP HIGH POINT TBC TOP BACK OF CURB ELEVATION h LIP 36.99 LIP 36.69 K MEASURE OF VERTICAL CURVATURE TC TOP OF CONCRETE ELEVATION o - - LIP LIP OF GUTTER ELEVATION TYP TYPICAL C: _ - / / / / / /✓ �� LP LOW POINT LT LEFT OFFSET i •- I i/ / / / / i // O GRADING TO INCLUDE SUBGRADE i / / // /i// /� / ` LEGEND U (3) 4F OF FUTURE PATHWAY,TYP TOP OF 4H:1V CUT SLOPE / / / // ° ° / SEE SECTION 3 THIS SHEET / , /// ��/ 2�� PROPOSED PAVEMENT SURFACE SLOPE � O -7 / / 96 LF GIRR 12 ADS @ 0.50% , i" / / / / ♦ / // // / V` 12"CHAMFERED OUTFALL W/ / / i i / / ��/ /ti/ // ,� LIP 30.11 PROPOSED SPOT ELEVATION .� GROUT TO MATCH V-DITCH / STA:68+98.84,OFF:43.00'RT O 48"GIRR MANHOLE SIMILAR TO ea /�i// ��/ / /� ----2735---- EXISTING GROUND CONTOUR(V INTERVAL) 0 ISPWC SD-611 (BARREL SECTION ONLY) / , / / // /�' / �; 70� 6"VERTICAL CURB AND GUTTER C / EXPANDED METAL COVER=2742.00 �/ / / . ,C //� /, // PER ISPWC SD-701 (ACHD REVISION) O - / 12 INV IN=2733.92 12"INV OUT(5 LF 12"ADS)=2739.34 // ,' / / ♦� / ,�/ �/ / // k� TBC ELEV= Z Q SUMP=2731.92(24"DEPTH) // ��' i / //// /�/ �� / �� I LIP ELEV+0.42' LIP ELEV L PER PLAN U) 2745 EX CONCRETE V-DITCH TO REMAIN,TYP 2745 � 0') O OAKBRIAR WAY PROFILE y -- _ HORIZONTAL SCALE(FT) 2742 ---- --------- 0 30 60 2742 + / STONEHILL CHURCH, INC. 1608 N MERIDIAN ROAD O VERTICAL SCALE(FT) 6 ��� MERIDIAN, IDAHO 83642 EXISTING GROUND PROFILE AT DESIGN PAVEMENT SURFACE PROFILE AT � OAKBRIAR WAY CENTERLINE,TYP OAKBRIAR WAY CENTERLINE,TYP �� �.� w 00 2739 �� w N 2739 o w I 0 Description Date ---_- Z J _0 75% HORIZONTAL CURVE PRC 2736 STA:72+08.34 I 2736 GRAVITY IRRIGATION ELEV:2734.91 CROSSING HORIZONTAL CURVE PC STA:69+27.69 _ QQ� �G ELEV:2737.01 PROVIDE 5'MIN COVER OVER WATER MAIN ���-_ I 2733 WITHIN OAKBRIAR WAY("MIDSECTION LINE") ---___ 2733 GO STORM DRAIN ,,, '-- CROSSING I NEW 12"WATER MAIN(SEE SHEET C5.2) I ,�S10NA( 2730 2730 ``VV'"' QQp�c 1S TggF Ciy� EXISTING GROUND ELEVATION AT FINISHED PAVEMENT ELEVATION AT I 264 OAKBRIAR WAY CENTERLINE,TYP OAKBRIAR WAY CENTERLINE,TYP lF OF %0`p i 00 O Na- rl- N N N O OO r1_ N L() 00 N O O r_ (.0 LO N LO O O � LO LO 0') CV � O O r_ (.0 " APP�-�� ni N Co nj 1_: N O O ap ti o6 u? ,-: M -7 ti W c-6 IR 1:3: L6 " L6 0� 4 ti C-j Lq C-i C`M C,j O N 12/9/2024 ti ti - ti � I,- � ti M co M CO M co M CO CM LC) M LO M LO M LC) M d" M -;:I- cM -,I- CM -:I- M -:I- CM ti M ti M ti M ti MI- M ti M rl- M ti M ti M ti M ti M ti M ti M ti M ti MMMM ti N N ti fV � fV ti Nrl_ N N ti Nrl_ Nrl-_ N ti N ti N N ti N ti Nrl_ N I` N ti N N Drawing Set Issued for: +I N +I N +I N +I N +I N +I N +I N +I N +I N +I N raWn+I N +I N +I N +I N +I N +I N +I N +I N +I g 68+10 68+40 68+70 69+00 69+30 69+60 69+90 70+20 70+50 70+80 71+10 71+40 71+70 72+00 72+30 72+60 72+90 73+20 73+50 CITY/ACHD REVIEW Project No. R220401 ASPHALT CONCRETE PAVEMENT SECTION, Issued Date 09 DEC 2024 SEE ACHD NOTE 3 ON SHEET C0.1 Drawn by BEA R/W R/W 7.00' r 33'HALF R/W 25'HALF RIW NOTE:THE CURRENT UNAPPROVED CONCEPT FOR Sheet Title c� 'PUID ESMT! ! SUBDIVISION OF THE PROPERTY TO THE WEST OF ! 5.00' 8.00' 6.00' 11.50' 11.50' 6.00' 8.00' ! o a ! OAKBRIAR WAY INCLUDES THE REALIGNMENT AND r SIDEWALK LANDSCAPE BIKE THRU THRU BIKE LANDSCAPE] 4:1 CUT/ r W/TREES W/TREES I SEE NOTE TILING OF THE CALKINS LATERAL AND WOULD INCLUDE Oakbriar Wa w , FILL SLOPES 2 00' i /og RE: PATHWAY A 10'-WIDE REGIONAL CONCRETE MULTI-USE PATHWAY Y W o 701 ROAD rL 701 ! 1.00, AS REQUIRED BY THE CITY OF MERIDIAN. THE FUTURE Plan & Profile o ? 1.50%� 2.0% 2.0_% SIDEWALK/PATHWAY ON THE WEST SIDE OF OAKBRIAR rz ===== == == WAY IS BEING DEFERRED UNTIL SUBDIVISION OF THE o 1� OFF:31.00'LT OFF: 18.00'LT PUID ESMT= PROPERTY TO THE WEST OF OAKBRIAR WAY. N BW: ROAD cL+0.30, BW: ROAD +0.10' PUBLIC UTILITY, IRRIGATION, & Sheet Number OAKBRIAR WAY (COLLECTOR ROAD) SECTION (2 LANES) DRAINAGE EASEMENT Know what's below. (58'-WIDTH RIGHT-OF-WAY) (36' TBC TO TBC) Z 0 Call before you dig. 3 C20 w p LL 0- SCALE: NOT TO SCALE w W Amity Road 50 0 50 100 - - - - - - - - - - - - - - - - - - y_ __ €P FP FP EP P EP � -TOF ---- -------= 'I W ---- --- - 4�_ _x_ P '> X - - ------ 'IT --- --- --- -- 12^W EP T2- P EP EP �- - SCALE(FT) _ CD � \ ���,\ � \ - �\\- \-- \ --- \ --- --- - -- '--- 12"W--- '12"yy , 2"W EP EP EP 12"W , N EP Ep - ------- --- -- ----- ------ --- -��------- ------- .3, 744,\ j4s 2J4 �2J4 --- -- =-----------------=3i-- - - aEl _ 6_ 2� - - ----- $..S 8�j g o - - -_ // ___-_ \ - - _ -- - --- __--- --E�----- _ fe ---- --- EP __ fas EP EP 8"s EP $.. DAV I D EVAN S 0 \ 1 --- TUE aNDASSO IATES INC. J ` ` ��\ n N ' \ \ \ \ �\ u �ly ' 9175 W Black Eagle Dr. \ \ - ♦ \ i -------- -------- \ \ Boise ID 83709 `, \\\ \���\� ; `\\ A I ; / , �T --- -- --------------- ----------- -------- - --- ----- GENERAL STORM DRAIN NOTES Z �� `\` `�`�\\o\ �. ' I,/ \\ / _ \ `\ \ ♦ \ ` 208.900.9049 d0p ,, \ 5 SEE SHEET C2.2 `\ ♦ \ \ ` N 11 `\`\ ��`��\ I \ I `\ \\ �`\ \\ `\ 1. SEE CITY OF MERIDIAN STANDARD DRAINAGE NOTES ON SHEET C0.1. `� 1 \\\\� 2. SEE ADA COUNTY HIGHWAY DISTRICT ACHD NOTES ON SHEET C0.1 1 \ \ \\\ \\\ I LU m I `\ `\ `\ `� \ \\ \ �3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: ` \ ` � � \ � ` \ \` THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER 0 \\\ \\ 1 I ` ` `\ `. `\ `\ `\ ♦`\ \ ` MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN �' \\\ \\\ I I a / \ \\\ \\\ I I ` (10) FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE I \ 1 IIII IIII N ` `\ ` `\ `\ `�\ `� " `` WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL I . \ \ i ; '\11 w IIII II,I 1 o I �` �`\ � `\ `\ `\ �\ ♦ `\ SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION I `\ ` I IIII IIII , \\ 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND iilq m I I I \ `\ `� `\ \\ `\ `\ \\ SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). III�j I I �` �`\ �` `\ �` `\ `\ `\ THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER rM III / w /I111 IIII `\ \ \ \ \ `\ \\ \ SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS / \\ NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS ■ WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL ❑ y / o BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR \ \ `� \ `\ PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE \ NN \ \ `\ WASTEWATER RULES IDAPA 58.01.16 O /,' r �/� /�/ I I `\ `\ •\ \ \ \ `\ \ 4. ACHD WILL INSPECT ALL IMPROVEMENTS WHICH FALL WITHIN THE ACHD RIGHT-OF-WAY \01 V /��/ /�/� i '� 1 i \ `\ `\\ `\ `\ `\ `\ �� OR EASEMENT INCLUDING BUT NOT LIMITED TO STORM DRAIN CONSTRUCTION,TRENCH O ■ ,\�`b I `\ `\ \`\ `\ BACKFILL PROCEDURES, ROAD WAY CONSTRUCTION AND CONCRETE WORK. ANY WORK oo�y, I I -he t� \ \ \ �\ \ \\ TO BE DONE OUTSIDE OF THE 300 EXTENDED BOUNDARY OF THE PROJECT WILL REQUIRE SDCB-2 \ \ \ F-I �� \ 1 .\ �\ \\ `\ A SEPARATE PERMIT THROUGH ACHD CONSTRUCTION SERVICES DIVISION. THE �i SEE DETAILED VIEW THIS SHEET s `\ `\ ` ` �` CONTRACTOR WILL SCHEDULE AND INSPECTION, REQUESTED THROUGH ACHD ■ I I /n0 ��\ `\ \\ �`\ \`\ \`\ \`\ SUBDIVISION INSPECTION SERVICES(208-387-6284),A MINIMUM OF 24 HRS. PRIOR TO ` ` ` ` �` �` --- CONSTRUCTION STARTING. > 0 1 12"SD A ,I IIII `\`\`\\�� \ \ \ \` ` \`\ \` ♦ I \ \ x x 5. ALL STORM DRAIN PIPES WITHIN ACHD RIGHT-OF-WAY SHALL EITHER BE HP STORM(12"- ■ - / ` 24"DIAMETER PIPE MEETING ASTM F2881 AND AASHTO M330)OR SANITITE HP SANITARY i ' 1 1 i I \` ` N \\ �\ �♦ ` F/ � x SEWER PIPE 12" 24"DIAMETER PIPE MEETING ASTM F2736 AND AASHTO M330 SD 1 I IIII \\\ \ \ r> \ \ \ \ \ ( )----------- ------------ --x-- \\ x `--o�` \ x LEGEND ' ' 1 \\ ��� `\ \\ \ \ \ \ -x x x m I � \ rr \ \\ `\ `\\ `\� \ \� x ®'. 1,000 GALLON SAND&GREASE TRAP � TP-1 (JULY 2024) v / / I I I \ \ `� `\ \ \ L PROPOSED PERMANENT I I \ s \ \ \ x x O x / li I / '' ACHD STORMWATER EASEMENT i\ `\\ ����, \ \ \\\ `\ �millr- STORM DRAIN INLET CATCH BASIN '� \ 6 a tn � O■ STORM DRAIN MANHOLE C 2- \\ O � %% 0 MONITORING WELL (� \\ \\ '1 \\\ I ` 12"SD 0 Cl) L.I. I\ ` STORM DRAIN PIPE -----__- / / /--- , \ \ I I I I �0000000000� SEEPAGE BED,TYPE&DIMENSIONS PER PLAN O_ - x / I \ 1 I I 1 / ` P0000000000 . �\ % \ QSTORM DRAIN KEYNOTES L / m w 1 ,� I `, ` \\ 1. CATCH BASIN TYPE 1 PER ISPWC SD-601 (ACHD REVISION).CATCH BASIN GRATE TYPE 1 U) / `\ I \ PER ISPWC SD-609(ACHD REVISION). O 0 2. 1,000 GALLON OLDCASTLE PRECAST SAND&GREASE TRAP(ITEM#1240100), NO U ti SUBSTITUTIONS WITHOUT DESIGN ENGINEER APPROVAL; FRAMES,COVERS(SOLID OR GRATED COVER AS LABELED)AND RISERS PER ISPWC SD-617(ACHD REVISION);AND CONCRETE COLLARS PER ISPWC SD-616(ACHD REVISION). v `\\� 3. MONITORING WELL PER ISPWC SD 627(ACHD REVISION), MORRIS INDUSTRIES INC., �����/ \ MONITORING WELL LID OR APPROVED EQUAL AND CONCRETE COLLAR SET FLUSH WITH / STONEHILL CHURCH, INC. FINISH GRADE. 1608 N MERIDIAN ROAD \\ \\ I I I TEMPORARY INFILTRATION DITCH MERIDIAN, IDAHO 83642 V(100-yr)= 160 CF ,� / I I \\ 4. 12 OUTFALL W/METAL FLARED END SECTION&12 MIN RIP RAP. _ \ I V(100-yr)MINUS 1st HOUR INFILTRATION 119 CF i , I 5. BORROW DITCH PER ACHD STORMWATER DETAIL 05. BOTTOM AREA=61 SF(2'x 30.5') - i i i 1 6. INFILTRATION BASIN PER ACHD STORMWATER BMP 10. - ' 1st HOUR INFILTRATION=40.67 CF _ \ / I \ DEPTH- 12",3:1 SIDE SLOPES ,--� ` \\I �' � 7. SEEPAGE BED PER ACHD STORMWATER BMP 20. k � _ i I I r 0 Description Date rFr I STORAGE CAPACITY= 173 CF 90%DESIGN STORM VOLUME DRAIN TIME=3.9 hr TP-8(MARCH 2O22) -------' I I I \ O � - ---- 36.5 LF ---- -------- G ❑ I \ I I \ �\ \\ \\ \\\ I I \\ `\ \ 11 % \ G EG \ \ \ i y\ -\-6,,P�- --I -I-•-------- - // s..pl g�pl � 6"PI t -------� -- � / �'�-�__ �C�QNaI�F flow M a t c h I i n e - Sheet C 3 . 2 z 1 --' ---___=_�_---_______, \ I r EG a� �' "o \ I 4 \ \.\, OF MCP __-- BOTTOM AREA=934 SF v y'4At APp��1122/9/2024 FREE-DRAINING MATERIAL ELEVATION =±2726.0, O SDCB-2 ` OVEREXCAVATE ENTIRE BOTTOM OF BASIN,AS NECESSARY Q100 from inlet= 1.71 cfs Drawing Set Issued for: 2732 TBC-2730.53 EXISTING GROUND PROFILE 3.5H:1V SIDE SLOPES,TYP 2732 Q(2-yr)=0.80 cfs CITY/ACHD REVIEW 1 I I I R1.5''\ \�\ \` ` RIM=2730.05 V(2-yr)= 1,081 CF 1 1 ` ` \ \ 12"INV IN (W)=2727.40 V(2-yr)MINUS 1st HOUR INFILTRATION =458 CF Project No. R220401 12"INV OUT(E)=2727.40 WATER SURFACE ELEVATION(2-yr)=2726.94(0.44'DEPTH) Issued Date 09 DEC 2024 I SDCB-2 1 _ i I I I �` �?? \\ \�\�> 1 ---_- _______-- ---- --- Q(100-yr)=2.98 cfs Drawn by BEA 2730 _ 2730 V(100 yr)=3,992 CF Sheet Title M I I I I r\I \ \ `\ `�cS I I i iM i a �s,` ` ` V(100-yr) MINUS 1st HOUR INFILTRATION =3,369 CF 3 1 - � I �I i i �j\\`\ \`\ �`\ O SDCB-1 ------ WATER SURFACE ELEVATION(100-yr)=2728.71 (2.21'DEPTH) a I i 0 2�S\ �`\ `\\ \\ Q100 from inlet= 1.27 cfs i FREEBOARD(100-yr)= 1.79 ft Storm Drain w co i I I I `\ `\ `\ `\ TBC=2730.53 100-yr 90%DESIGN STORM VOLUME DRAIN TIME=5.8 hr N ; i\ i\ I\\ 1\\LU R6' R1.5'\ \ \\i I \I RIM=2730.05 - - - - - _ __ Plan 1 I \ \ \ \\ � / I I 12 INV OUT(E)=2727.53 2728 42.5 LF 12"SD 0.30% z � y 2728 HORIZONTAL SCALE(FT) a N 1 ® I i1 `\\\\\�\�_ I� 36.8_ /i i Q100= 1.27�cfs 3g�F12°SD 4 0 20 40 o w o°ooav000 ` -------- Q1 p 3D @ 2.300 N I \=--------------------�; ' 0; 8 cfs / 2-yr 0 2 4 o I . N ~11� / I -------------------- ' - - - VERTICAL SCALE(FT) Sheet Number LU I BOTTOM=2726.50 Know what's below. INFILTRATION BASIN DETAILED VIEW FREE-DRAINING MATERIAL ANTICIPATED AT±2724.90 INFILTRATION BASIN PROFILE wJ J p Call before you dig. SCALE: 7" = 20' 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 SCALE: PER GRAPHIC SCALE C3ml o L- 0- w Z 50 0 50 100 Q 0 0 Cl) SCALE(FT) 0 C CN \\ \\\ \'���►� DAV I D EVAN S n �\• `\ - I -_\ '- ' ' ' \ \ ` Y_ ANc A S S O C I AT E S I Nc. I mI `-__ ------------------------ \ I I f9175 W Blackage Dr. \\\ \\\\ \\ '\\\ Boise, ID 83709 I / 208.900.9049 w v I \\\ I I\\ \\ \` _ \\ \\ \ I `\\ I \ \ \ \ LU O EGCL CL --- \ I ~ s..pl - • ------ - ------- g"pl -- s..pl - ----------------1-----------L----------- Matchline - Sheet C3 . 1 \\ I _ _ _'_ • �' -- _ __ 6"PI rG ------ rM 1�73qv - GENERAL STORM DRAIN NOTES _ 1. SEE CITY OF MERIDIAN STANDARD DRAINAGE NOTES ON SHEET C0.1. ° \``-------2737 ! /J/ /, 2. SEE ADA COUNTY HIGHWAY DISTRICT(ACHD) NOTES ON SHEET C0.1 A � / / + \\ J/ / / `\ \\ \ I / / / d /A3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: - `\`\\J �I `\\\ `\\\ `\\\ `\\\ `\\ /,J �� /�,� //' THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER \ \\ Q� /'Y' MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN O ------ I `\ `\ `\ ` `-----------\I i \\\ \\ \\ \\` \\ //, I (10) FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON POTABLE Ma M \ \ \ \ I \ / ----- WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION \\ \\\ I \ 1 I \\\ \\\ \\\ \ \\ \\\ \\ \\ \\ ------------- � 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND C:9\ ------ SECTION SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER i '- \\ `h\ SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS '� \\ 1 I� �`\\\ \\\\ ; `\\ \\_\ `�� �7,\ \\ i �I ill "o' \`\\ NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS O \ \\ O rm Cn `-----\ `\ �� `\ I II II `--_ WITH LESS THAN EIGHTEEN 18 INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL ___ BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR 1= N II \\\ \\`\ \`\ \�� \ 2jV \`\ \\`\ ---'/ III�III w 1\\\ PUBLIC DRINKING WATER SYSTEMS IDAPA 58.01.08 AND SECTION 430.02 OF THE O `�\ \ \\ -----__ ------------- III \ ( ) .� WASTEWATER RULES(IDAPA 58.01.16). O 4. ACHD WILL INSPECT ALL IMPROVEMENTS WHICH FALL WITHIN THE ACHD RIGHT-OF-WAY 0 OR EASEMENT INCLUDING BUT NOT LIMITED TO STORM DRAIN CONSTRUCTION,TRENCH BACKFILL PROCEDURES, ROAD WAY CONSTRUCTION AND CONCRETE WORK. ANY WORK TO BE DONE OUTSIDE OF THE 300'EXTENDED BOUNDARY OF THE PROJECT WILL REQUIRE O V A SEPARATE PERMIT THROUGH ACHD CONSTRUCTION SERVICES DIVISION. THE Q CONTRACTOR WILL SCHEDULE AND INSPECTION, REQUESTED THROUGH ACHD L SUBDIVISION INSPECTION SERVICES(208-387-6284),A MINIMUM OF 24 HRS. PRIOR TO � CONSTRUCTION STARTING. C: `\\ `\\\\�\ 5. ALL STORM DRAIN PIPES WITHIN ACHD RIGHT-OF-WAY SHALL EITHER BE HP STORM " � 12 \ SDCB-6 \ \ \\ \\ ( O \ \ \\ \\ `\\ \\\ \ \\ \ \\ \\ \\ 24"DIAMETER PIPE MEETING ASTM F2881 AND AASHTO M330)OR SANITITE HP SANITARY () \ \ Q100 from inlet= 1.12 cfs \ \\ \\ \\ \\ \\ ` \ \ \\ \\ \ SEWER PIPE 12"-24"DIAMETER PIPE MEETING ASTM F2736 AND AASHTO M330 RIM=2734.28 \ \\ --\�_ \ \ \\ \\ \\ \ 12"INV IN (SW)=2731.18 \\_ \\\ '--- �;--, `\ ��-_ \\ \\ � \ 12"INV OUT(NE)=2731.18 \\\\ \\ LEGEND SGT-2 \ 2 \\ `���\\\ \\\\ \\\__-- ``\ \\\ \\ \\\\ \ - \ ®',� Q 1,000 GALLON SAND&GREASE TRAP // STONEHILL CHURCH, INC. \\ \\ \ \\ Q100=2.10 cfs \\ \\ \\ \ / \\ \\ o I 1608 N MERIDIAN ROAD RIM=2734.23(W), RIM=2734.31 (E) \ `\\ \\ \� /� \�\\\\\ I ��� MERIDIAN, IDAHO 83642 INV IN (SW)=2730.89(12") -� STORM DRAIN INLET CATCH BASIN / \ \ \ TOP OF BAFFLE=2730.79 \\ `\ �/ I / \\ \\ INV OUT(S)=2730.04(18") `\\ \ \\ `\ �' \�\\�\ j O■ STORM DRAIN MANHOLE ` t!7 /' \\ ° MONITORING WELL TP-2(JULY 2024) \\ ` \ \\ V(100-yr)MINUS 1st HOUR INFILTRATION=2,414 CF `\ �// ,' / ��� \\ \\ \\ \ I Q Description Date \ ` 15.0'-WIDE x 48.0'-LONG x 8.0'-DEEP DRAIN ROCK \\ \\ _ / , y / ,�� \ \ \\ \\ I 12"so STORM DRAIN PIPE 34 LF 12"SD @ 0.30% \\\ \ \\ TOP OF DRAIN ROCK=2732.15(6"COVER OVER 18"PERF PIPE) -_ ,'/ �� aG / \I \\ \\ ` �,_t,_- - C \\ \ \ BOTTOM OF DRAIN ROCK=2724.15 `\ \\ --' / / / \\ \ I o 0 0 0 0 I \\ \\ I �o°00000000i SEEPAGE BED,TYPE&DIMENSIONS PER PLAN \\ \\ ��\ I 1\ �i \\ \\ .1 o 0 0 0 0 0� 3 BOTTOM OF ASTM C33 FILTER SAND=2722.65 � \\ \\\ \ p / \\� \ FREE-DRAINING MATERIAL ANTICIPATED AT±2728.40 \\ �� ` QSTORM DRAIN KEYNOTES �2 \•, -M,. 90%DESIGN STORM VOLUME DRAIN TIME=5.2 hr `\\\ `\\\ \\ \ \\ \ � `� ``� '�� � \'• N , � NOTE:GRAVELS START TO CAVEAT±2722.60 �- �� \\ d L QQ v o \\\\ . 1. CATCH BASIN TYPE 1 PER ISPWC SD-601 (ACHD REVISION).CATCH BASIN GRATE TYPE 1 \\\ \\ \��\��\`\� \\ \\ \�\`\ \ \ \\,'•. .� \ \ \`\\ \\�����\ \\\`\\ \ \�\\\ o PER ISPWC SD-609(ACHD REVISION). 2. 1,000 GALLON OLDCASTLE PRECAST SAND&GREASE TRAP(ITEM#1240100), NO - 2740 \\ \\\�\ - SUBSTITUTIONS WITHOUT DESIGN ENGINEER APPROVAL; FRAMES, COVERS(SOLID OR -lx L- - __�__�_ GRATED COVER AS LABELED)AND RISERS PER ISPWC SD-617(ACHD REVISION);AND ---------- le- CONCRETE COLLARS PER ISPWC SD-616(ACHD REVISION). \ 24 LF 12"SD @ 1.20% -- ----- ----------------- �_-I I� 3. MONITORING WELL PER ISPWC SD-627(ACHD REVISION), MORRIS INDUSTRIES INC., NA( MONITORING WELL LID OR APPROVED EQUAL AND CONCRETE COLLAR SET FLUSH WITH Q�O� ��G%STEAF ON FIN SDCB-5 \ 4. 12"OUTFALL W/METAL FLARED END SECTION&12"MIN RIP-RAP. Q100 from inlet=0.98 cfs TBC-2734.28 4 c \\ �Q'O� 5. BORROW DITCH PER ACHD STORMWATER DETAIL 05. 6 4 RIM=2733.80 FG'\\\ 6. INFILTRATION BASIN PER ACHD STORMWATER BMP 10. l 12"INV OUT(NE)=2731.28 I Fc \ \ c \ \ c 7. SEEPAGE BED PER ACHD STORMWATER BMP 20. N OF %0 i \\ Tom AP 12/912024 c \ \ c \ Drawing Set Issued for: CITY/ACHD REVIEW \ c \ c \p - Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o a W nj Storm Drain W � C N Plan a � 1 o ui o � N K Sheet Number Q Know what's below. z � w 0 Call before you dig. c3m2 LL IL a w CD 0 co NATIVE MATERIAL OR MIN 2' ® 0 x WIDE ASTM C-33 FILTER SAND o WINDOWS AT LOW POINTS. N LENGTH DEPENDENT ON o INFILTRATION REQUIREMENTS (TYP) SAND/GREASE TRAP (ISPWC SD-624) OR DAV I D EVAN S p EDGE OF TRAVEL WAY Void Volume of Typilcal Materials SEDIMENT MANHOLE (ISPWC SD-611) LU Material Void Volume% 18" DIA. CORRUGATED HDPE IF INSTALLED WITH CHAMBERS/ AND A S S O C I AT E S INC. BMPs 15-19 Reserved 2' RING & ( ) 2"Max Blasted Rock 30 OR PVC PIPE PERFORATED PER CHIPS, INSTALL WOVEN COVER PER m SHOULDER 1-''/2'to 2" Uniform Size Gravel 40 PERFORATION SCHEDULE GEOTEXTILE TO SEPARATE CHIPS 9175 W Black Eagle Dr. ISPWC SD-617 AND DRAIN ROCK LL N 8202.23 BM TREES & SHRUBS Boise, ID 83709 P 20 Seepage Bed With Optional Chambers(Treatment&Storage) '/4" Uniform Size Crushed 40 (TYP) Q OBSERVATION ARE NOT PERMITTED Crushed Glass 30 ON TOP OF SEEPAGE 208.900.9049 ,. Description BED WELL w •:':" .::•, :: ;:'�:';" This BMP is approved for treatment and storage if preceded by another Crushed aggregates shall have a minimum 50°/D crushed or fractured face at approved pretreatment BMP, except in foothill areas with slopes greater than ) g ( ELEV BOTTOM PERF <= EE COVER \\\N BACKSLOPE, least on one side and meet the followinggradation: ELEV BOTTOM BAFFLE NOTES \i O 0 0 0 O C l 0 0 C 0 0 G o O /\/\% w GRASS 15%. _L \/��\%r\\ Q ALLOWED Crushed A re ate SEE 5 18 \\\��� D_ A seepage bed stores stormwater runoff in a trench backfilled with uniformly ' ' ` ` ` ` STD ' ' ` ` ` ' ' Sieve Size Percent PassingNOTE 11 0% SLOPE 0% SLOPE o /� PLAN sized drain rock above a sand filter and infiltrates the water into the ground. D - J 3 inch 100/o n N.T.S. 3/4 inch 25-60°/D Flows shall be pretreated upstream using approved pretreatment BMPs. The o 3' GRAVEL OR 3/8 inch 0-4/o WIDTH, SEE NOTE 5 system may also include underground storage chambers for additional ° \�\\DNA I NEE �\�\ \\� 2" WASHED VARIES-SEE 2" WASHED • \\�\\\ ���`��\ PAVED SHOULDER NO. 200 0-2/o \�\ \/\ / DRAIN ROCK PLAN SHEETS DRAIN ROCK SEE NOTE 4 storage. When chambers are used, the manufacturer's product technical data \i i,sol Yi \� EDGE OF DEPTH, VEGETATION and letter of project review and approval and specifications for product The Design Professional may determine void volumes for other materials by 5' OF 18" SOLID TRAVEL WAY SEE NOTE 5 SEE NOTE 2 installation requirements shall be submitted. laboratory analysis and submit them to the District for review. WALL PIPE WITH °: ASTM C33 :':; ':.::1 5_� �:' ASTM C33 2% >.TILTER SAND ?,'FILTER SAND;: :• i 4:1 MAX Desi n 4" OF J" PIPE BEDDING >. ::..:: 3-FT SCOPE Mqk 3 S OpE De Seepage beds and underground stormwater chambers shall be sized to store The 18-inch perforated pipe shall have 3/8-inch perforations within the NONWOVEN FILTER FABRIC. OVERLAP TRANSITION 5-FT IN MAX HSG;W the 100-year design storm of one-hour duration accounting for infiltration, corrugation valleys per the schedule in this standard detail. MINIMUM of 1-FT TOP AND BED NON-PERFORATED -ELEVATION unless it can be safely conveyed or detained in the right-of-way or stormwater Following i f i N SIDES ONLY To PERFORATED PIPE NATIVE SOIL oowng are the requirements or drainage geotextiles. Nonwoven or easement without flooding the sidewalk and impacting private property. In this SECTION GRAVEL THIS case,the facility can be sized for the one-hour,25-year design storm. Facilities are notam ro woven geotextiles are required. Slit film or slit tape geotextiles N.T.S. SIDE ONLY must infiltrate 90%of the design storm in 48-hours through the area of the sand are not approved for drainage applications. NOTES: 9 9 1. BMP 1-4 OR VEGETATED PRETREATMENT IS REQUIRED. O GRASS ALLOWED filter. The calculated volume shall be increased b 25% to account for 2. CONTACT DESIGN PROFESSIONAL FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE NATIVE MATERIAL ON BACKSLOPE ONLY y Non-Woven Filter Fabric OR 3' DEPTH OF ASTM C-33 sediment. When the seepage bed is located within a common lot, additional MAX HSGW ELEVATION O FILTER SAND WINDOWS sediment re storage shall not be required. Property Test Method English 3. ALL VAULTS, MANHOLES, & SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED - q 4. SEEPAGE BED SHALL BE SHOWN ON BOTH PLAN AND (PROFILE VIEWS T' Tensile Strength Grab ASTM D-4632 120 IbS 5. OPTIONAL CHAMBERS PER MANUFACTURERS SPECIFICATIONS Seepage beds located within the right-of-way may extend no greater than five Elongation ASTM D-4632 50% 6. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM L 2' MIN feet out from face of curb and shall not encroach on a private lot. Seepage Puncture ASTM D-4833 65 Ibs 7. EL. IN >= EL. BOTTOM PERFORATIONS IN 18" PERF PIPE beds shall be no greater than ten (10)feet in depth to the bottom of the rock. Trapezoidal Tear Strength ASTM D-4533 50 Ibs 8. MAXIMUM BED LENGTH IS 400-FT BETWEEN MANHOLES UV Resistance ASTM D-4355 70% 1 BED WIDTH SHALL REMAIN CONSTANT 10. WATERTIGHT CONNECTION REQUIRED Seepage beds shall have a minimum cover of 1.5 feet. If placed in the roadway Apparent Opening Size ASTM D-4751 70 US Std. Sieve 11. HIGH FLOW BYPASS PIPE ONLY NEEDED IF Q100 VELOCITY THROUGH STRUCTURE > 0.5 FPS MIN 3' SEPARATION DITCH (Capital Projects only) or under the sidewalk, minimum cover is 1 foot below AOS INVERT TO GROUNDWATER/ the avement sub rade. Permittivit ASTM D-4491 1.50 sec-1 COVER NOTES: BEDROCK REQUIRED p g FOR SEEPAGE BEDS OUTSIDE PUBLIC RIGHT-OF-WAY: Water Flow Rate ASTM D-4491 120 m/ft2 1. A MINIMUM 1.5-FT COVER FROM TOP OF BED TO FINISH GRADE IS REQUIRED 0 SECTION A-A MAX GROUNDWATER A stone aggregate of clean, washed drain rock, 1.5 to 2 inches in diameter N.T.S. ELEVATION should be used for storage. Crushed aggregates to interlock are required for Woven Fabric FOR SEEPAGE BEDS IN PUBLIC RIGHT-OF-WAY: 1. A MINIMUM 1.0-FT COVER FROM TOP OF BED TO PAVEMENT SUBGRADE IS REQUIRED (13 storage chambers. Follow Manufacturer's recommendations. Other materials Property Test Method English --BACKFILL OVER BED TO SUBGRADE WITH 6"-8" MINUS PITRUN _0 may be used to create voids per the table below.Void volumes for the specific Tensile Strength Grab ASTM D-4632 Min 250 Ibs --WOVEN GEOTEXTILE FABRIC REQUIRED OVER TOP OF BED - NOTES: materials used must be lab verified and clean with less than 2 percent passing Puncture Strength or CBR ASTM D-4833 or --TOP OF BED UNDER SIDEWALK SHALL BE MIN 1.0-FT BELOW PAVEMENT SUBGRADE 1. BORROW DITCHES SHALL BE DESIGNED TO CONVEY RUNOFF To A DISCHARGE POINT OR INFILTRATE a 200 sieve. Puncture ASTM D-6241 Min 125 Ibs or Min 950 Ibs 2. IF < 1.0-FT COVER FROM TOP OF BED TO SUBGRADE„ ANGULAR J" TO 2" ROCK IS REQUIRED WITH STORMWATER. SIZE FOR 100-YEAR DESIGN STORM. UV Resistance ASTM D-4355 Min 80% MINIMUM 50% SINGLE FRACTURED FACE IN PLACE OF 2" DRAIN ROCK. L 2. DROUGHT TOLERANT PLANT SPECIES AND/OR ASTM C-33 SAND WINDOWS IN INVERT. BACKSLOPE OF 3. FULL ROADWAY SECTION IS REQUIRED OVER SEEPAGE BEDS. SEEPAGE BEDS SHALL NOT EXTEND ABOVE Apparent Opening Size SUBGRADE o BORROW DITCH MAY HAVE GRASS. ASTM D-4751 70 US Std. Sieve AOS 'L 3. IF SAND WINDOWS ARE USED IN LIEU OF CONTINUOUS SAND TRENCH, PROVIDE DRAINAGE CALCULATIONS 4. THE DESIGN PROFESSIONAL IS SOLELY RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE OF THE TO SHOW INFILTRATION OF 90% VOLUME IN 48-HOURS IS MET. Water Flow Rate ASTM D-4491 I Min 18 m/ft2 SUBGRADE SOILS AND DETERMINING THE DEPTH OF FOUNDATION STONE W 5� 4. 4:1 MAX SLOPE OF GRAVEL SHOULDER FOR ROADS z45 MPH, 3:1 MAX SLOPE OF GRAVEL SHOULDER FOR Percent Open Area CW-02215 Min 4% SEE BMP 20 SHEET 2 OF 3 FOR ADDITIONAL NOTES 0) ` ROADS <45 MPH 5. BORROW DITCH WIDTH AND DEPTH VARIES BASED ON SIZING REQUIREMENTS O'j _0 6. CURBING MAY BE REQUIRED (10 7. USE INTENDED FOR UNDEVELOPED, RURAL ARTERIALS Adopted: Res.2116(10/14/15) 8200-27 Adopted: Res.2116(10l14/15) 8200-28 2017 SEEPAGE BED WITH STANDARD DRAWING o ACHD STORMWATER DESIGN OPTIONAL 0 NAL CHAMBERS B ERS � 2017 BORROW DITCH STANDARD DRAWING Revised: Res.2185(8/23l17);Res.2208(12l13/17);Ord.247(12l16/20) Revised: Res.2185(8/23/17);Res.2208(12/13/17);Ord.247(12/16/20) GUIDELINES BMP 2 0 ACHD STORMWATER ORMWANES DESIGN DETAIL O5 SHEET 1 OF 3 � O .E BORROW DITCH DETAILS SEEPAGE BED DETAILS Q � rn 0 OBSERVATION MANHOLE COVER&FRAME PER ISPWC SD-507,COVER MARKED"STORM DRAIN", WEIGHTS (� WELL #1 DIVERSION STRUCTURE--,,- TRUCTURE SQ Pl� INSTALL AASHTO HS-25 RATED GRATED INLET WHERE INDICATED ON PLANS DESCRIPTION WEIGHT(LBS) ACROSS STREET WITH HIGH ® F- 8'-11" . BASE SECTION 11670 WITHIN SIDEWALK FLOW BYPASS OR MIN 50' FROM BASIN STORMWATER BASIN NOTES: TOP SLAB 3391 Lak 1. ALL BASINS TO BE VEGETATED, INCLUDING SLOPES AND BOTTOM. SLOPES SHALL HAVE IRRIGATED TURF 1 DESIGN NOTES: Q� GRASS, DRY LAND GRASS, OR WETLAND VEGETATION AS APPROPRIATE. NO IRRIGATION ON BASIN FLOOR.x x GATE x x x- xNO WOODY VEGETATION BELOW 100-YEAR WATER SURFACE OR WITHIN 10' OF EMBANKMENT SPILLWAY, I _______ .c I --- ------ r ----------� I I (2)024"ACCESS 2, DESIGN LOAD: PIPES, OR STRUCTURES. SEE ACHD STORMWATER MANAGEMENT BASIN REVEGETATION GUIDANCE MANUAL N II II II I I III ® ® A. AASHTO HS-25-44,WITH IMPACT 1608 N MERIDIAN ROAD Q = II I I II OPENINGS �I AND SPECIFIC BMP'S FOR ADDITIONAL VEGETATION REQUIREMENTS. II11 I II II I I III B. SOIL WEIGHT-120PCF MERIDIAN, IDAHO83642 TOP OF FF_ 4___ BANK LI II II I - I I I-1 �- I C. DEPTH OF OVERBURDEN=OFT-3FT iV II I/ I I I I I I D. ASSUMED WATER TABLE=5'-0"BELOW STRUCTURE v A OUTLET PROTECTION PER 2. EXCAVATE AND SCARIFY SUBSOIL BEFORE TOPSOIL/AMENDED SOIL IS PLACED. VEGETATE AFTER I III II II I i (III 2)5-TON CABLE LOOP E. EQUIV.FLUID PRESSURE=40PCF I II II II LIFT INSERTS F. LATERAL LIVE LOAD SURCHARGE PER CODE. WFBOTTOM W ISPWC SD-628 (TYP) CONTRIBUTING DRAINAGE AREA HAS SITE SEDIMENT & EROSION CONTROL MEASURES IN PLACE. I I I I I ISOMETRIC VIEW 3.) CONCRETE 28 DAY COMPRESSIVE STRENGTH:6000 PSI I II I I I I III SCALE 1l8"=V-0" 4.) STEEL REINFORCEMENT OF BASIN MAINTENANCE ACCESS 3. FOREBAY IS SIZED TO CONTAIN 10% OF TOTAL BASIN VOLUME. I II II II I III I MB CABLE LIFT LOOP-LT.GREEN 2TA. WIRE-ASTMA-1064 W MAX SLOPE III B. REBARASTMA-615,GRD60 5.) CEMENT:ASTM C-150 W W4. AREAS DESIGNATED FOR BASINS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. TOPSOIL6.) DESIGNATED EMBEDDED LIFTERS MUST BE USED.USE Description Date SHALL BE STOCKPILED AND USED AT FINAL GRADING TO ESTABLISH VEGETATION. III( I I I III PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY W W Y W w I II f.---------- ------ {I_I I ENGAGED WITH A MIN.OF 60 DEG.ANGLE ON SLING. _ II BERM SHALL INCLUDE 5. FILL MATERIALS FOR EMBANKMENT, INCLUDING BERMS, SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION, CLAY MATERIAL TO W W ----- - --'--- - PREVENT WASHOUT W SC, CH, OR CL AND MUST HAVE AT LEAST 30% PASSING THE #200 SIEVE. AREAS ON WHICH FILL IS SLOPES 3:1 OR GREATER TO BE PLACED SHALL BE SCARIFIED PRIOR TO PLACEMENT OF FILL. EMBANKMENT FILL SHALL MEET ♦ B �O�► W W W W w e MUST PLACE FENCE. PRIMARY ISPWC CLASS C COMPACTION REQUIREMENTS. CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER L MATERIALS IN THE EMBANKMENT IF DESIGNED BY A GEOTECHNICAL ENGINEER. A W W W W 3:1 REQUIRES ACHD A PLAN VIEW m W + APPROVAL; 2:1 MAXIMUM IIIB_ 6. FOR EMBANKMENT HEIGHTS GREATER THAN 10', REFER TO IDAHO DEPARTMENT OF WATER RESOURCES SCALE 3/8 V-O" -` REQUIREMENTS. TOP OF BAFFLE ELEVATION PER PLAN (3.06'MINIMUM BELOW RIM ELEVATION) ARMORED SPILL CHANNEL, 7. AN EMERGENCY SPILLWAY IS ENCOURAGED WHERE POSSIBLE. le e RIM ELEVATIONS PER PLAN ANGULAR RIPRAP, 6"-12" G 4" MIN TOPSOIL OR AMENDEDJ 8. ALL EXPOSED PIPES TO BASINS SHALL BE RCP OR HAVE AN END SECTION WITH UNEXPOSED PIPE TO (5"MINIMUM ABOVE TOP OF BOX) NATIVE MATERIAL WITH NOMINAL SIZE WITH NONWOVEN FABRIC PER RESIST DEGRADATION FROM WEATHER. LEGETATION_ SEE NOTES BELOW �_m����6 4'-11" n n n ISPWC SECT 206 & 2050. MIN 0.5-FT DEPRESSION, 9. 14' WIDE MIN GRAVEL ACCESS ROAD AS NEEDED TO STRUCTURES WITH TURNAROUND OR LOOP WHEN 6)THIN WALL 4'-0" 10-FT WIDE LENGTH >= 50-FT. ROAD MAXIMUM GRADE OF 10%, MAXIMUM 15% GRADE FOR RAMPS TO BASIN KNOCKOUTS BOTTOM (RAMP REQUIRED WHEN BASIN BOTTOM AREA EXCEEDS 1,500 S.F.) 30' MINIMUM INSIDE CURVE PLAN VIEW RADIUS. o I r I i ' I 1 r NAL ------ ------ - -- ----- - =_ ------- ---N.T.S. 10. A LICENSE AGREEMENT IS REQUIRED FOR HOA OWNED BASINS, o I 1ty I 111 r III N i i I I iili ilii CLP 02/4/2021 Q 11. SAFETY BENCH REQUIREMENTS. THE PERIMETER OF ALL WET BASINS SHALL HAVE A MINIMUM 5-FOOT d I I r I I I111 (III WIDE FLAT BENCH 1.5-FEET BELOW THE SEASONAL HIGH WATER SURFACE ELEVATION. BASIN SLOPE BETWEEN N I I I I I o I III III I 0APPROVED FOR FABRICATION/DATE 264 THE TOP OF THE BANK AND BENCH SHALL NOT EXCEED 4:1. SEE DETAIL BELOW AND BMP 13. I I ) I I 9 (III 1111 FREEBOARD: -6 I I N I I (III III I N I I I I I (III (III / 100-YR W.S.E. - 0.5' FOR WATER DEPTH <3' TYPICAL o m o , I I L� I �I - IL rF�IF 1.0' FOR WATER DEPTH >3' SAFETY BENCH ° to 1 I I I I Oldcas�e n*WlwWO ,� N.T.S. o I = I 1'-9 1/2" I I I �1 N APP1- o I I PIPE INV IN= I I 12/912024 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE,IT IS TOP o I iV I I PIPE INV OUT= I TOP OF BAFFLE+ 1 I CONFIDENTIAL,SUBMITTED FOR REFERENCE PURPOSES ONLY,AND SHALL 0.10' MINIMUM NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF,OR WITHOUT OF I TOP OF BAFFLE- I ( ) I I THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE.COPYRIGHT \ SEASONAL BANK � I I I I I I 02019OLDCASTLE INFRASTRUCTURE ALL RIGHTS RESERVED Drawing Set Issued for: MIN. 3' SEPARATION FROM SEASONAL ` I I I 0.10'(MINIMUM) I I 11d I HIGH GROUND WATER - 1 5 1 OUTLET I I INLET( I I 1000 GAL BASE AND BAFFLES -� L-------- -J L-------------.------J L---------------I CITY/ACHD REVIEW i MAX E io ITEM#1240100 NATIVE 4:1 MAX $ SUBMITTAL LAYOUT o \ g Project No. R220401 4" MIN TOPSOIL OR MATERIAL SLOPE T-6" T-6" CUSTOMER o AMENDED NATIVE MATERIAL coIssued Date 09 DEC 2024 Z �. DATE SALES DRAWN NGINEE CHECKED ALESORDE WITH VEGETATION. 8'-5" 4'-5" 7/25/2018 OCP C L P MPB Drawn by BEA SEE NOTES BELOW > SECTION DRAWING NUMBER REVISION SHEET NOTES FOR ACHD OWNED BASINS: N VIEW A-A VIEW B-B ° 1. A MIN 4-FT TALL FENCE WITH TOP BAR IS REQUIRED PER ACHD POLICY SECTION 8202.17.10. GATES U SCALE3/8"=1'-0" SCALE3/8"=V-0" 240-1240100-001.idw DATE 1 OF 3 Sheet Title m N.T.S. SHALL BE 20' WIDE. Ln 1 000 GALLON SAND & GREASE TRAP (OLDCASTLE ITEM #1240100) a N01.SEE STORMWATER BASIN STANDARDS DETAIL 4, SHEET 2 2. DROUGHT TOLERANT NATIVE PLANTS ARE REQUIRED. HYDROSEED, MULCH AND TACKIFY BANKS. ANY ACHD w M LANDSCAPING AND SPRINKLERS SHALL BE NEGOTIATED WITH THE CITY THROUGH A COST SHARE NO SUBSTITUTIONS WITHOUT DESIGN ENGINEER APPROVAL = N AGREEMENT. Stormwater a CD N MAXIMUM FLOW RATE (Q) TO MAINTAIN A w 2017 INFILTRATION BASIN STANDARD DRAWING 2017 STO R M WATE R BASIN STANDARD DRAWING MAXIMUM THROAT VELOCITY OF 0.5 ftlsec Details ACHD STORMWATER DESIGN ACHD STORMWATER DESIGN * „ , I11 GUIDELINES WITH FOREBAY BMP 10 GUIDELINES STANDARDS DETAIL 04 THROAT WIDTH = 21.5 = 1.79 N _ 2 OF 2 *THROAT LENGTH (WIDTH OF BOX) = 45.4" = 3.78' INFILTRATION BASIN DETAILS *THROAT AREA = (1.79')(3.78') = 6.77 SF sheet Number Q o >> Q = (MAXIMUM THROAT VELOCITY)(THROAT AREA) _ w (0.5 ft/sec)(6.77 SF) = 3.39 cfs J C3m3 LL o_ a LU v 2y438��y 5438400 512 02240 0 40 80 o SEWER ALIGNMENT STA:9+19.45= PARCEI FAUpEJITy OAD I PARCEL�AIDLAW OAP AMITY ROAD CENTERLINE/SECTION LINE STATIONING, PLANNED 8"SEWER MAIN EXTENSION Q co'IT STA 1+4q AMITY ROAD 0 9DOFFCENTERLINE 1 E OOI LF 12�a So ACR S y10 wp2MIAGREs SEE HORIZONTAL ALIGNMENT PLAN(SHEET C2.1) SCALE(FT) FROM STAPLETON SUBDIVISION No. 1 0 20. (BY OTHERS) 0 o EXISTING 12"WATER MAIN J SECTION LINE S89°04'30"E �, N Yy yy Y y y y Q ilk ii x 1J �`. �` �`� - x- - _ � �;� �--A y( DAVID EVANS o TOP TOP TOP TOP OP TOP CIO J EP EP EP EP EP EP EP - EP EP EP EP EP EP EP EP EP _. E AND A S S O C I AT E S INC. GO -12"W 12"W 12"W 12"W 12"W 12"W 12"W 12"yy 12"W 12"W 12"W -T 2"W 12"W J _ i___ �__ _�_ __� ___ ii _ ___�___�___�--- +-- -+- __+ ___ ___� ___ 9175 W Black Eagle C. LL 21+00 20+00 19+00 18+00 17+00 16+00 15+00 180° 14+00 13+00 12+00 Boise, ID 83709 A _____-s••s gg's �„ s"s - �„ s . 81.S �„ s"s �"s s"s .. s"s 208.900.9049 Z ---- EP---• +OO- EP ECS+OO- EP' ED �r EC7+OO �r ED ��" EL6+OO- EP -9O° 9O°ED EP TAr5+00 €P ED �r EG4+00- EP EP 3+00 EP 2+00 1+00 EP EP O+OO Q QO°= N -7 w SSMH S4 2 �` W Amity R o a d SSMH S3 2 SEWER ALIGNMENT S89°04'30"E SSMH S2 2 } Pt 8"INV-2723.83 o SSMH S1 2 SEWER ALIGNMENT STA:0+00.00= AMITY ROAD CENTERLINE a --- ---I ,-i- - ----� #51236121 pIS060 E Lip I S1236121 GEMENT LLp 0 STA: 12+28.94, OFF: 11.00'LF 12.0 (10 MIN RGE! EpIA B RCE�# MANA SSMH S1 TO BE INSTALLED BLOCK 1 I SEPARATION)A NgQNARE MITy ROAS PRpPERtIE�ITy RpAp BY OTHERS LOT 1 L - I. ) rpW 455 4 98 ACRES I SUNSET P 455 4 g8 ACRES --��NEW 20'-WIDE PUBLIC\ 2752 3 SEWER MAIN EASEMENT 2752 rM AMITY ROAD SEWER PROFILE ■ � AMITY ROAD EXISTING PAVEMENT PROFILE HORIZONTAL SCALE(FT) AT SEWER PIPE CENTERLINE 2748 0 40 80 _ _ - --------- --------- --------- --------- --------- --------- --------- __ 2748 0 4 8 VERTICAL SCALE(FT) 2744 - 2744 -- -------- --------- --------- 12"WATER MAIN (5'APPROX DEPTH)----------------------- EX -- - - - _ NEW 8"WATER MAIN TAP 2740 (SEE SHEET C5.1) _- ---- _ -- 2740 O __- SSMH S3 S2 SSMH ``----- _ __----- STA: --- STA:2+00.00 RIM=2747.63 RIM=2747.75 M 2736 INV IN (W)=2723.74(8") INV IN (W)=2721.93(8") 1 11 1 2736 L: n -0 SSMH S4 IINV NV IOUT)(E)27Cn 2 23.74(8(8") INV OUT(E)=2721.83(8") SSMH S1 r R r '� 8"STUB INV= STA:9+19.45 O � 3 RIM=2742.73 RIM=2744.20 NV IN (W)=2720.93(8")I 2725.64 INV IN (S)=2725.37(8")2732 INV OUT INV IN (E)=2720.93(8") 2732 .�(E)=2725.27(8") (6 PLAN SHEET PROVIDED FOR REFERENCE ONLY INV OUT(N)=2720.83(8") 0 C: Cn SEE OFFSITE SEWER EXTENSION SSMH S1 TO BE INSTALLED O - BY OTHERS U Q 2728 2728 DRAWING SET UNDER SEPARATE COVER L U) 340.0 LF 8"SS @ 0.45% C: 0) O 379.4 LF 8"SS @ 0.45% U 0')2724 60 LF STUB 8"SS @ 0.45°/D 2724 AMITY ROAD EXISTING PAVEMENT ELEVATION AMITY ROAD FINISHED PAVEMENT ELEVATION 200.0 LF 8"SS @ 0.45% AT SEWER PIPE CENTERLINE,TYP AT SEWER PIPE CENTERLINE,TYP �����/ STONEHILL CHURCH, INC. 1608 N MERIDIAN ROAD MERIDIAN, IDAHO 83642 ti CO CIO Ln O O 00 Lf> O O-) co LO Co r-: O� O N OD LV f` M Ln -4 -4 If L6 C6 ti ti ti OO OO OO OO OO OO OO OO fl- ti Cfl LO LO CO It CN Nt co Nt Nt lzt NT Nt Nt Nt Nt NT 1:t Nt Nt 1:t Nt NJ- Nt lzt Itt Itt ti f-- � r-- � fl- fl- fl ti rl- fl- ti rl- f-- rl- ti f­ P­ ti f­ ti fl- ti fl rl- II- N N f` Nrl_ N N N CV N N N N N N N N N N N N N N N N N CV +I +1 N +I N +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I +I 9+60 9+20 8+80 8+40 8+00 7+60 7+20 6+80 6+40 6+00 5+60 5+20 4+80 4+40 4+00 3+60 3+20 2+80 2+40 2+00 1+60 1+20 0+80 0+40 0+00 Q Description Date SEWER STATIONING BASED ON PIPE CENTERLINE. LABELED PIPE LENGTHS ARE CENTER OF STRUCTURE TO CENTER OF STRUCTURE, PIPE SLOPES ARE BASED ON LABELED PIPE LENGTHS. NEW SEWER MAIN TO BE LOCATED IN MIDDLE OF FUTURE 11'-WIDE THRU LANE (1 1.00'SOUTH OF AMITY ROAD CENTERLINE/SECTION LINE) GENERAL SEWER NOTES 2 1. SEE CITY OF MERIDIAN STANDARD SEWER NOTES ON SHEET C0.1. 1/8" CLEARANCE CAST IRON RING AND 25.00' EX R/W 50'EXISTING R/W WIDTH EX R/W 2. CONTRACTOR SHALL FIELD VERIFY LOCATION(S)POINT(S)OF CONNECTION AND NOTIFY THE ENGINEER OF G 2'-s" DIA. COVER SHALL BEMIN LANDSCAPE BUFFER I ±25'EXISTING ROAD WIDTH I ANY DISCREPANCIES PRIOR TO THE START OF SEWER SYSTEM CONSTRUCTION. / FLUSH WITH SLOPE OF FINISHED GRADE. RAW i 50'HALF R/W 50'HALF R/W i RIW A3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: CONCRETE COLLAR PUID ESMT- ' I I THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER MAINS SANITARY (SEE NOTE #2) - I I , , I i i i i I i i PUBLIC UTILITY, IRRIGATION,& ; 7.00 10.00 8.50 0 • 11.00 11.00 11.00 11.00 11.00 0 8.50 10.00 SEWER,STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN (10)FEET.WHERE IT IS NECESSARY 1 EDGE PRY 1'x12" PIPE - PUID ESMT! CONCRETE LANDSCAPE I THRU THRU TURN THRU THRU I C) LANDSCAPE CONCRETE i FII FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) �SS10NA!FNc� 11 3 a' CHERNE 8" DRAINAGE EASEMENT I o i i o i END-OF-PIPE FIBER JOINT PACKING I MULTI-USE W/TREES o ! 5.50' 5.50' i o WI TREES MULTI-USE i INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH p� �.GISTE9 3/4. GRIPPER DLUG OR 2 00 PATHWAY N i i N PATHWAY 2 pp _ SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND 4 t9 I i 1.50°/D I 2.0% 2.0°/D I 1.50% SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). n 8"DIA, PVC _ _ _ _ _ _-� f- THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE L 64 1D" --------------------------------------------I WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN 12" ' - --------------------------------- AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL rF OF MCP , 18 SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE yq �� FUTURE AMITY ROAD WIDENING SECTION 100'-WIDE RIGHT-OF-WAY 59- TBC TO TBC NAPPL CAST IRON � � � � ,� IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE 12/9/2024 RING&COVER SCALE' NOT TO SCALE WASTEWATER RULES(IDAPA 58.01.16). Drawing Set Issued for: CITY/ACHD REVIEW PLUG TO BE SEALED Project No. R220401 SEWER MAIN IN SAME MANNER AS Issued Date 09 DEC 2024 DIAMETER VARIES MAIN SEWER JOINTS. LEGEND QSEWER KEYNOTES Drawn by BEA SOLID PRECAST CONCRETE BLOCK B" x 8" x 24•� Sheet Title Ur MAIN x MAIN x 8" TEE PLAWIDE OR A CE CONCRETE THRUST SEWER MAIN(##'INDICATED PIPE DIAMETER), PIPE 1. CONTRACTOR SHALL CONNECT TO EXISTING SEWER MANHOLE&EXTEND 8-INCH PVC ASTM D3034,SDR 35 o a BLOCK IS REQUIRED. ##"S MATERIAL PER JURISDICTION STANDARDS SEWER MAIN PER PLAN. 2. STANDARD ECCENTRIC MANHOLE TYPE A PER ISPWC SD-501; STANDARD MANHOLE COVER AND FRAME PER T j N NOTES ss SEWER MAIN STUB WITH CLEAN-OUT ISPWC SD-507;AND MANHOLE COLLAR PER ISPWC SD-508(ACHD REVISION).THE VERTICAL WALL SHALL BE Sewer = N , 1. CLEANOUT UPS MUST BE LABELED WITH THE WORD "SEWER". (FOR FUTURE EXTENSION) LOCATED ON THE UPSTREAM SIDE OF THE SEWER MAIN. PlanPrOfI Profile COLLLARS 2. FRIBILLATED POLYPROPYLENE FIBER (ADDED PER MANUFACTURER'S Q / RECOMMENDATIONS)MAY BE USED IN LIEU OF#4 REBAR IN CONCRETE 3. Plan CLEAN-OUT WITH PLUG PER CITY OF MERIDIAN STD DWG S1.THIS CLEAN-OUT MAY BE ELIMINATED J , ® O SEWER MANHOLE 3. THE MAXIMUM DISTANCE FROM A MANHOLE TO A PROPOSED CLEANOUT IF EXTENSION OF SEWER AS PART OF THE STONEHILL CHURCH SITE DEVELOPMENT PROJECT IS TO BE LL N 1 IS 150 FEET. lii 4. NO SERVICES WILL BE CONNECTED TO THE SEWER LINE TERMINATING IN COMPLETED SIMULTANEOUSLY(PER SEPARATE SET OF CONSTRUCTION DRAWINGS). p / A CLEANOUT. N 4. 20 LF 8"SS @ 0.45%MAINLINE STUB TO SOUTH FOR FUTURE EXTENSION, INSTALL'T'-TYPE CLEAN-OUT WITH Sheet Number LU REVISED 2022 PLUG PER CITY OF MERIDIAN STD DWG S1. 2 Q Know what's below. CITY OF MERIDIAN STANDARD DRAWING NO. Q SUPPLEMENTAL Z ~ Call before you dig. SPECIFICATIONS 7-TYPE CLEAN-OUT LU O TO THEIDAHOSTANDARDSFOR S1 ■ J I PUBLIC WORKS CONSTRUCTION LL I w Z 50 0 50 100 Q 0 2,1, 12 EXISTING FIRE HYDRANT "TEE SCALE(FT) 0 o EXISTING 12"VALVE ) 12"GV 3 (1) 12"TEE WITH(1) 12"x8"REDUCER OR(1) 12"x8"TEE 208.900.9049 N8 (1)8"GV EXISTING 12"VALVE EXISTING FIRE HYDRANT DAVID EVANS o — - - - - - - - - - - _ _ W Amity Road EXISTING 12"VALVE EXISTING AND A S S O C I AT E S INC. LU y m �Fz" - - — - - - - - - - - - - - - � � — - - - - - - - - — =� Y=J - FIRE HYDRANT J EP P EP EP _ TOP TOP TOP � g —_� F° EP FP — TOP �— --X�x' — �— —,r — — _ 9175 W Black Eagle Dr. -- --- --- --- --- --- --- _ 12"W 12" EP 12" EP E 12"W EP EP EP EP + Boise, ID 83709 Z 4cA -- - -------- EP -- -0----------------------- - ----------- -------------- --- --- --- -- --- W--- --- --- --12„W --- 12„w- 12"1�P 12"W ® EP -- ------ ------------- - -__ w E F� E� EP - ----------- ---------- ------- • -------- 8 EP 8"S P O N ED ED ED 8 ED P LLI EP ED EP EP B..S EP B..S EP Of CL w R N CL HP OHP �P_ _ ---------------------- �---- d i i GENERAL WATER NOTES 2 8"W,80 LF PROPOSED PUBLIC UTILITY, IRRIGATION,& I 1 ` 1. SEE CITY OF MERIDIAN STANDARD WATER NOTES ON SHEET C0.1. DRAINAGE(PUID)EASEMENT,TYP. 7 ♦♦ 2. CONTRACTOR SHALL FIELD VERIFY LOCATION(S)POINT(S)OF CONNECTION AND NOTIFY SEE PLAT FOR MORE INFORMATION. THE ENGINEER OF ANY DISCREPANCIES PRIOR TO THE START OF WATER SYSTEM CONSTRUCTION. d O� \ .� I i NEW 20'-WIDE PUBLIC ♦♦ �3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: rM v>a L I I WATER MAIN EASEMENT � I ` THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER ■ N i ♦ MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN �� o I 2 12"W,207 LF ♦ (10) FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE w A c I�i ` WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL rm etr I CL m I I I ♦♦ SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION N i \ 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND O m I I 3 12 11-1/4° ♦♦ SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). O ■ — I \ THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER 12"W,40 LF 2 I i SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS L y duo III I I ♦♦ NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS o / 1 i 3 12"11-1/4° ` WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL ■ o I ♦ BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR m (1)6..GV 12"W, 19 LF 2 I ♦ PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE m w I 8 V 10 1 " I 3 (1) 12"TEE WITH (1) 12"x6"REDUCER OR `♦ WASTEWATER RULES(IDAPA 58.01.16). ■ �04 I I (1) 12 x6 TEE ♦ 4. SEE SHEET C5.3 FOR CITY OF MERIDIAN WATER SYSTEM STANDARD DRAWINGS. 00 ` 5. PIPE JOINT DEFLECTION SHALL NOT EXCEED ONE-HALF(1/2)THE PIPE MANUFACTURER'S 5 BLOW-OFF ASSEMBLIES SHOWN AT WATER MAIN STUBS TO LOT 1, BLOCK 1 MAY ♦♦ ALLOWABLE DEFLECTION. CONTRACTOR SHALL VERIFY THE DEFLECTION ANGLE. ■ (6 `50 LF BE ELIMINATED IF EXTENSION OF WATER MAIN AS PART OF THE STONEHILL LEGEND OQ O m I 1 2 12"W CHURCH SITE DEVELOPMENT PROJECT IS TO BE COMPLETED SIMULTANEOUSLY `♦ �O o �1 12"sD A i!I `����� (PER SEPARATE SET OF CONSTRUCTION DRAWINGS). ♦ � ram, x / V- ? SD` \���� ` x x ♦ � X \ O .� �� TOE TOP EG EG oQ 12"W,48 LF 2 I 3 12" 11-1/40 \\�\ OP 1 1 x x FIRE HYDRANT ASSEMBLY rM O 1 �i� 2 8 W 36 LF i -- Cn 21: > — �x� m _ ___� NEW 20'-WIDE PUBLIC BLOCK 1 x O � TOP X x x x 1 WATER MAIN EASEMENT O L � l �I" l I-- ---� � X X 8..W B..W K 3 (1)8" 11.25° LOT 1 x x 0 0� x 2 8 W,20 LF ` 811W 8"WATER MAIN C: 12 W,51 LF q__ 8 (1)8"GV s Q •� / „ „ V 12"W EXISTING 12"WATER MAIN U Q i 3 (1) 12 TEE WITH (1) 12 x8 REDUCER OR / m (1) 12"x8"TEE �f L \ 8"W WATER MAIN HOT TAP U o � 0')x w 3 12"11 114° f VARIOUS FITTINGS TYPE PER PLAN O i 2 12"W,40 LF �\ 1 ' WITH THRUST BLOCK () ti x TEE 90° 45° 22-1/2° 11-1/4° � ® GATE VALVE,SIZE PER PLAN m � / m � / / PROVIDE 5'MIN COVER OVER WATER MAIN ` \\ g WATER MAIN STUB WITH BLOW-OFF ASSEMBLY �������/ WITHIN OAKBRIAR WAY "MIDSECTION LINE" \� STONEHILL CHURCH, INC. ( ) WATER SYSTEM KEYNOTES ������� 1608 N MERIDIAN ROAD O ��x i � O i ` 1. CONNECT TO EXISTING WATER MAIN PER CITY OF MERIDIAN WATER DEPARTMENT MERIDIAN, IDAHO 83642 STANDARDS.CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF EXISTING MAIN. x `% 2. PVC C900 MAINLINE, SIZE AS LABELED,APPROXIMATE LENGTH AS LABELED. 1 2 12"W, 163 LF \ 3. FITTING,TYPE AS LABELED,WITH THRUST BLOCK PER ISPWC SD-403. x w ` � 4. 1-INCH SINGLE WATER SERVICE CONNECTION PER CITY OF MERIDIAN STD DWG W1. METER Description Date i �% PLACEMENT PER CITY OF MERIDIAN STD DWG W11. 5. FIRE HYDRANT ASSEMBLY PER CITY OF MERIDIAN STD DWG W8. HYDRANT PLACEMENT k\ 1 x i PER PER CITY OF MERIDIAN STD DWG W9. k\ �i 3 12"11 114° 6. 2"BLOW-OFF ASSEMBLY(NO VALVE)PER CITY OF MERIDIAN STD DWG W12. Q�Q' k\ 7. BLOW-OFF(SIZE AS LABELED)ASSEMBLY(WITH VALVE)PER CITY OF MERIDIAN STD DWG x J�,O O� k 11 I i 2 12"W,79 LF 8. GATE VALVE(SIZE AS LABELED),VALVE BOX AND LID PER CITY OF MERIDIAN STD DWG PQQQ'Q'�G.�� k\ a1-1 0 i s W11.(1) 12"GV (2)8"GV ` 3 (1) 12"CROSS WITH (2) 12"x8"REDUCERS OR f G x I % (1) 12"x8"CROSS 8"W,50 LF 2 F ---------- JT ------------� --------------------------------JT I f G NEW 20'WIDE PUBLIC i --- NEW 20'-WIDE PUBLIC WATER MAIN EASEMENT WATER MAIN EASEMENT i i ,� NA( p� �G 2-INCH `_' I— --� 2 8"W,40 LF %S TggF i i % \ o I m l i 7 2-INCH E EG 1264 12"W,65 LF 2 \ -- - - - 6 PI -•-------------- OP • 8..P1 --------.-------------------6..P1 y F of pop s"PI -----==gym=� � i � —� qN APP 12/9/2024 �Matchline - Sheet C5 . 2 ,s I , ��0 tu 5 I E LOT 2 / / � y Drawing Set Issued for: I CITY/ACHD REVIEW ° \ ! i��� +�a' Project No. R220401 (1)6"GV 8 v Issued Date 09 DEC 2024 (1) 12"TEE WITH (1) 12"x6"REDUCER OR 3 Drawn by BEA (1) 12"4"TEE Sheet Title c� o a w N Water System w , C N Plan a � 1 o ui NN K Sheet Number Q Know what's below. z � 501w o Call before you dig. u- IL w Z 50 0 50 100 Q 0 0 co TSCALE(FT) R� 0 C T� 0 �`f DAVID EVANS W �/ x \ \ alloASSOCIATES In,c. \---------------------- BLOCK 1 ----- JT _J Fc --------------------------------�T f . ----------� I ".-\\ \ Boise ID 83709 a ' i i LOT 1 208.900.9049 w ° I — Q U) C) LU E O EG I < ' Q I I OP - d - __ 6'PI -------------------------------- -------6 �----------------- - ------- / OP Matchline Sheet C5 . 1 I 6 PI "P �— / oQ EGA EG o LOT 2 p rM p F� 0 I I 2 12"W,221 LF / x x O ap / X�X O a EXTEND TO EXISTING HOME X L \ POINT OF CONNECTION �Q' / /��, i GENERAL WATER NOTES EXISTING DOMESTIC WELL(S)TO BE DISCONNECTED FROM ANY p V 1. SEE CITY OF MERIDIAN STANDARD WATER NOTES ON SHEET C0.1. BUILDINGS THAT REMAIN WITH VERIFICATION OF DISCONNECT BY MERIDIAN PUBLIC WORKS DEPARTMENT �� /� 2. CONTRACTOR SHALL FIELD VERIFY LOCATION(S)POINT(S)OF CONNECTION AND NOTIFY . + p \ // py THE ENGINEER OF ANY DISCREPANCIES PRIOR TO THE START OF WATER SYSTEM WELLS THAT WILL NOT CONTINUE TO BE USED MUST BE PROPERLY ♦ / CONSTRUCTION. � i + I ABANDONED, DOCUMENTATION OF ABANDONMENT WILL BE 3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: 0 i ♦ � / / REQUIRED TO BE SUBMITTED TO THE CITY.CONTACT IDAHO ��Q// j THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER SEE SHEET C2.4 FOR I + DEPARTMENT OF WATER RESOURCES FOR ABANDONMENT. MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN IRRIGATION CROSSING I I i /�o (10) FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE — 8'O\ WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION C6 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND i SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). _0 12" 11-114° 3 I li \ THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER U) a) PROPOSED PUBLIC UTILITY, DRAINAGE,& o SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS 0 IRRIGATION(PUID)EASEMENT,TYP. w NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS C: SEE PLAT FOR MORE INFORMATION. I/ WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL ?> 12"W,86 LF 2 I` r� \ a w ` BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR (� O 5 \ x PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE 0 WASTEWATER RULES(IDAPA 58.01.16). 4. SEE SHEET C5.3 FOR CITY OF MERIDIAN WATER SYSTEM STANDARD DRAWINGS. C: 5. PIPE JOINT DEFLECTION SHALL NOT EXCEED ONE-HALF(1/2)THE PIPE MANUFACTURER'S 0 8 (1)6"GV \ o ALLOWABLE DEFLECTION. CONTRACTOR SHALL VERIFY THE DEFLECTION ANGLE. U Q 12"W, 14 LF 2 \ ��\ 3 (1) 12"TEE WITH (1) 12"x6"REDUCER OR 1 12 x6 TEE ♦ r \ ` m LEGEND 12"11-1/4° 3 �� ( ) O \ ~o w 12"W, 100 LF 2 �n� � ; FIRE HYDRANT ASSEMBLY CD \ \ PROVIDE 5'MIN COVER OVER WATER MAIN WITHIN OAKBRIAR WAY("MIDSECTION LINE") 0 0 � $„w s„w / STONEHILL CHURCH, INC. 1608 N MERIDIAN ROAD 12" 11-1/40 3 \ �� \ s"w 8"WATER MAIN MERIDIAN, IDAHO 83642 12"W,60 LF 2 V 12 w EXISTING 12"WATER MAIN c \\ ° r `� \\ \ Y L� 11 \ \ y� 8"w WATER MAIN HOT TAP Description Date �\ c 12" 11-1/4° 3 \ p y ao VARIOUS FITTINGS,TYPE PER PLAN, o ` 4 'r­l WITH THRUST BLOCK d/ \ a `. �; \ o �` o TEE 90° 45° 22-1/2° 11-1/40 y `L GATE VALVE,SIZE PER PLAN \ c c \ 12"W, 108 LF z 12 �� ;�, �� Q WATER MAIN STUB WITH BLOW-OFF ASSEMBLY \\ 12 11-1/4 3 QWATER SYSTEM KEYNOTES G \ F \ , \ 12"W, 18 LF 2 \ 1. CONNECT TO EXISTING WATER MAIN PER CITY OF MERIDIAN WATER DEPARTMENT — -- -- __ STANDARDS.CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF EXISTING MAIN. M X.,__ 2. PVC C900 MAINLINE, SIZE AS LABELED,APPROXIMATE LENGTH AS LABELED. 4-INCH 7 3. FITTING,TYPE AS LABELED,WITH THRUST BLOCK PER ISPWC SD-403. NAL 4. 1-INCH SINGLE WATER SERVICE CONNECTION PER CITY OF MERIDIAN STD DWG W1. METER �� �G%STEA cc I \ PLACEMENT PER CITY OF MERIDIAN STD DWG W11. \ 5. FIRE HYDRANT ASSEMBLY PER CITY OF MERIDIAN STD DWG W8. HYDRANT PLACEMENT A c PER PER CITY OF MERIDIAN STD 2 6 DWG W9. 4 F \ 6. 2"BLOW-OFF ASSEMBLY(NO VALVE)PER CITY OF MERIDIAN STD DWG W12. c 7. BLOW-OFF(SIZE AS LABELED)ASSEMBLY(WITH VALVE)PER CITY OF MERIDIAN STD DWG rF OF %Op W13. yqN APP�-�0 8. GATE VALVE(SIZE AS LABELED),VALVE BOX AND LID PER CITY OF MERIDIAN STD DWG 12/912024 W11. Drawing Set Issued for: CITY/ACHD REVIEW \ c \ c —p Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o a w N Water System w , CO o z Plan a � 1 o ui NN K Sheet Number Q Know what's below. z � 5m2w o Call before you dig. U_ 0- a LU NOTES U 1. NO SERVICE CONNECTION SHALL BE MADE WITHIN EIGHTEEN (18") INCHES OF Z THE PIPE ENDS. MULTIPLE CONNECTIONS MADE ON THE SAME JOINT OF PIPE Q o SHALL BE STAGGERED ON THE CIRCUMFERENCE AND SEPARATED BY A MINIMUM JURISDICTION I STORZ CONNECTION OF EIGHTEEN (18") INCHES. LINE CITY CUSTOMER/PRIVATE 0 0 2. METER VAULTS LOCATED IN TRAFFIC AREAS SHALL USE TRAFFIC RATED HDPE I FIRE HYDRANT X VAULT AND COVER o , OR 30"0 CMP WITH GRADE RINGS AND MANHOLE RING AND FACE OF SEE SEE SEC. 403 o COVER PER ISPWC SD402. THE COVER SHALL HAVE A 2" HOLE WITH RECESSED FINISH GRADE SLOPE HYDRANT LOCATE STATION, CN AREA FOR METER TRANSMITTER. tTOF SIDEWALK 11 SEE STANDARD DRAWING W6 FOR SEE DRAWING G5 DRAWING N 3. LOCATING WIRE SHALL BE TAPED TO SERVICE LINES AT 5' MAX. TAPE TO ELEVATION REQUIREMENTS „ „ SIDEWALK W9 0 6 -14 FROM BACK OF SIDEWALK DAV I D E VA N S SERVICE NOT MORE THAN 6" FROM ANGLE STOP (WITH 10 MIL WATERPROOF I „ „ o OR-24-28 FROM BACK OF CURB LU TAPE.) I FOR SEPARATED SIDEWALK FINISH GRADE BURY LINE AND A S S O C I AT E S INC. ILL 4. LOCATING WIRE TO EXTEND TO FACILITY ON "CITY OWNED PROJECTS" FROM m METER. 5. FITTINGS TO INCLUDE STAINLESS STEEL INSERTS REFER TO DRAWING W11 9175 W Black Eagle Dr. \L FINISH GRADEBoise ID 83709 Ii 6. PROVIDE LENGTH OF LOCATING AND GROUNDING WIRE TO EXTEND 24" ABOVE 3 - 1 Z GRADE WHEN UNCOILED. 5'-8• 208.900.9049 7. METER VAULTS LOCATED IN PAVED AREAS (INCLUDING BRICK PAVERS) NOT Q LOCATING 34" TO 1" CLEAN SUBJECT TO VEHICLE TRAFFIC SHALL USE A FULL BARREL HDPE VAULT AND / lii 3 WIRE DRAIN ROCK EXTENDS N CORRESPONDING FLUSH MOUNT COVER W W GROUNDING 12" HORIZONTALLY U) CONNECT LOCATIN S VICE MARKER WIRE x FROM EACH SIDE OF Of WIRE & GROUNDING 2 0 9 6" VALVE FILTER CONC. BASE AND WIRE WITH WIRE NUT FIRE HYDRANT INSTALLED (MJ x FLANGE) MAGNESIUM FABRIC d - THRUST BLOCK AND d 2 2 NO WATER SERVICE GROUNDING �j VERTICALLY TO 2" "M"x 6" TEE ABOVE HYDRANT p ( X MJ x FLANGE) r DRAIN HOLE ~ 4 1 WITHTHRUST BLOCK ,r 6" DIA. PIPE %o D 15. ^f?:>:; ' r� ..e;.: .• y 5'ti5 r CONNECTOR L;Mti;£:w p. : `Yti";v,rt sir.. 1yi e•;' 4. 4"tFj: t> >� :AT LEAST 4FT "%'dC/%�J ;S�•f:.'•: :..; �,.-R •-;t ti::. 'n �in�.•'AiyGt:�'•�j'.`,�'k::n 1^K'r :+,`•r"'„�'V1'i•P ii" .•jNr j " SERVICE ' } 6 M.,'rf'�,.'-L'.. :p.'�. ,:; n ''r'4' ,j,',�!.';Y y::;•v,.•..t�'y;,-�,t+"y j J i ' " .. '[\y_ :.. i.�,',,j'J+ �;d. 'i t,.•.t'Y�:' psi;.n•• .Aa'M'F a.,w;vrr'",;• ,.. LINE (TYP.) n. •%�I�'i/iii� /I DRAIN 6" MINIMUM SAND 2 � � ��\ �� 24-30 ,I KEEP CLEAR 5 ���/L \�� FROM P/L TO LEGEND CENTER OF 0 1" BALL CORPORATION STOP t1 COVER: I I a METER VAULT PROPERTY • COVERS SHALL BE MARKED "WATER" WM +H I+H I +H I I+H I+H I+H N rM 20 LOCATING WIRE WITH BLUE INSULATION � CAST IIRUSTABLOCK SERVICE LINES. NC. ■ - • COVER SHALL HAVE A 2" HOLE AT CENTER NTH VALVE SUPPORT MJ CONNECTIONS w 30 DIA. S. POLYETHYLENE VAULT; NOTCH FOR RECESSED AREA FOR TRANSMITTER WI / JOINT (4 CF OF THRUST SE MAGNESIUM GROUNDING ANODE SOLID PRECAST RESTRAINTS BLOCK REQUIRED) ® SERVICE SADDLE EPDXY COATED FACING WITH © COMPRESSION FITTING, 3/4" X 1" (3/4" SERVICE) DRIVEN INTO UNDISTURBED EARTH "]� •a CONCRETE BLOCK STAINLESS STEEL BAND AND HARDWARE } 1' X 1' X 2" THICK SOLID PRECAST CONCRETE BLOCK (SEE NOTE NO. 5) COMPRESSION FITTING, 1" X 1" (1" SERVICE) 6"-14' FROM BACK OF SIDEWALK I SO WATER MAIN OR 24"-28" FROM BACK OF CURB iv 1' x 1' x 2" THICK 2 - SOLID PRECAST © 1" SERVICE LINE, NO SPLICING ALLOWED. FOR SEPARATED SIDEWALK CONCRETE BLOCKS O 07 FULL OPENING BALL VALVE:1" OR 3/4". (FOR 3/4" NOTES 6" x 6" x 24" WIDE SINGLE, 1"X3/4" BRASS REDUCER IS REQUIRED. FOR 3/4" DOUBLE, SEE DRAWING W3) 1. JOINT RESTRAINTS TO BE USED AT ALL TEES, FITTINGS, AND JOINTS FROM MAIN TO HYDRANT. 0 ■ ® FIRM UNDISTURBED EARTH 3 3 90 EXTEND SERVICE LINE 10' FROM METER VAULT (SEE 2. ALL AUXILIARY VALVES SHALL BE LOCATED AT THE TEE ON THE WATER MAIN AS SHOWN ON THIS DETAIL. STD. DWG. W3) AND PROVIDE TEMPORARY PLUG REVISED APRIL 2024 LM (THREADED IN HIGH GROUNDWATER AREAS). 3. PLACE LOCATING WIRE TO LOCATOR STATION. TAPE TO TOP OF PIPE EVERY 10' MAX. SPACING. SEE STANDARD DRAWING G-5 Q 3/4" OR 1" METER SETTER WITH LOCKABLE KEY CITY OF MERIDIAN 3/4" SINGLE, 3/4" DOUBLE STANDARD DRAWING NO. W W FOR PLAN VIEW DETAILS. ■ - VALVE SUPPLEMENTAL SPECIFICATIONS OR 1" SINGLE W 1 4. ALL 4 1/2" OUTLETS TO BE POINTED TOWARDS PRIMARY STREET OR ACCESS ROAD. TO THE IDAHO STANDARDS FOR FIRE HYDRANT&WATER SE=RVICE PUBLIC WORKS CONSTRUCTION WATER SERVICE CONNECTION INSTALLED - SAME LOST 5. ALL FIRE HYDRANTS SHALL HAVE A MINIMUM OF 5' RADIUS FROM MATURE LANDSCAPING OR OTHER FIXED VERTICAL OBJECTS, SEE DRAWING W9. 6. HYDRANTS WILL BE INSTALLED TO GRADE TO MANUFACTURES DESIGNATED BURY LINE ON HYDRANT. - 7. HYDRANTS SHALL NOT BE PLACED WITHIN 10 FEET OF DRAINAGE SWALES. O 2�f 1.2 JURISDICTIONAL CB ENEF2AL NOTES LINE 1. SEE CITY OF MERIDIAN STANDARD DRAWING W6 FOR ELEVATION SETT OF METER VAULTS. 8. HYDRANTS TO BE INSTALLED LEVEL & PLUMB. ■ - Co :: .'.y 2. HYDRANTS SHALL NOT BE INSTALLED WITHIN 10 FEET OF DRAINAGE SWALES. 9. INSTALL GROUNDING ANODE AT MINIMUM 24 INCH DEPTH. 3. FIRE HYDRANTS AND WATER METER VAULTS SHALL HAVE A MINIMUM OF 5' RADIUS 10. ALL FIRE HYDRANTS SHALL HAVE STORZ CONNECTION; EITHER BUILT IN OR APPROVED ADAPTOR MAY BE USED. 11 CLEARING FROM MATURE LANDSCAPING OR OTHER FIXED VERTICAL OBJECTS INCLUDING C: 14 I FENCES. WHEN PLACED IN PARKING LOT ISLANDS OR OTHER AREAS SUSCEPTIBLE TO 11. ALL FIRE HYDRANTS INSTALLED BUT NOT ACTIVATED MUST BE COVERED WITH AN APPROVED BAG. .(10 DAMAGE FROM VARIED TRAFFIC PATTERNS,DISTANCE FROM BACK.OF CURB SHOULD BE L z � 38"-42"• 12. LOCATE STATION MAY BE MOVED TO SIDE OF HYDRANT IF NEEDED TO MEET SPACING REQUIREMENT O _0_ LOCATING WIRE I REVISED MARCH 2O22 REVISED JANUARY 2024 13 10 CITY OF MERIDIAN STANDARD DRAWING NO. CITY OF MERIDIAN STANDARD DRAWING NO. (3) CITY SUPPLEMENTAL WATER SERVICE/ SUPPLEMENTAL CM G SPECIFICATIONS r n `� SPECIFICATIONS FIRE HYDRANT DETAIL \/rr/Q O SERVICE TO THE IDAHO STANDARDS FOR FIRE HYDRANT LOCATION v V TO THE IDAHO STANDARDS FOR ,/ ,/ Q �� TS MARKER PUBLIC WORKS CONSTRUCTION PUBLIC WORKS CONSTRUCTION V 1 M 2 ISOMETRIC VIEW OF ^ N 15 L 3 TAP CONNECTION NTS 8 LOCATING WARE 17 16 19 Q �--i 9 Q1 VALVE BOX LID �--+ E " '- 18 , , •, • .J..! .. 24%6" CONCRETE COLLARLEGEND 7 Sf.:S M M .•s„` M NTH C LID, LEVEL 1. WATER MAIN. 6 5 •.f.••••,f. •••,f. •.••f�7 i' ••• ,• •''•' WITH CONCRETE L FINISH GRADE 1--� r " 7 EXTEND 5 FT PAST VAULT OR 1/4" BELOW (n 2. SERVICE SADDLE, EPDXY COATED FACING WITH STAINLESS STEEL BAND. 17 4 17 OR PER SITE CONDITIONS 3. BALL CORPORATION STOP 6 MIN. 3/4" WASHED a; 4. 1" DIA. GALVANIZED BRACE PIPE (APPROX. 18" LONG), 2 REQUIRED. O O7 AGGREGATE a a• •� 5. FEMALE THREADED UNION FITTING TO MALE THREADS ON CURB STOP (1-1/2" OR 2"). "•) a U 6. BALL VALVE CURB STOP F.I.P x M.I.P. (1-1/2" OR 2") SECTION OF METER SETTER&VAULT •A �.• d 7. SERVICE LINE (1-1/2" OR 2"), POLY PIPE -NTS- < v 8. METER SETTER 9. NOTCH FOR SERVICE LINE FABRICATED WITH HDPE VAULT NOTES: (( 4 REB HOOPS OR O ( ) F IBR�TED CONCRETE 10. HDPE METER VAULT, OR 30"0 CMP WITH GRADE RINGS AND MANHOLE RING AND COVER 1. NO TAP SHALL BE MADE WITHIN 18 INCHES OF THE PIPE ENDS. PER I" WC CONCRETE COLLAR FOR TRAFFIC AREAS.SD402. 11. 24" DI CO 2. THE DIAMETER ( 1-1/2" OR 2" )HEREON SHALL BE THE SAME AS THE METER SIZE.OF EACH APPURTENANCE SHOWN 12. 24" DIA. H-20 LID AND RING & "WATER" COVER. THE COVER SHALL HAVE A 2" 3. METER SETTERS FOR LANDSCAPE OR PRESSURIZED IRRIGATION !�2 CAST IRON VALVE RISER STONEHILL CHURCH, INC. RECESSED HOLE FOR METER TRANSMITTER. SYSTEMS - NO BYPASS SHALL BE ALLOWED. 13. 1 1/2" METER = 13 1/4" NTH GASKETS, 2" METER = 17 1/4" NTH GASKETS. (CITY TO f --II 1608 N MERIDIAN ROAD 4. IF TWO OR MORE METER SETTERS ARE USED FOR SAME SERVICE - PROVIDE) NO BYPASS SHALL BE ALLOWED. I II MERIDIAN, IDAHO 83642 14. CAST IRON VALVE RISER WITH LID- SEE DWG W-11 5 PROVIDE SST INSERTS FOR ALL FITTINGS 15. 4" DIA. R . WA . 35 PVC PIPE, NOTCH FOR SERVICE LINE. 6. LOCATE RE TO EXTEND 24" OUTSIDE OF METER VAULT WHEN z I I 16. 1 1/2" OR 2" x 6" MIN STRAIGHT POLY PIPE UNCOILED. (NOT FROM COIL) 7. NO ADDITIONAL FITTINGS ALLOWED BETWEEN CORP STOP AND WATER 17. 1 1/2" OR 2" COMPRESSION FITTING M.I.P.xCOMPRESSION SERVICE ASSEMBLY. 18. SOLID PRECAST CONCRETE BLOCK 1' X 1' X 2" THICK I 19. PLUG 20. MIN 12" BETWEEN BACK OF SIDEWALK, BACK OF CURB, REVISED SEPTEMBER W23 Q Description Date OR GUTTER AND EDGE OF VALVE RISER CITY OF MERIDIAN STANDARD DRAWING NO. � SUPPLEMENTAL (1 1/2" -2") WATER SERVICE SPECIFICATIONS CONNECTION W4 TO THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION O FINISHED SEE STD. DWG. B X AND PROVIDMAN ORE 1" PICK HOLE IN LID 12" X 6" CONCRETE COLLAR WITH (2) #4 REBAR HOOPS (2)x#4" CONCRETE OPS COLLAR WITH PROVIDE 1" PICK HOLE IN LID LOCATING WIRE TO BE PROVIDE HEAVY GAUGE VALVE GRADEFOR VALVE LID INSTALLATION WATER LAID ON TOP OF PIPE STEM EXTENSION IF BURY DEPTH OR FIBRILATED CONCRETE. FIBRILATED CONCRETE FINISH GRADE AND FASTENED EVERY EXCEEDS 5 LID & RING 12" MANHOLE ~1 LID & RING d° " d • 10' WITH 10 MIL WATERPROOF TAPE da e d e.•. e e e!J 4 OR 6 7 . N GRADE RING 7 yx �a� rEA� CONNECT LOCATING 4" OR 6" GRADE RING---*' WIRE & GROUNDING RE WITH WIRE NUT 5 8 STANDARD GATE VALVE Q CONNECT LOCATING 5 g 264 WIRE & GROUNDING \_ WIRE WITH WIRE NUT SOLID PRECAST CONCRETE C900 WATER MAIN LOCATING WIRE, BLOCK V X 1' X 2" THICK (UNROLLED, TO EXTEND 2' ABOVE LOCATING WIRE, PF OF %1D i GROUND) (UNROLLED, TO EXTEND 2' ABOVE GROUND) A►APP�- NOTES 12/912024 WATER 1 WATER 10 FOR VALVE BOXES IN STREETS WITH A SPEED LIMIT GREATER THAN OR PIPELINE PIPELINE 8 1 9 EQUAL TO 35 MPH, USE HEAVY WEIGHT TRI-SKIRT LID Drawing Set Issued for: 4 9 3 2 4 REVISED MARCH 2O22 CITY/ACHD REVIEW LIX CITY OF MERIDIAN STANDARD DRAWING NO. Project NO. R220401 SUPPLEMENTAL APPROX. 6" DEEP `'• ; " " SPECIFICATIONS VALVE BOX & LID DETAIL z _� 2 i g� 3/4" WASHED 2 APPROX. 6" DEEP TO THE IDAHO STANDARDS FOR 1 Issued Date 09 DEC 2024 p VALVE SUPPORT 3 AGGREGATE a8, °O° ggpy�° 3/4" WASHED PUBLIC WORKS CONSTRUCTION Drawn by BEA SOLID PRECAST ° ° AGGREGATE U) CONCRETE BLOCK PRE-CAST CONCRETE LEGEND 1' X 1' X 2" THICK 2 1/2" GRADE RING LEGEND Sheet Title m TO SUPPORT VAULT 1Q MAIN SIZE MJ TAPPED PLUG W/ 2" IRON PIPE THREAD OUTLET PRE-CAST CONCRETE 1Q MAIN SIZE MJ CAP W/ 2" I.P. PIPE THREAD OUTLET 02 3' x 2" GALVANIZED THREADED NIPPLE 2-1/2" GRADE RING Cn 75; MAGNESIUM TO SUPPORT VAULT MAGNESIUM Q2 2" x 6" GALVANIZED THREADED NIPPLE w N ANODE C-, DING 03 MAIN SIZE GATE VALVE (MJ) GROUNDING 03 RESILIENT WEDGE GATE VALVE LU ® 2" GALVANIZED - 90' THREADED ELBOW ANODE ® 2" GALVANIZED - 90- THREADED ELBOW Water System Cn N NOTES Q5 2" GALVANIZED PIPE NOTES 05 2" GALVANIZED PIPE Q 1. JOINT RESTRAINTS TO BE PROVIDED ON LAST © 30"0 CMP OR 30"0 TRAFFIC RELATED HDPE METER VAULT 1. WHEN CONSTRUCTING A BLOW-OFF FOR TEMPORARY Details THREE STICKS OF PIPE, AND VALVE.H 6 30"0 CMP OR 30"0 TRAFFIC RATED HDPE METER VAULT Q7 2" THREADED FIP x ALUM. KAM-LOG QUICK COUPLING MALE USE, A 18"-36" FOOT LENGTH OF WATER PIPE uJ 2. REPLACE ALL 2" PARTS WITH 4" PARTS TO MAKE SHALL BE INSTALLED INTO THE BELL END OF THE Q7 2" THREADED FIP x ALUM. KAM-LOG QUICK COUPLING MALE p ADAPTOR (NO CAP) 4" ASSEMBLY. ® JOINT RESTRAINT LAST LENGTH OF MAIN, PUP JOINT SHALL BE ADAPTOR (NO CAP) o g 9� GROUNDING WIRE RESTRAINED. ® JOINT RESTRAINT N ~ REVISEDJANUARY2024 2. JOINT RESTRAINTS TO BE PROVIDED ON LAST THREE REVISED JANUARY 2024 90 GROUNDING WIRE Sheet Number D_ .6 STICKS OF PIPE, AND CAP. �j LU CITY OF MERIDIAN STANDARD DRAWING NO. 3. REPLACE ALL 2" PARTS WITH 4" PARTS TO MAKE CITY OF MERIDIAN STANDARD DRAWING NO. Q SUPPLEMENTAL 2" OF 4" BLOWOFF ASSEMBLY 4" ASSEMBLY. SUPPLEMENTAL z SPECIFICATIONS WITH GATE VALVE W13 TO T SPECIFICATIONS 2" OR 4" BLOWOFF ASSEMBLY W12 C5m3 LUp TO THE IDAHO STANDARDS FOR HE IDAHO STANDARDS FOR J J PUBLIC WORKS CONSTRUCTION PUBLIC WORKS CONSTRUCTION LL 0 w Z 50 0 50 100 Q 0 0 X T SCALE(FT) � 0 C R CN N _ _ _ _ _ DAVID EVANS \ -® _ _ _ W Amit `, Road — �'` —UJ - - — =� Y=J - _ _ FIRE HYDRANT J €P Go FP FP _—_ P P EP TOP - TOP TOP mix—� �— — 7W7- - 9175 W Black Eagle Dr. EP EPTO--- --- --- ___ 12"W 12" EP EP EP Boise, ID83709 Z �cA ---- -------- EP -- ----------------------- - ----------- -------------- --- --- --- 12,W--- --- tLP --- --- --- 12„w_ EP __ 12..�PEPEP12® EP -- ___--- 208.900.9049 Q E O E EP --- ---------- - --- --- --- ----------- ---------- ------- • - 8..5 -- g.. w Cb EFr------ EP 8 P • $..S $„S\ \ ED E ED ED E EP ED Ep EP EP $..S EP LU CL d HP / OHP p� —31 — — — — ♦♦ __---------- — — — — — — ---------------- GENERAL PRESSURE IRRIGATION NOTES \ o� 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE \\ do ��� �'� `♦ PRESSURIZED IRRIGATION SPECIFICATIONS AND STANDARD DRAWINGS OF THE IDAHO \ \ PROPOSED PUBLIC UTILITY, IRRIGATION,& ♦ STANDARDS FOR PUBLIC WORKS CONSTRUCTION (ISPWC),CITY OF MERIDIAN (SEE DRAINAGE(PUID)EASEMENT,TYP. ` STANDARD PRESSURIZED IRRIGATION NOTES ON SHEET C0.1), BOISE PROJECT BOARD OF w i SEE PLAT FOR MORE INFORMATION. ♦o\\ CONTROL, BOISE-KUNA IRRIGATION DISTRICT,THE ADA COUNTY HIGHWAY DISTRICT o �� r� I i ♦ rM (ACHD)MODIFICATIONS TO THE ISPWC,AND THE IDAHO RULES FOR PUBLIC DRINKING ■ — \ i `♦ WATER SYSTEMS(IRPDWS)OF IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY(DEQ). \ �� N ♦ 2. CONTRACTOR SHALL FIELD VERIFY LOCATION(S)POINT(S)OF CONNECTION AND NOTIFY w 1 n ` THE ENGINEER OF ANY DISCREPANCIES PRIOR TO THE START OF IRRIGATION SYSTEM rm I� ♦ CONSTRUCTION. m o m I I' I A3. POTABLE AND NON-POTABLE WATER LINE(NPWL)SEPARATION REQUIREMENTS: „� I c7o i \♦ THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER ■ — In ♦ MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A MINIMUM OF TEN O \ (10) FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE y o �� I I I ♦♦ WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL 0 / I ; ` SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION ■ O i ♦ 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND / / `� I ♦ SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). Q �O / / W I i ` THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER ■ ♦♦ SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET.WHERE IT IS � 11 O NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS O `♦ WITH LESS THAN EIGHTEEN(18) INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL ■ ♦` BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE — OQ ♦ WASTEWATER RULES(IDAPA 58.01.16). _ W1 12"SD 2 i i i ` �\\\ ♦ 4. MINIMUM BURY DEPTH FOR ALL PRESSURE IRRIGATION LINES SHALL BE 30 INCHES FROM (� / �, o i `���� ` x x FINISH GRADE TO TOP OF PIPE. i x ; /i, ���� ♦♦ [ x 5. PIPE TRENCHING WILL OCCUR IN ACCORDANCE WITH THE ISPWC, INSTALLATION OF PIPE L_ TOPEG EDQ // qOR �����\\--- `�����I x x BEDDING SHALL CONFORM TO ISPWC CLASS A-1 COMPACTED TO 92%MAXIMUM DENSITY (A 1 �/� ---- EG -=_—------I/ x © x IN THE LOWER ZONES AND 95% IN THE UPPER ZONES(ASTM D698). BEDDING MATERIALS -------- SHALL CONFORM TO ISPWC TYPE I BEDDING MATERIALS. BACKFILL SHALL CONFORM TO O �x X m BLOCK 1 x TYPE A BACKFILL AND COMPLY WITH ISPWC ST DWG SD-301 AND SD-302. .�j TOP —��x__x -Q ` � O X x cu x / / ' LOT 1 % x x 6. RECORD INFORMATION SHALL BE ACCURATELY RECORDED BY THE CONTRACTOR AND L 1 SUPPLIED TO THE PROJECT ENGINEER.SUBMITTAL OF RECORD INFORMATION IS A 0 `x x CONDITION OF FINAL ACCEPTANCE. C: �-- 7. ALL IRRIGATION MAINS AND SERVICES SHALL BE PRESSURE TESTED IN ACCORDANCE O — i WITH ISPWC SECTION 400.TEST PRESSURE SHALL BE 150 PSI. '+� .E 8. CONTRACTOR MAY ELECT TO ELIMINATE ELBOWS WITH ANGLES LESS THAN 45' PROVIDED 0 Q mM %`f THE PIPE BARREL DEFLECTION IS WITHIN MANUFACTURER'S LIMITS. NO JOINT DEFLECTION L x O W \ IS ALLOWED. U) 9. ALL ISOLATION VALVES SHALL BE PRESSURE TESTED IN THE CLOSED POSITION. 0 O 0')f X i LEGEND C) PRESSURE IRRIGATION MAIN ##"PI (##'INDICATED PIPE DIAMETER) Ari VARIOUS FITTINGS,TYPE PER PLAN, / WITH THRUST BLOCK STONEHILL CHURCH, INC. x `�f TEE 90' 45' 22-112' 11-1/4' 1608 N MERIDIAN ROAD MERIDIAN, IDAHO 83642 O , % V ® GATE VALVE,SIZE PER PLAN i 1 � f 1 i % \ -------------------• PRESSURE IRRIGATION SERVICE, SIZE PER PLAN 1 � x W PRE QSSURE IRRIGATION KEYNOTES Description Date � 0 1 i % 1. . . NOT USED THIS SET 1 1 ` 2. 2-INCH IRRIGATION SERVICE PER DETAIL 2/C6.2. --k�k\ 1 x Ali 3 IRRIGATION LINE / AIR VATS PER DETAIL 3/ NOT USED THIS SET 0� k 'I 4 STUB ASSEMBLY Y DETAIL 2 NOT USED THIS SET (� \k\ X 1 j 5 2 IP4611 BLOW n rr ASSEMBLY PER DETAIL DE 5i66 2 NOT USED THIS SET OJ�G�O� k I m 1 6. PVC MAINLINE PER DETAIL 6/C6.2, SIZE AND LENGTH AS LABELED. 1 i 7. ISOLATION VALVE(SIZE AS LABELED)PER DETAIL 7/C6.2. 10 x\ dNO i 8. SLEEVED ROAD CROSSING PER DETAIL 8/C6.2. 0 GO�� 9. NOT USED THIS SET x ----------- F --------------------------------- i PROVIDE 30"MIN COVER OVER G PRESSURE IRRIGATION MAIN,TYP \ I I I ` f �oNAE E ° ❑ I I I FUTURE PUBLIC STREET REGIONAL IRRIGATION PUMP STATION p� GIST o O I i i i % TO BE DESIGNED AND INSTALLED BY OTHERS 4� Fp E`er E EG I I 2 264 I I --- s 6"W,875 LF � ----------------------------------------- ---- / O g P1 - rt OF. ---- — ��- � 1°P0, OQ EG '4N APP`-� Iu i 7 s 6"W, 100 LF 6 I I o / / EG 12/9/2024 EG / oy 6"W, 100 LF s / // / / Drawing Set Issued for: LOT 2 z o 8 / Q CITY/ACHD REVIEW ° a \ `� l /� + Project No. R220401 Q� v Issued Date 09 DEC 2024 — z Drawn by BEA Sheet Title c� oCO a W nj Irrigation W � C N Plan a � 1 o ui o � N Sheet Number Of .6 Q Know what's below. z � 6olw o Call before you dig. U_ 0- in LID TO READ: "NON—POTABLE WATER — FOR IRRIGATION ONLY" 0 CARSON MODEL 910T COVER Q z IN PERMANENT LETTERING LID TO READ: EXTEND 2"x4" MARKER AND FINISHED SOD GRADE X CARBON MODEL 910T COVER "NON-POTABLE WATER - FOR IRRIGATION ONLY" PAINT FLUORESCENT PURPLE 11717771111111111111 ® 0 IN PERMANENT LETTERING ? 2" N FINISHED SOD GRADE GRAVITY THRUST FINISHED TOPSOIL GRADE BLOCK REQUIRED I III III III III III III III III I I CARSON MODEL 910 2 DAV I D EVAN S FINISHED TOPSOIL GRADE o AND ASSOC I AT ES INC. co I III III III III III III III III I I ° ° TRACER WIRE LOOP 9175 W Black Eagle Dr. III III III III III III III II III CARBON MODEL 910 » NOTES 8 10" CLASS 125 PVC PIPE Boise, ID 83709 z 10 VALVE BOX ISOLATION VALVE 208.900.9049 z TRACER WIRE 0 P 1. NORTHING AND EASTING LOCATIONS ON PLAN VIEW w REFERENCES THE MJ OR SOLVENT WELD CAP. VALVE BOX COVER TO READ HIS SET 2" VALVE NUT o "NON—POTABLE WATER FOR T USEp THIS 2" VALVE NUT IRRIGATION CONTROL WIRE IRRIGATION ONLY" NO d N\ x\ x\ x\ I\ X VALVE BOX NOTCH CLASS PVC B20 0 SOLVENT SIDES ISOLATION VALVE 10 CLASS 125 PVC PIPE FORD FS202 SADULL T TAP OR EQUAL WELD DRAIN PIPE JOINT RESTRAINT REQUIRED USED THIS SE 1/2" BALL VALVE UNI FLANGE SERIES 1300 OR EQUAL NOT US TAPPED INTO CAP FOR O 0 IRRIGATION MAIN N 2%4" MARKER AIR/RELEASE. BALL ° ° O o o c00 00 O VALVE TO BE WITHIN 18" NOTCH PVC BOX, BOTH SIDES 00 0o O po 0 IRRIGATION MAIN — OF FINISHED GRADE. U6" MIN. Oo Oo ISOLATION VALVE SEE rM °. 0 O 00 0 ■ DETAIL THIS SHEET SCH. 40 ELBOW po RIP-RAP THRUST BLOCK REQUIRED OUTLET 4" MIN. OF 3/4" MINUS GRAVEL rm 6" MIN. a ° 6» #4 REBAR MIN. 5 LF TO VALVE UNDER 10" PVC PIPE JOINT UNI—FLANGE RESTRASERI SINT EQ13100DOR EQUAL a d O ° 6" VARIES ° 6'ac� >` ° °d � THRUST BLOCK. SEE ISOLATION O ■ � 12 MIN. MIN. dMIN.. 4 MIN. OF 3/4 MINUS GRAVEL VALVE DETAIL SHEET PI-6. UNDER 10" PVC PIPE CAP AND ADD NOTES: L THRUST BLOCKING 1. DRAIN PIPE SHALL BE SLOPED TO DAYLIGHT. . ■ THRUST BLOCK THRUST BLOCK STUB OUT SIZE AS SPECIFIED ON PLANS PER ISPWC 2 LOCATE DRAIN ASSEMBLY ON AS-BUILT LOW POINT OF PIPELINE. IRRIGATION DRAIN > NOTE: SCALE: NOT TO SCALE 7 ■ - 1 . VALVES SHALL BE LOCATED OUTSIDE OF PAVEMENT AND SIDEWALK AREA. THRUST BLOCK AND FITTING � � 0 ISOLATION VALVE STUB ASSEMBLY ■ SCALE: NOT TO SCALE 7 SCALE: NOT TO SCALE 4 CAP TAG TO READ "NON—POTABLE" C: PVC VALVE BOX 6" THREADED CAP (t3 WITH TOP NUT i PLASTIC IRRIGATION CONTROL O VALVE BOX & COVER 4" MIN. U) (3) FG FINISHED GRADE //\//\// \/ //\ \//\ \�/\//\//\// c� \\/\\/\\/\\/\\/\ /\\/\\/\\/\\\\\r/\\/ \\/\\\/\\\/\\j\\\'�\\/ \\\\\%\\/ L �� o NOTES \//\/ / xx 1 SERVICES H INSTALLED P z 6" ASTM 3034 � ALL SE V CES SHALL BE NS ALLED PER ISPWC SD � SEWER PIPE OR 0 901 AND ISPWC SECTION 903 UNLESS OTHERWISE ASTM 2241 .E THIS SET SHOWN. CLASS 125 U NOT USED IRRIGATION PIPE 2. ALL THREADED ADAPTERS FOR P.I. SERVICE LINE L SHALL BE BRASS WITH TWO STAINLESS STEEL IRRIGATION MAIN 1--� CLAMPS EACH. LINE SLOT 6" PIPE TO � M 3. ALL SERVICE LINES SHALL BE PRESSURE TESTED FIT OVER VALVE 0 UP TO END CAP DURING PRESSURE TESTING OF IRRIGATION MAIN. 2" MALE END 4. SADDLE TAP ALLOWED FOR IRRIGATION MAINS 4" 4" MIN. QUICK COUPLER \_2" CLASS 160 POLYETHYLENE AND LARGER. SOLVENT WELD REDUCING TEES CAM W/ CAP AWW SERVICE LINE, I.D., SIDR 7 AC PAVEMENT BY OTHERS REQUIRED FOR 3" IRRIGATION MAINS. CONFORMING TO AWWA C901, PAVED SURFACE SEE NOTE 1 BELOW ° d ASTM D2239 STONEHILL CHURCH, INC. 2" THREADED BRASS GATE VALVE ������� VARIES, 2.5"-3 TEE OR FORD FS202 SADDLE 1608 N MERIDIAN ROAD / REGENCY 14MC35, 14-2 DOUBLE RATED FOR 200PS1 WITH KEYED 3 4" MINUS BASE, BY OTHERS 2" POLYETHYLENE TAP. SEE NOTE 4 OPERATOR. SEE NOTE 2. MERIDIAN, IDAHO 83642 w ARIES 4"-6" 4" MAIN JACKETED COMMUNICATION WIRE O o _ > O 00 Ld w J 1/4" DIA DRAIN HOLE 2" VALVE a 2-INCH IRRIGATION SERVICE o cn I PIT-RUN SUB-BASE, BY OTHERS WITH 1 cu.ft. DRAIN ROCK REDUCER LL_ LL_ SCALE: NOT TO SCALE 2 Q Description Date o O o' VARIES, m z = 10"-16 TEMPORARY BACKFILL AS BULK HEAD THRUST BLOCK o � REQUIRED TO MAINTAIN 2" BLOW-OFF ASSEMBLY CARBON MODEL 1730-12 BOX p� 12 COVER OVER SLEEVE cJ LID TO READ: (� z SUB GRADE ELEVATION, BY SCALE: NOT TO SCALE WITH 1730T COVER "NON-POTABLE WATER - FOR IRRIGATION ONLY" z w = OTHERS, SEE NOTE 1 BELOW IN PERMANENT LETTERING 0-0 o COORDINATE WITH PAVING PERMANENT BACKFILL, DEPTH VARIES WITH PAVEMENT FINISHED SOD GRADE CONTRACTOR FOR REMOVAL SECTION. BACKFILL SHALL BE NATIVE MATERIAL AND OF TEMPORARY BACKFILL A N COMPACTED TO 95% DENSITY. TYPICAL WIRING NOTES FINISHED TOPSOIL GRADE N - z GO LOCATED ABOVE SUBGRADE MIN. 6 FINDER TAPE 1. INSTALL REGENCY 14MC35, 14-2 DOUBLE JACKETED COMMUNICATION I I I I I I I I I « LOCATING WIRE WIRE ALONG ALL PRESSURE IRRIGATION MAINS AND SERVICE STUBS. III III III III III III III III III _ 00 Q NOTE: LOCATE AIR RELEASE ASSEMBLY 2. INSTALL 10' COIL WIRE STUB AT POC STUB FOR FUTURE EXTENSION TO 2 A%VAC VALVE - ON AS-BUILT HIGH POINT OF PIPELINE IRRIGATION SYSTEM AT ALL POCs. WATER CR-101 ,oNAL , ISPWC TYPE-I PIPE BEDDING OR EQUAL (1) 1 " CONDUIT COMPACTED TO 95% DENSITY. 3. INSTALL 10' COIL WIRE STUB AT POC STUB FOR FUTURE EXTENSION TO TRACER WIRE LOOP 4" Qp� ��G%STFgF�'/yam IRRIGATION SYSTEM AT ALL PREFERRED IRRIGATION CONTROLLER (MIN.) LOCATION(S). 2" GIP 2 6 4 Q PIPE AND BELL MIN. 4" 2" BALL VALVE W/ QUARTER TURN HANDLE HIS SET rF P SLEEVE AND SKIDS PER ISPWC I / / / OT USED T ygNOF %p ���� MIN. 6 SLEEVE MIN. 6> SD 307 SEE SLEEVE SCHEDULE \\\\\\\\\\ 'LASS 125 PVC PIPE APP 12/9/2024 DIA. SEE SEE FOR MINIMUM SIZE // // // 2 GIP NOTE 5 NOTE 5 \\\\\\\\\\\ WARNING TAPE MARKED"CAUTION ELECTRICAL".6" Drawing Set Issued for: NOTES: s0" I ///////// WIDE,RED IN COLOR. IRRIGATION MAIN CITY/ACHD REVIEW SLEEVE SCHEDULE (INCHES) — \\\\\ \\ COMPACTED BACKFILL MATERIAL TO BE NATIVE SOILS. 1. COORDINATE WITH PAVING CONTRACTOR TO INSTALL SLEEVE, SIGNAL CONDUIT, / / / TOP 6"SHALL BE FREE OF ROCK LARGER THAN 1 O DIA. Project No. R220401 o FINDER TAPE AND LOCATING WIRE PRIOR TO INSTALLATION OF ROAD \/ \/ FORD FS202 SADDLE TAP OR EQUAL PIPE DIA. SLEEVE MIN. DIA. SUB—BASE, ROAD BASE AND PAVEMENT. _ \\ Issued Date 09 DEC 2024 0 " " 6' = PVC ASTM D2241 SDR 26(160 psi)MAINLINE, co z_ Drawn by BEA cn 2. SLEEVED ROAD CROSSING INSTALLATION REQUIREMENTS APPLY WITHIN THE 4" SIZE PER PLAN 12 >_ 1" to 2 4 PVC C900 FULL EXTENT OF RIGHT—OF—WAY PLUS SUFFICIENT SLEEVE LENGTH TO CLEAR — _ Sheet Title 0 SIDEWALK. C° ASTM C-33 SAND PIPE BEDDING OR NATIVE U g 3" 6" PVC C900 SOIL/SCREENED BACKFILL TO LESS THAN 1/2"DIA. a 3. IN CASE OF CONFLICTS WITH OTHER UTILITIES, IRRIGATION SLEEVE SHALL NOTCH PIPE TO ACCOMMODATE w M CROSS BELOW OTHER UTILITIES. — / ` N 4" 8" PVC C90o = ® COMMUNICATION CABLE IRRIGATION MAIN. Pressure Irrigation cn N 4. THE CONTRACTOR SHALL CONSTRUCT ALL ROAD CROSSINGS OF THE IRRIGATION 4" J 0 PIPE AND POTABLE WATER PIPE IN ACCORDANCE WITH THE IDAHO RULES FOR 4" MIN. OF 3/4" MINUS Details wN \ 6" 12" PVC C900 PUBLIC DRINKING WATER SYSTEMS AND I.S.P.W.C. SD-407. -1 I ' GRAVEL UNDER 21 " PIPE � N O � SLEEVED ROAD CROSSING IRRIGATION MAINLINE IRRIGATION LINE/AIR VAC Sheet Number w w SCALE: NOT TO SCALE $ SCALE: NOT TO SCALE 6 SCALE: NOT TO SCALE 3 Q o z w j C6m2 U_ 0- w Z 50 0 50 100 Q 0 0 REROUTE EXISTING OVERHEAD EXISTING OVERHEAD UTILITY LINES AND POLES, SCALE(FT) 0 0 o ELECTRICAL SERVICE TO NEW POLE SEE IDAHO POWER WORK ORDER MAP FOR N \ RELOCATION TO BEHIND SIDEWALK,TYP DAV I D EVAN S 0 - - - W Amity Road ANoASSOCIATES INC. x�x- - �— - - —� - - _ 9175 W Black Eagle Dr. Jco FP FP P P EP EP TOP TOP TOP ---�� --- --- --- --- --- --- --- 12"w 12•• EP EP EP _ Boise, ID 83709 --Ep --TOP 12"W 12"W 12 EP �c -- - ------------- --------- ------------ --- --- -- --- 12 W A EP - ------------------------- Z EP EP ----------- -- ----------- • 8 --- --- --- - a E® _____-- 208.900.9049 ---------- ------- -- --- w 47 ° EE EFs EP g••S 8.. • - N ED ED ED E� ED E EP EDS EP EP $..S EP 8.. will I CL LU d HP OHP �bP_ - - - - - __--- ----- ---- ------------ ------------ --- ---- --- — ------- ` ' - GENERAL PUBLIC UTILITY NOTES STA:26+51.27,OFF:50.00'LT dp APPROXIMATE LOCATION OF NEW OVERHEAD o'p c\\ STA:60+59.83,OFF:27.00'LT UTILITY LINES AND POLES,SEE IDAHO POWER 1 STA:22+01.21,OFF:50.00'LT ♦ 1. CONTRACTOR SHALL NOTIFY PROJECT ENGINEER OF ANY DISCREPANCIES BETWEEN THIS �I WORK ORDER MAP FOR MORE DETAILS TYP ` PLAN AND IDAHO POWER WORK ORDER MAP FOR THIS PROJECT. oO STA:24+21.21,OFF:50.00'LT ♦` LEGEND rM JOINT TRENCH CENTERLINE ■ o ' ° !�� �I i TRANSFORMER, 1-PHASE 1 w n = I , ` (h® rm 0 `tr I I ° v�PROPOSED PUBLIC UTILITY, IRRIGATION,& DRAINAGE(PUID)EASEMENT,TYP. \ TRANSFORMER,3-PHASE uo I I r i I I `♦ � ■ � m f- n II I SEE PLAT FOR MORE INFORMATION. O I ° `♦ I I � 45' l SECTOR, 3-PHASE ■ °x I CLEAR I it i 2 TYP W - i, I � ° IIDTH r \ ® SECTOR, 1-PHASE � ■ - CJ Q r , C� �� �° I 1 III I iI 1 ♦\ \ / STREETLIGHT � Q �� I of n � I�'i ♦ �/ �\ ■ � QPUBLIC UTILITY KEYNOTES I: Q � I -12"SD ` �°F I 1 I I r �� '����I m I 1 ! �/1���� LL�I 1. MAST ARM LUMINAIRE PER STONEHILL CROSSING SUBDIVISION STREET LIGHTING PLANS � 1 1 III � �\��� x x UNDER SEPARATE COVER. i / ' ° 1 `��� ♦ 2. JOINT TRENCH ALIGNMENT,SEE GENERAL NOTE 1 THIS SHEET.TRENCHES SHALL BE _0 TOE fo—p - Q I 1 i ����� ` x x COMPACTED IN ACCORDANCE WITH IDAHO POWER REQUIREMENTS. `~ L_ EIG �/ 1 --_--__—i/l � 1 >P= = ' _x_X , m ALSO REFER TO x � EZ �X� / = 0 X� x—X x /� � , ; 1 STA:63+14.00,OFF:27.00'LT STONEHILL CROSSING SUBDIVISION �� x x �� 0 � � 0 � STREET LIGHTING CONSTRUCTION DRAWINGS x x x % / % C: m (SEPARATE PERMIT SET) o / % L f U) FUTURE SIDEWALK I MULTI-USE PATHWAY i l l i % 0 0') ON WEST SIDE OF STREET t / SHOWN FOR REFERENCE ONLY Ix � U ~ \ STONEHILL CHURCH, INC.\ /, 1608 N MERIDIAN ROAD x `t MERIDIAN, IDAHO83642 STA:65+13.00,OFF:27.00 RT I i f EXISTING OVERHEAD ELECTRICAL SERVICE, UTILITY POLES,AND ` \ x w� UNDERGROUND GAS SERVICE TO BE REMOVED AND REPLACED % 0 Description Date v II I II / BY JOINT TRENCH UTILITIES SEE IDAHO POWER WORK ORDER %X MAP FOR MORE DETAILS. %%\ f k\ I II m 1 ` I x I I 11, I `--------------------- _ ---------------------------- ----------------- I % \ � Fc NAL i I I i ` \ 9FG y�� ❑ i ° l i i i ` 9 E EG � I 264 I I ' P -�I ---��-- - - ---------------6.-p�-----------------6..P�----- — ------- °Q P-1* ---- ------------------------- -------------------s"PI PI -�< ' OF %1D p------------- STA:67+49.34, OFF:26.65'LT � � i �o EG APPY�1 2/9/2024 atchline Sheet C7 . 20� tu Drawing Set Issued for: CITY/ACHD REVIEW ° Project No. R220401 Q� Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o a w N Public Utility w , CO N Plan a � 1 o ui NN K Sheet Number Q Know what's below. z � w o Call before you dig. U_ 0- a w z EXISTING OVERHEAD ELECTRICAL SERVICE, UTILITY POLES,AND 50 0 50 100 Q o UNDERGROUND GAS SERVICE TO BE REMOVED AND REPLACED BY JOINT TRENCH UTILITIES,SEE IDAHO POWER WORK ORDER TSCALE(FT) co MAP FOR MORE DETAILS. 0 0 T� o ` ' �`�f DAVID EVANS ANDASSOCIATES INC. W I x 9175 W Black Eagle Dr. W E � 9 I % \ Boise, ID 83709 _ -------------------------------------------- I J �c � � I C I a I i i 208.900.9049 I LU CD w E I I I EG EL _ < O --I ---��-- 6"PI -----------6"PI - I] . — -- ----- -------------------------- ----------------- --------------- OP IL M a t c h l i n e - Sheet C 7 . 1 ' s..P; 6.-PI- --s..Pl----------------- ----------------- ------------------ _____- - 6��PI 6"PI __ _ EG l // Ey EG O II I I cc I I F i l i a / ♦o \ ca / x x O O I C 1 Y! < K:73 x x O 35' I x v \ I CLEAR WIDTH CO J`Q / /�o ♦ ■ I ° N tea'/ ♦p + I / ♦ o I Q% �' ♦ GENERAL PUBLIC UTILITY NOTES ■ II + �p 1. CONTRACTOR SHALL NOTIFY PROJECT ENGINEER OF ANY DISCREPANCIES BETWEEN THIS \ PLAN AND IDAHO POWER WORK ORDER MAP FOR THIS PROJECT.ALSO REFER TO o 0 0 0 o s � ' / STA.69+64.77, OFF.22.00 RT , I �� \ STONEHILL CROSSING SUBDIVISION Q , LEGEND (6 STREET LIGHTING CONSTRUCTION DRAWINGS / o p JT JOINT TRENCH CENTERLINE 4— L_ (SEPARATE PERMIT SET) U) o TRANSFORMER, 1-PHASE FUTURE SIDEWALK MULTI-USE PATHWAY 11,��; \ e c ON WEST SIDE OF STREET C X 1 �`` TRANSFORMER,3PHASE 0 SHOWN FOR REFERENCE ONLY \ Cl) \� PROPOSED PUBLIC UTILITY, DRAINAGE,& C: IRRIGATION(PUID)EASEMENT,TYP. c 0 SEE PLAT FOR MORE INFORMATION. \ a `� SECTOR,3-PHASE _11I .E O 0 m L 2 TYP �� ® SECTOR, 1-PHASE U) 0 STREETLIGHT U STA:71+84.82,OFF:22.00'LT �0 QPUBLIC UTILITY KEYNOTES �8t 1 MAST ARM ( STONEHILL CROSSING SUBDIVISION STREET LIGHTING PLANS UNDER SEPARATE COVER. \ p o STONEHILL CHURCH, INC. 0 2. JOINT TRENCH ALIGNMENT,SEE GENERAL NOTE 1 THIS SHEET.TRENCHES SHALL BE / 1608 N MERIDIAN ROAD COMPACTED IN ACCORDANCE WITH IDAHO POWER REQUIREMENTS. 0111111111111 MERIDIAN, IDAHO 83642 Description Date 6' V FUTURE PUBLIC STREET CONNECTION SHOWN FOR REFERENCE ONLY(BY OTHERS) o� O V,,, oQ G� IN X.——— NAL tS TE9F \ � 9 264 F rFOF %'D i Fc F \ T y'4N APPL�12/9/2024 Drawing Set Issued for: CITY/ACHD REVIEW \ c \ c �p Project No. R220401 Issued Date 09 DEC 2024 Drawn by BEA Sheet Title c� o a w N Public Utility w � C N Plan a � 1 o ui N N7\1 K Sheet Number Q Know what's below. z � 7m2w o Call before you dig. U_ 0- w Z 50 0 50 100 Q 0 0 co TSCALE(FT) O 0 N 10 REPLACE RIGHT EDGE LINE WHERE NECESSARY DO NOT REPLACE RIGHT EDGELINE W2 2 LEFT DUE TO PAVEMENT REMOVAL/WIDENING 3 W1-7 FOLLOWING PAVEMENT REMOVAL/WIDENING 3 (-750 FEET IN ADVANCE DAV I D EVAN S 7UJ OF INTERSECTION) W Amity Road AND A S S O C I AT E S INC. m TOF TOP TOP TOP — 9175 W Black Eagle Dr. LL rip Boise, ID 83709 �5 -- -- -------------------------- a EP - - - - - - - - ------------------------------ 208.900.9049 — ED N 13 _� 12 �� ED �DEP ED ED — ED ELF ED ED — �E EDTOE ED _TOE ED LU _ _ _CL - _ _ _ _ _ _ _ _ _ ♦ 10 REPLACE RIGHT EDGE LINE WHERE CL 3 R1-1 WI STREET NAMES o — — — — — — — — -- - 0- — 1 GENERAL STRIPING & SIGNAGE NOTES ♦ NECESSARY DUE TO SEWER INSTALLATION W2-2 RIGHT 3 (-750 FEET IN ADVANCE c� 1 � ' a (1)LEFT, (1) RIGHT 13 OF INTERSECTION) p T + �d 5 h le ♦` � 1. CONTRACTOR SHALL COORDINATE SIGN INSTALLATION WITH ACHD AND/OR ITD AS do R2-1 (25 MPH) 3 , ♦♦ APPLICABLE IN ACCORDANCE WITH SECTION 1100 OF THE LATEST EDITION OF THE ISPWC, THE ACHD SUPPLEMENT TO THE ISPWC(INCL.STANDARD DETAIL TS-1114 AND ISPWC 8 55 LF \ SD-1130&ISPWC SD-1131),AND WITH THE LATEST EDITION OF THE MANUAL FOR UNIFORM o, p 6 19 W� f ♦♦ TRAFFIC CONTROL DEVICES(MUTCD). r 1101 o \ o I s 75 LF ` 2. CONTRACTOR SHALL COORDINATE STRIPING AND PAVEMENT MARKING INSTALLATION WITH ■ ♦ ACHD AND/OR ITD AS APPLICABLE IN ACCORDANCE WITH SECTION 1100 OF THE LATEST c� �� 5 ♦ EDITION OF THE ISPWC,THE ACHD SUPPLEMENT TO THE ISPWC(INCL.STANDARD DETAILS W A g I `♦ TS-1112&TS-1113),AND WITH THE LATEST EDITION OF THE MANUAL FOR UNIFORM TRAFFIC rm CL ♦ CONTROL DEVICES(MUTCD). -0 I s OAKBRIAR WAY \ 3. PRIOR TO PLACEMENT OF ANY PAVEMENT MARKINGS,CONTRACTOR SHALL CONTACT O STA:61+27.69,OFF: 5.50'RT ♦ ACHD CONSTRUCTION SERVICES FOR COMPLIANCE WITH POLICY AND EXISTING PAVEMENT O ■ I^ BEGIN CENTERLINE ♦\ MARKINGS, 387-6280. STRIPING TRANSITION ♦ L W ♦ p R79 3 1 0STRIPING & SIGNAGE KEYNOTES ■ � p 1. TERMINUS BARRICADE TYPE II WITH TOE RAIL PER ISPWC SD-1132A(ACHD REVISION)AT ~ ^ m ♦♦ SIDEWALK END(FUTURE EXTENSION), BARRICADE SHALL HAVE THICKENED EDGE / 6 p w 1 \ ALUMINUM WITH 6'SIDE REFLECTIVE RED/WHITE DIAGONAL DECALS. PAINTED SIGN WILL "o$' 1 ♦ NOT BE ALLOWED. OAKBRIAR WAY ♦\ 2. TERMINUS BARRICADE TYPE III PER ISPWC SD-1132B(ACHD REVISION)AT ROADWAY END O p STA:62+30.81 (FUTURE EXTENSION), BARRICADE SHALL HAVE THICKENED EDGE ALUMINUM WITH 6'SIDE ■ BEGIN TYPICAL SECTION IT' ♦♦ REFLECTIVE RED/WHITE DIAGONAL DECALS. PAINTED SIGN WILL NOT BE ALLOWED. SIGN SHALL STATE:"THIS IS A DESIGNATED COLLECTOR ROADWAY.THIS STREET WILL BE — t��OQ �G m I 1 �'=���\' ♦ EXTENDED IN THE FUTURE." 0 7 ♦ 3. ROADSIDE SIGN,TYPE PER PLAN,SIGN PLACEMENT AND ANCHORING PER ISPWC SD-1130 / , 9 `���`� ` AND ACHD STANDARD ROADSIDE SIGN DETAILS TS-1114,SHEET 1. i / 3 R7-9 `��� ♦� 4. LEFT OR RIGHT TURN ARROW(WHITE PAINT). 0 .� Q � rmoP ,� 5. BIKE LANE SYMBOL WITH ARROW(WHITE PAINT). Cn \`-_------- %�/ 0 6. CENTER LINE NO PASSING TWO DIRECTIONS PER ACHD STRIPING DETAIL#7(4"YELLOW C PAINT).m ) O / �� 7. TWO-WAY LEFT TURN LANE PER ACHD STRIPING DETAIL#9(4"YELLOW PAINT). 8. BIKE LANE AT INTERSECTION PER ACHD STRIPING DETAIL#12(8"WHITE PAINT). 0 Cn 0� 9. CHANNELIZING LINE/BIKE LANE LINE PER ACHD STRIPING DETAIL#15(8"WHITE PAINT). C: 10. RIGHT EDGELINE PER ACHD DETAIL#17(4"WHITE PAINT). O / / \ 11. CROSSWALK PER ACHD STRIPING DETAIL#18(24"WHITE PAINT, 10'STRIPE LENGTH). 0 Q / m / �` 12. STOP BAR PER ACHD STRIPING DETAIL#19(24"WHITE PAINT). s ` 13. MULTI-USE PATHWAY CENTER LINE PER ACHD STRIPING DETAIL#24(4"YELLOW PAINT). U) O OAKBRIAR WAY TYPE R1-1 STA:64+93.63, OFF:5.50'RT S REGULATORY END TWO WAY LEFT TURN LANE STRIPING / / SIGN STONEHILL CHURCH, INC. 6 � SPEED 1608 N MERIDIAN ROAD / I •� LIMIT R REGUA2-1 TORY / MERIDIAN, IDAHO 83642 I (1) LEFT 4 / / %% 25 SIGN 1 � \ � 0 � 0 Description Date 100 LF 9 1 I�� 1 � � I�RKING TYPE R7-9 OAKBRIAR WAY BIKE REGULATORY STA:65+56.47,OFF:5.50'RT SIGN �I BEGIN CHANNELIZING LINE `% LANE 55 LF s �QEt (1)LEFT 4 ' 1 3 R7-9 OAKBRIAR WAY 1 , y TYPE W2-2 STA:66+56.47,OFF:5.50'RT 5 ` WARNING SIGN GQ END CHANNELIZING LINE � I % W/STREET NAME II 3 R1-1 II Fc OAKBRIAR WAY BLACK TEXT,YELLOW BACKGROUND OAKBRIAR WAY 2 ` NA( STA:67+43.52, OFF:5.50'LT&RT � STg FyC� BEGIN CENTERLINE STRIPING % TYPE W1-7 Q Q� 1 % WARNING SIGN 4 EG 264 C 6 � pQ EG qN APP � I III 12/912024 M a t c h I i n e - Sheet C 8 . 2 *III+5 8 55 LF / Drawing Set Issued for: CITY/ACHD REVIEW Project No. R220401 Issued Date 09 DEC 2024 R/W CL R/W Drawn by BEA i I i Sheet Title 6.00' 11.00, 11.00' 1 11.00' 1 6.00' Wa i CD BIKE THRU TURN THRU BIKE W N I I W Striping & Signage Cnn N 9 7 7 9 Plan a C\I 1 o LLj o � N � Sheet Number Q Know what's below. TYPICAL LANE WIDTHS & STRIPING OAKBRIAR WAY (3 LANES) Z Call before you dig. SCALE: NOT TO SCALE W 0 LL IL a W z 50 0 50 100 we� 0coSCALE(FT)CD O T DAVID EVANS W I �� ANDASSOCIATES INC. m II II F� 9175 W Black Eagle Dr. W \ Boise, ID 83709 Z 208.900.9049 a W ❑ ` N W I I \ a EG Q / O 5 SOP ' c R7-9 3 OP - // / Matchline - Sheet C8 . 1 EGA 6 + I / Sy / o ca I \ a / / rM \ Fc C I a 1�73 / ♦c, O OAKBRIAR WAY STA:69+03.38 / F0 I END CENTERLINE GENERAL STRIPING & SIGNAGE NOTES L STRIPING TRANSITION, / 1. CONTRACTOR SHALL COORDINATE SIGN INSTALLATION WITH ACHD AND/OR ITD AS BEGIN SINGLE ° APPLICABLE IN ACCORDANCE WITH SECTION 1100 OF THE LATEST EDITION OF THE ISPWC, R2-1 (25 MPH) 3 CENTERLINE STRIPING oy THE ACHD SUPPLEMENT TO THE ISPWC(INCL. STANDARD DETAIL TS-1114 AND ISPWC ,o I ° a a /'� SD-1130& ISPWC SD-1131),AND WITH THE LATEST EDITION OF THE MANUAL FOR UNIFORM ■ 3 R2-1 (25 MPH) % / TRAFFIC CONTROL DEVICES(MUTCD). O OAKBRIAR WAY j 2. CONTRACTOR SHALL COORDINATE STRIPING AND PAVEMENT MARKING INSTALLATION WITH ■ STA:69+27.69 I \ ACHD AND/OR ITD AS APPLICABLE IN ACCORDANCE WITH SECTION 1100 OF THE LATEST s END CENTERLINE STRIPING I 6 /mac' EDITION OF THE ISPWC,THE ACHD SUPPLEMENT TO THE ISPWC(INCL. STANDARD DETAILS — 8A TS-1112&TS-1113),AND WITH THE LATEST EDITION OF THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES(MUTCD). 3. PRIOR TO PLACEMENT OF ANY PAVEMENT MARKINGS CONTRACTOR SHALL CONTACT i 2 \ \ o~ ACHD CONSTRUCTION SERVICES FOR COMPLIANCE WITH POLICY AND EXISTING PAVEMENT r n I MARKINGS, 387-6280. U) 1 3 R7-9 \ � o w ❑ STRIPING & SIGNAGE KEYNOTES C: O 1 e 1. TERMINUS BARRICADE TYPE II WITH TOE RAIL PER ISPWC SD-1132A(ACHD REVISION)AT 1 ` SIDEWALK END(FUTURE EXTENSION), BARRICADE SHALL HAVE THICKENED EDGE O 9 ALUMINUM WITH 6'SIDE REFLECTIVE RED/WHITE DIAGONAL DECALS. PAINTED SIGN WILL 9 \ NOT BE ALLOWED. C: >1 Fc II 2. TERMINUS BARRICADE TYPE III PER ISPWC SD-1132B(ACHD REVISION)AT ROADWAY END O += (FUTURE EXTENSION), BARRICADE SHALL HAVE THICKENED EDGE ALUMINUM WITH 6'SIDE }' E REFLECTIVE RED/WHITE DIAGONAL DECALS. PAINTED SIGN WILL NOT BE ALLOWED. SIGN Q \ R` SHALL STATE: "THIS IS A DESIGNATED COLLECTOR ROADWAY.THIS STREET WILL BE EXTENDED IN THE FUTURE." (A 3. ROADSIDE SIGN,TYPE PER PLAN, SIGN PLACEMENT AND ANCHORING PER ISPWC SD-1130 0 d') AND ACHD STANDARD ROADSIDE SIGN DETAILS TS-1114, SHEET 1. U 4. LEFT OR RIGHT TURN ARROW(WHITE PAINT). _ \' 5. BIKE LANE SYMBOL WITH ARROW(WHITE PAINT). \ \ ` 6. CENTER LINE NO PASSING TWO DIRECTIONS PER ACHD STRIPING DETAIL#7(4"YELLOW 0. PAINT). TONEHILL CHURCH INC.7. TWO-WAY LEFT TURN LANE PER ACHD STRIPING DETAIL#9(4 YELLOW PAINT). ❑ S ������� 1608 N MERIDIAN ROAD 8. BIKE LANE AT INTERSECTION PER ACHD STRIPING DETAIL#12(8"WHITE PAINT). MERIDIAN, IDAHO 83642 \ \y 9. CHANNELIZING LINE/BIKE LANE LINE PER ACHD STRIPING DETAIL#15(8"WHITE PAINT). o/r \ 10. RIGHT EDGELINE PER ACHD DETAIL#17(4"WHITE PAINT). \ 03 d3 11. CROSSWALK PER ACHD STRIPING DETAIL#18(24"WHITE PAINT, 10'STRIPE LENGTH). 0- \ \ ` 12. STOP BAR PER ACHD STRIPING DETAIL#19 24"WHITE PAINT).\ o` ( ) � Description Date 13. MULTI-USE PATHWAY CENTER LINE PER ACHD STRIPING DETAIL#24(4"YELLOW PAINT). SPEED 0 LIMIT TYPE R2.1 REGULATORY \\ c \ \ \ 25 SIGN 0 1 PARKING . —_ — -- — -- -- -- --�-- -- -- _ �3 TYPE R7.9 -- -- -- -- ----- -- -- — BIKE REGULATORY 2 _-_ LANE\ SIGN- - -- -- -- - waLFN GISTe ciy \\ 9 264 F c \ \ \ yrF OF 11D APPLE c k\ 12/9/2024 c � c Drawing Set Issued for: CITY/ACHD REVIEW \ c \ c �p - Project No. R220401 Issued Date 09 DEC 2024 R/W RIW Drawn by BEA � i DEPICTED ON PLAN ONLY!1 Sheet Title 3: I 6.00' 11.50, LWHERE .50' 6.00' a i BIKE THRU THRU BIKE W N I I W ; ; Striping & Signage CO CD" s 6 9 Plan a a � 1 o � " — TYPICAL LANE WIDTHS & STRIPING Sheet Number N � W OAKBRIAR WAY (2 LANES) Q Know what's below. 2 z Call before you dig. C8m2 SCALE: NOT TO SCALE J W a